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TRUSS PAPERWORK
MiTek® RE: M11412 MiTek USA, Inc. CARLTON 299 6904 Parke East Blvd. Tampa, Fl- 33610.4115 Site Information: Customer: Wynne Development Corp Project Name: M11412 Lot/Block: Model: Sterling Address: unknown Subdivision: City: St Lucie County State: FL 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 C1 Wind Code: ASCE 7-10 Wind Speed: 165 mph q Roof Load: 37.0 psf Floor Load: N/A psf S'f eNNFb This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. 40/(9 With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet COU conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. ny No. Seal# Truss Name Date 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 a a1 a2 a3 a4 a5 ata atb atc bha gra 14 16 18 P8 kja8 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: 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 judsdiction(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 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. ,,,�IIIIII11/1j�1 OF P�\ C E N S c7�'�Y •��i No 2 28399 �0: STATE OF0. ECG%. Walter P. Ran PE No.22639 M7ek UK Inc. R. Can 6634 6904 Parke East Blvd. Tampa R.33610 April 6,2018 nafn 1 Of Finn Walter III ` ;• o, . Job Truss Truss Type ':::J Oty- Ply CARLTON 299 T73708831 M11412 J2 .MONO TRUSS 8 1 Jab Reference o tonal Chambers Truss, Inc., Fort Pierce, FL 3x4 = a. tau s mar I I 2oi o mn en l dusli,es, Inc. N. ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-Eful EEyIX_3S61HDeCVXag4AAgxEFOsLr72gRzTU2R Scale -1:7.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) -0.00 7 >999 360 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 816 FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical,2=141/0-8-0,4=22IMechanical 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. (lb) - Max. CompJMax. Ten. -All forces 250 (Ila) 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) Vasci=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) and C-C EMerior(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 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 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, 136lb uplift at joint 2 and 3 Ib uplift at joint 4. Walter P. Fin It PE No.22839 MlTek USA, Inc. FL Cart 6634 6984 Parke East Bud. Tampa FL 33618 Date: April 6,2018 ®WARNING - Ver/lydesrgnpsrameMreand READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMS747arev..IsTa2015BEFORE USE. Design valid for use only with MII connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only., Additional temporary and permanent bracing M!Tek' B always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the g Component fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSi/IPI7 Cual CMelli OSB-89 and SCSI Building East Parka East B Blvd. Safety Infoanalbmvaeoble from Truss Plate Institute, 218 N. We Street antlrla. eet Suite 312. AlexVA 22 14.33610 Tampa, FL Truss Oly Ply CARLTON 299 T13708832 FJob J4 ]MONO USS 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 3x4 = ID:kFvnsnOwY419Zh0_nM3lc6yld9g.A2OVfw?3pYEnh01 gK3Fzc?vNa_IIi9w9o9U9vKzTU2P Scale = 1:11.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Mor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 Weight: 141b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical Max Horz 2=102(LC 12) Max Uplift 3=-77(LC 12), 2=-159(LC 12), 4=-7(LC 12) .Max Gmv 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purilns. 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=4.2psfl BCDL=3.Opsf; h=12ft; 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, Intedor(1) 2-7-3 to 3-10-4 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3).' This truss has been designed fora 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 77lb uplift at joint 3, 159 to uplift at joint 2 and 7lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6804 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 Job Tmss Truss Type Oty Ply CARLTON 299 T13708833 M11412 J6 MONO TRUSS 8 1 Job Reference o tional a neno.cv omn pcnn 1 chambers i fuss, Inc., ran rlerce, rL ............._...__._....._.....___...__•___.._.I I D:kFvnsn0wY419Zh0_nM31c6yIJ9g-fEaUGOhasMeJacsunmC9CSYhOW fRc9J1 pDiRmzTU20 Scale = 1:14.3 a 3z4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Val 1) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ven(CT) -0.11 4-7 >652 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Wind(LL) 0.11 4-7 >639 240 LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-8.0, 4=70/Mechanical Max Hom 2=140(LC 12) Max Uplift 3=-129(LC 12), 2=-192(LC 12), 4=-B(LC 12) Max Gray 3=148(LC 17), 2=275(LC 1). 4=100(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 20 lb FT=20% BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0oc 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=4.2pst BCDL=3.OpsY h=12ft; B=59ft; L=36ft; eave=51t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intenor(1) 2-7-3 to 5-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp 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 beading plate capable of withstanding 129 lb uplift at joint 3, 192 Ib uplift at joint 2 and 8 lb uplift at joint 4. Waller P. Finn PE No.22639 MiTek USA, Inc. FL Cen 6034 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING- Verify deslgnparamehrsanciREAD NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEMIF7473rev. laNMOISSEFORE USE Design valid for use only with MBeketi connectors. This design Is based only upon parameters shown, and Is for an Inc Mdual bulltling component. not Mir' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing indicated is to prevent buckling of indNldual truss web and/or chord members orriv. Additional temporary and permanent bracing MiTek' Is always required for stabllHy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 69c4 Parke East Blvd. fabrication, storage, dellvery, erection and bracing of fusses and truss systems, seeANSIDNf Quell Made, DSBd9 and SCSI Building Component Safety Nformallonavollobie #am Truss Plate Institute, 218 N. Lee Streat, Suite 312, Alexandria VA 22914. Tampa, FL East 0 Job Truss Truss Type - City Ply CARLTON 299 T73708834 6412 JB MONO TRUSS 11 1 Job Reference (optional) wamoers , r,us, nth., rm, r ..19Zh........__._...,._.-..._a...__...._. ....,-. ___.__.____._ . . ID:kFvnsnOwY419Zh0_nM31c6yIJ9g-3pFOV13aW DA1 LRZVJvmr4?uba2ezNjnSM25zTU2L Scale = 1:17.4 LOADING (psf) SPACING- 2-M CSI- DEFL_ in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate GOP DOL 1.25 TO 0.61 Vad(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Verl .0.30 4-7 >310 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 Ina rda BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Wind(LL) 0.26 4-7 >368 240 Weight: 26 In 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 10-0-0 no bracing. REACTIONS. (Ib/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Horz 2=178(LC 12) Max Uplift 3— 174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Gray 3=195(LC 17), 2=340(LC 1), 4=141(LC 3) FORCES. (lb) - Max. Comp./Ma c. Ten. -All forces 250 (I o) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=12ft; 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 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 20.0pst 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 174 In uplift at joint 3, 2261In uplift at joint 2 and 13 Ib uplift at joint 4. Walter P. Finn PE No32839 MTek USA Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33810 Data; April 6,2018 QWARNING-V.1Wdeslgnparameteraend READ NOTES ON TN/SAND INCLUDED MITEKREFERANCEPAGE10,7473.v. IG11=15SEFORE USE Design valid for use only with Mnela connectors. This design Is based only upon parameters shown, and Is for an IndMdual building component, not �'- a truss system. Before use, the bulltling designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing 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 bracng of trusses and truss systems, seeANSI/TPl1 41uaINv Criteria. DSBd9 and SCSI Building Component Safety Nfoanatbrgvoilable from Truss Plate institute, 218 N. Lee Street Suite 312, Alexandria VA 223314. 6904 Parke East BNtl. Tampa, FL 33610 Job Truss Truss Type OtV Ply CARLTON 299 T73708835 Iv111412 JA8 MONO TRUSS 11 1 Job Reference (opliona0 cnamDers I rues, mc., rarn rierae, rL ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-XOpOid3Ce4t4oBwd7cgBJ2cA7?wNO9uyRBwaXzTU2K Scale = 1:17.2 3x4 = 4 LOADING (pso SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud TOLL 20.O Plate Grip DOL 1.25 TC 0.58 Ven(LL) -0.13 4-7 >721 360 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) .0.28 4-7 >331 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a rda BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Hord 2=175(LC 12) Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4=13(LC 12) Max Gmv 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (lb) - Max. CompdMax. Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 2441190 Weight: 261b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psY BCDL=3.Opsf; h=12ft; 8=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS,(directional) and C-C Exterlor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-8-4 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 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 1701b uplift at joint 3, 2231b uplift at joint 2 and 13 Ib uplift at joint 4. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: April 6,2018 OWARNING-VenSy designpammefem end HEAD NOTES ON THISAND/NCLUDEDN/TEKHEFERANCEPAGENIF7473 rov. IaW20156EFOHEUSE "O"On valid far use only with M70* connectors. file design b basetl only upon parameters shown, and Is far an Individual building component not �t o truss system. Before use, the building designer must veiny the appllcobllity o1 deslgn parameters and properly Incorporate this design Into Me overall but Ingdesign. Bracing indicated is to prevent buckling oflntllvltlualtiuSSweband/achold membersonly. Atldillonaltemporaryandpermanentbracing MiTek' Is always requlretl forstgbll6y and to prevent collapse with possible person al Inlury and properly damage. For general guitlance regartling the fabrlcaMon, storage, delNery. erection and bracing pt trusses and truss systems, seeANSI/IPI I Qualify Cmodo, DS3439 antl aCSI a ad rg Component y1 6904 Parke East Blvd. Safofy Informa0mysvgllable from Truss Rote InsnNte. 2,8 N. Lee Street Suite 318 A ..ndda. VA 22 d. Tampa. FL 33610 Truss Truss Type Oty Ply CARLTON 299 T13708836 E.b 412 KJB MONO TRUSS 2 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Intluslrles, Inc. Fn Apr b UB.3U.Od Lela Pagel ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-TOx97J5SA17o1 V4OE11cOTrcPpIDrFFBPIgOfOzTU21 3x4 = _.._ .. 3x4 = 5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017ITP12014 CSI. TC 0.21 BC 0.25 W B 0.35 Matrix -MS DEFL. in Vert(LL) -0.05 Vert(CT) -0.10 Hom(CT) 0.01 Wind(L-) -0.04. (loc) Well Ud 6-9 >999 360 6-9 >999 240 5 rva n/a 6-9 >999 240 PLATES GRIP MT20 244/190 Weight: 441b FT=20% 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 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=462/0-11-5, 5=406/Mechanical Max Horz 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=-l87(LC 8), 5=-118(LC 8) FORCES. (Its) - Max. Comp./Max. Ten. -All forces 250 (Ill or less except when shown. TOP CHORD 2-3=-866/230 BOT CHORD 2-6=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.Opsf; h=12h; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 fit der(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1021b uplift at joint 4, 1871b 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 Be up at 2-11-0, 39 It, down and 58 It, up at 2-11-0, 8 Ib 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 Ib up at 8-6-14, and 421b down and: 143 Ito up at 8-6-14 on top chord, and 47 Ib down and 28 It, up at 2-11-0, 47111 down and 28 Us up at 2-11-0, 47 Ib down at 5-8.15, 47 Ib down at 5-8-15, and 31 lb down and 14111 up at 8-6-14, and 31 lb down and 14 IIIup at 81-6-14 on bottom chord. The design/selection of suchconnection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14=-54, 5.7=-20 Concentrated Loads (Ib) Vert: 10=80(F=40, B=40) 11=-2(F=-1, B— 1)l2_ 83(F=-42, B=-42) 13=14(F=7,B=7)14=-20(F=-10, B=-10) 15=-50(F=-25, B=-25) Walft rP, Finn PE No.22839 MiTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: April 6,2018 ,&WARNING-VeN/y design parameters and READ NOTES ON THIS AND INCLUDED MITENREFERANCE PAGE 111II-74Tarev. 10/eMpIS BEFORE USE. Design valid for use only with MaekO connectors. This design Is based only upon parameters shown, and Is for an IndNlducl bullding component, not a truss system. Before use, the building designer must verlty the applicability of design parameters and properly Incorporate this design Into the overall bulldingdesIgn. Bracing Indicated is to prevent buckling oflndMdual buss web and/orchord members only. Additlonal temporary and permanent bracing MiTek' Is always required for sfobllly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabraollon, storage, delivery, erection and bracing of musses and I=systems, seeANSI/rpII Quality Cdlodn, DSBdg and SCSI Building Component 69M Parke East Blvd. Safety Inrolmatlonovailobie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply CARLTON 299 T13708837 b111412 KJAB MONOTRUSS 2 1 Jab Reference o lional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Fn Apr 6 09:30:06 2018 Page 1 ID:kFvmnOwy4I9ZhO_nM3lc6ylJ9g-uzdHmL7KTGVNuyobwAOJO6J6n01D2b9d5jvhGlzTU2F -1-5-0 &10-0 11-G-3 6-10-0 42-3 2.83 12 10 3x4 12 Scale=1:19.9 13 14 6 15 5 2x3 II 3x4 = 3x4 = 6.10.0 11-0-3 6-10-0 1 4.2.3 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Verl 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.23 Veri -0.08 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.34 Hom(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD ROT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=106/Mechanical, 2=447/0-11-5,,5=385/MechanimI Max Hom 2=175(LC 8) Max Uplift 4=-107(LC 8), 2=-321(1-C 8), 5=-202(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 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 Structural wood sheathing directly applied or 8-0-0 oc pur ins. Rigid calling directlyapplled or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vu11=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=12N; B=591t; L=36N; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 4, 321 lb uplift at joint 2 and 202 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-11-0, 39 lb down and 58 lb up at 2-11-0. 81b down and 101111 up at 5-8-15, 81b down and 101 lb up at 5-8-15, and 42 lb down and 143 lb up at 8-6-14, and 42 lb down and 143 Ib up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2-11-0, 10 lb down and 30 lb up at 5-8-1 S. 10 lb down and 30 lb up at 5-8-15, and 31 lb down and 14 Ib up at 8-6-14, and 31 lb down and 14 lb up at M-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 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 (Ib) 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 No.22839 fAlTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WARNING. eaNry design parameters antl READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE NIP7473 Ivy. Idked?015 BEFORE USE. Design volld for use only with Ni connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component not �■ ■` a truss system. Before use, the building designer must verify the applicability of tleslgn parameters and properly Incorporate m1s tleslgn Into the overall building design. Bracing indlcoted is to prevent buckling of lndMdual truss web and/or chord members only.. Additional temporary and permanent bracing WOW Is always reaulred for stoically and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrlcatlon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSVTP11 CualNy Cmoda, DSM9 and BCSI Bu9ding Compenont 6904 Parke East Blvd. Safety Informallomvallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Thus Truss Type Qty. Ply CARLTON 299 T13708820 M11412 A SPECIAL 1 1 Job Reference tootional GnamDBrs I russ, mc., an nett., rL Scale = 1:63.0 5xB = 5.12 MT18HS = 3x8 �� 4z5 = 4x6 = dx5 = 4.00 12 16 15 •"" _ 3x4 = 3z6 = 3x4 = 5x8 = 2.0012 4x10 = LOADING (psQSPACING- TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 2-0-0 CSI. Plate Grip COL 1.25 TC 0.94 Lumber DOL 1.25 BC 0.94 Rep Stress Incr YES W B 0.91 Code FBC2017/TPI2014 Metal DEFL. Ved(LL) Ved(CT) Horz(CT) Wind(LL) in (lot) Vdefl Ud -0.73 13-14 >595 360 -1.34 13-14 >321 240 0.45 10 n/a n/a 1.01 13-14 >428 240 PLATES MT20 MT18HS Weight: 161 lb GRIP 244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except- TOP CHORD Structure[ 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. (lb/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 Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3338/2212, 3-4=-3134/2132, 4-5=-3441/2388, 5-7=-5141/3470, 7-8=-676614392, 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=-535/785, 5-15=-9751733, 5-14=-11913/1876, 7-14=851/667,7-13=-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=12f : B=59ft; L=36f ; eave=5fl; Cat. II; Exp C; Encl.. GCpi=0.18; IAl (directional) and C-C Exteao0(2) -1-0-0 to 2-7-3, Inteaor(i) 2-7-3 to 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates areMT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pat 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) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=846, 10=846. Walter P. Finn PE No.22839 MDek USA Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Dale: April 6,2018 O WARNING- Verify design perameMrsand READ NOTES ON THISANO INCLUDED MREKREFERANCEPAGENIP74Ta rev. I&VIA0ISaEFORE USE Deslgn valid for use only wlth MBekO connectors. This design Is based only upon parameters shown. and Is for an Individual bulldln9 component, not a muss system. Before use. the building designer must very the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bull of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always recurred for actA ry and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatior, storage, dellvery, erection and bracing of tresses and truss systems, seeANsiMli QuolBHtyy Cathode, D5B-89 and SCSI Building Component Safety Infomrohbnovollobie mom Tars Plate Institute, 218 N. Lee Sheet Sulfa 312 Alexandra, VA 22314. 69M Parke East Blvd. Tampa, FL 33610 T13708821 M11412 IA1 Scale=1:63.0 5x8 = 3.8 = 5x6 4.00 F12 4 22 5 23 6 14 13 axe II 3x6 = 3x4 — 6x6 = 2.00 12 400 c LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in floc) Udell'' Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.58 11 >749 3160 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT)-1.0711-12 >402 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(CT) 0.40 8 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Wind(LL) 0.80 11 >541 240 Weight: 163 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 on purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP ND.3 WEBS 1 Row at midpt 5-13 REACTIONS. (lb/size) 2=1386/0.8-0, 8=1386/0-8-0 Max Horz 2=-141(LC 10) Max Uplift 2=-846(LC 12), 8=-846(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3356/2159, 3-4=-3358/2292, 4-5=-2798/1921, 5-6=-4830/3137, 6-7=-5353/3403, 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.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft;Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(l)2-7-3to 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 psf bottom chord live load honconcurrent 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) 8 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 Qt=1b) 2=846, 8=846. Walter P. Finn PE No22939 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 6,2018 ,&WARNING -Verify design peremetens and READNOTES ON THIS AND INCLUDED MMEKREFERANCE PAGE MIF74Tarev. 10r05/2015 BEFORE USE. Design valid for use only with MRek®connecfors. fils tleslgn Is based only upon parameters shown, antl Is for an IndNltlual bUIItl10g component, nor a buss systera. Betore use, the bulOing tlesigner must venry the applicabty of tleslgn porn 0"and propery Incorporate 1Frls tleslgnInto the overall isfoprevenfbucklin0of indlvldual truss Additional temporary andperrnanent bracing MiTek' bulltllnB tleslgn. Bracinglntlicofed web and/or chord membersonly. Is always requk forstability and fo prevent collapse with possible personal injury and property damage. For general gulden..regalong he fobrlco6on, storage. delivery, erection and bracing of busses and buss systems, as. SlpPlf CualHItyy CMada, DSB49 antl BC519u9tlhrp Companepl 6904 Parke East Blvd. Satery Mromratbmvallab,. from Truss plate Institute. 2, 8 N. Lee Skeet, Su". 312. Alexandria. VA 22314. Tampa, FL 33610 Jab Type ay Ply CARLTON 299T73708822 U11412 �Tmss�Truss SPECIAL 1 1 Job Reference (optional) unamoers 1 mss, mu., ran rinme, r� Scale = 1:63.0. 5x6 = 5x6 = 3x4 = e nn F7 4 5 6 4x6 C 1s 14 /xemnana= 3.6 = ax4 11 5x8 = 2.00 12 4x10 = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TP]2014 CSI. TC. 0.58 BC 0.94 WB 0.72 Matdx-MS DEFL. Ven(LL) VBd(CT). Horz(CT) Wind(LL) in (loc) Well L/d -0.55 11-12 >779 360 -1.03 11-12 >419 240 0.39 9 n/a rda 0.7711-12 >564 240 PLATES MT20 MT18HS Weight: 167111 GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Shuctural wood sheathing directly applied or 2-7-0 oc purllns. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directlyapplied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max.Horz 2=163(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3359/2129, 3-4=-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 -1 2=-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 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=4.20sf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5tt; 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 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 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where arectangle 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 100lb uplift at joint(s) except Ijt=11b) 2=846, 9=946. Walter P. Finn PE No.21839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dater April 6,2018 ,&WARNING-yedrydeslgnPmmerersend READ NOTES ON THIS AND INCLUDED MREKR£FERANCE PAGE 114II-7473mv 1d,U2c?0158EFORE USE. Design vale for use only with MI connectors. This design b bored only upon parameters shown, antl Is for an Individual bulltling component, not a muss system. Before use, ire bulltling tleslgner must vetlfy the applicablllty of tleslgn parameters and propedy Incorporate this design Into the overall bulltling design.Brooing Indicated is to prevent buckling of lndlNdual muse webantl/or chard members only, AddilEl temporary antl permanentbradng �n Is always requlretl for stability and to prevent collapse with posslble personal INury and property damage. For general guidance regarding Mse fobrlWMe, sbroge. delivery, erecnon and bracing of musses and buss systems, seeANSurIPR guallh CMada, D8B49 and SCSI au0ding Component IVIiTQk• Blvtl. Tampa, Salary Informatbrovalloble from'.. Plate InsMtufe. 218 N. Lee Sheet Suite 3,2, Alexandria, VA 22514. Tampa, FL 33610 FL 3361 Job Truss Truss Type City Ply CARLTON 299 T13708823 M11412 A3 SPECIAL 1 1 Job Reference (optional) Chambers Tess, Inc., Fort Pierce, FL uAuO s ManT zeta mI I ex mmsmes, Inc. rn Npr o ua:29A2 zu ro Scale: 3/16'=1' 4.00 12 5x6 = 5x6 = 0 to dr 15 3x5 3x4 11 5x6 4x10 = = 2.00 12 LOADING (lost) SPACING- 2-0-0 CS'. DEFL, in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.57 11-12 >761 360 UT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.0511-12 >410 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.7811-12 >551 240 Weight: 16711b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-6-15 oc pudins. 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 6-13 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz2=185(LC ll) Max Uplift 2=-846(LC 12), 9— 846(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-3371/2103, 3-4=-2633/1707, 4-5=-2803/1850, 5-6=-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 -1 2=-3368/5675, 9-11=-3362/5666 WEBS 3-15=0/306, 3-14=-B66/626, 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.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. It; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-73. Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 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 ANSVTPI 1 angle to grain formula. •Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=lb) 2=846, 9=846. Walter P. Finn PE No.22839 MiTek USA Inc. FOCert 6834 9904 Parke East Blvd. Tampa FL 33610 Dale: April 6,2018 OWARN/NG-Ve1pydesi9nparamet...d READ NOTES ON TNISANDWCLUDEDMREKREFERANCEPAGEM 7473rev. 100349ISBEFOREUSE. Design valid for use only with MIT09 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 appllcoblilfy of deslgn parameters and properly Incorporate this tleslgn into the overall building design. Bracing Indicated is to prevent buckling of lndNldual truss web and/or chord members only. Addmonol temporary and permanent bracing WOW 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 muss systems, seeANSI/IPI I Quell Criteria, DSO-09 and BCSI Building Component Safety Informationovallabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22 14. 6904 Parke East Blvd. Tampa, FL 33810 Truss Type Oly Ply CARLTON 299 T73706824 FMllTruss 412 A4 SPECIAL 1 1 Job Reference (optional) unamDers I miss, Inc.. on ..,Co. " Scale: 3/16'=1' 4.00 12 SKIS = 6 3x4 Sx6 3x6 G 5 24 25 5x6 INS 7 3x4 i 4 B 3x4 3 9 23 26 2 13 10 a a 111� d1 14 7xB MT10H5= 3x4 II 16 15 3x12 = 3x5 = 3x4 II SxS = 2.00 12 4%ID = LOADING (psf) 'SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.60 Vert(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 Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matti 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 purlins. 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. (Up/size) 2=1386/0-8-0, 10=138610-8-0 Max Horz 2= 207(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (Ib) -Max CompJMax. Ten. -All forces 250 (lb) 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=-3504/5656 WEBS 3-16=0/315,3-15=-799/546,5-14=-344/260,6-14=-731/1202, 7-14=-3120/2048, 7-13=-1130/1972, 9-13=-559/376 NOTES- 1) Unbalanced rood live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2pst BCD"— .Opsf; h=12ff, B=59f ; L=36ft; eave=5N; 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate Drip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at jolnt(s) 10 considers parallel to grain value using ANSVTP11 angle to grain formula. Building designer should verify capacity of beading surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=846, 10=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 ,&WARNING-Veritydes19a P41amatersand READ NOTES ON TN/SANDINCLUDED MITEKREFERANCEPAGEMIF74Tarev. 1041a2a1a9EFORE USE Design valid for use only with M9eass connectors. This design Is based only upon parameters shown and Is for an Individual bustling component, not a truss system. Before use, the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additlonol temporary and permanent bracing MiTek' Is always required for soolity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of trusses and truss systems. weANSI/RIl 6ualNy Criteria. DSB419 and BCSI Bu6dlnD Component 6904 Parke East Blvd. Safety Informotionwollcble from Truss Plate Institute, e, 218 N. Lee Street, Suite 312 AlexoVA 22314. Tampa, FL 33610 1412 ASyy (SPECIAL I7 I 1 .. _ ,_____ ,__.:__ ,. T13708825 Scale=1:61.9 4.00 12 6,6 6 16 15 " 3x5 = 3.4 11 543 = 2 00 12 4x10 azo-A ae-nn B-fi-D 5.2.0 4.4.0 6.6-0 4-3-4 7.2-12 Plate Offsets (X Y)-- [2.0-1-2 Edael [8.0-3-0 Edael [10.0-2-10 Edael [15.0-2-12 0-3-0I 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 Vert(LL) -0.61 13 >709 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ven(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 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 pudins. 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 micipt 7-14 OTHERS 2x4 SP:No.3 REACTIONS. (Ib/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. CompJMax. Ten. -All fames 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 BOT CHORD 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=-113011972, 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; B=59ft; L=361t; save=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C;C Extenor(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and farces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load 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. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=846, 10=846. WallerP. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3360 Data April 6,2018 AWARNING- Vedrydeslgnparemefemand READ NOTES ON THIS AND INCLUDED MMEKREFERANCE PAGE Ml47473rev. 1GAIN015 BEFORE USE. Design valid for use only with MRekis connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �'- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is m buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' bullding design. prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabacation. storage, delivery, erection and bracing of trusses and mes system& SeeANSVrNI Quality Canada. DSB419 and BCSI Building Component 6304 Parke East BNtl. ParkeEast13 Safety mfomsatbnivallcbie from Truss Plata Institute, 218 N. We Street, Suite 312, Alexandra, VA 22314. Tempe, Truss Truss Type Oly Ply CARLTON 299 T13708826 L_Jolbl 412 ATA COMMON, 7 1 Job Reference o tonal Chambers -Truss, Inc., ron VIB1p6, VL 4.00 12 5.6 = u Scale = 1:61.0 17 '- 15 -- -' 14 -- 1e 3x8 = 3x4 11 4x6 = 3.8 =. 3xe = 4x6 _ 3x4 11 3z8 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (too) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.53 Ved(LL) -0.28 14-15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Ved(CT) -0.5914-15 >730 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.60 HOR(CT) 0.14 10 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.34 14-15 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORE BOT CHORD 2x4 SP M 30 BOT CHORE WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1436/0-8-0, 10=1436/0-8-0 Max Ho¢ 2= 208(LC 10) Max Uplift 2= 796(LC 12), 10=-796(LC 12) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (Ib) 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 BOT CHORD 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=569/1002, 5-15=,300/279, 3-15=-7821581, 3-17=0/271 PLATES GRIP MT20 2441190 Weight: 1721la FT=20% Structural wood sheathing directly applied or 3-2-15 oc purlins. Rigid ceiling directly applied or 5-2-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opst h=12fk B=59ft; L=361t; eave=5lt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(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.OI6 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 DO bottom chord live load nonconcurrent with any other live loads. 5) - This mass 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 beading plate capable of withstanding. 1001b uplift at joints) except (jt=lb) 2=796, 10=796. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 8834 6984 Parke East Blvd. Tampa FL 3361D Date: April 6,2018 O WARNING - Verify design pammelem and READ NOTES ON WISAND INCLUDED MREKREFERANCEPAGEMII-7473 mv. 10,11S2015BEFOREUSE. Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate ihls design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members any. Additional temporary and permanent bracing MiTek' Is always required for stability 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 truss systems, seeANSVIPII Quid Cetera, DSl and BC51 Binding Component 6904 Papa East Blvd. Safety Informafbrgvallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312. A2 1 lexantlrla. VA 24. Tampa, FL 33610 Tmss Type - �y Ply CARLTON299 T13708827 rolbl 412 �ATB COMMON 1 1 Job Reference (optional) cnamoers r russ, mc., ran nnrw, r� 4.00 12 5.6 = 6 scale-1:60.0 3x5 = 3x4 II 3x6 = 6x8 = 6xe = 316 = 3x4 II 3x5 4I-. 11.11n 11.1.11 9].1M115 .'lA.n.n 8-1.1 15.9-1 1-3-14 6-8-0 0.- 4 5-9-1 844 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.2218-21 >844 240 BCLL 0.0 Rep Stress Incr YES WE 0.68 Horz(CT) 0.02 15 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.1518-21 >999 240 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. NI bearings "-0. (Ib) - Max Hoe 2=-208(LC 10) Max Uplift All uplift 100lb or less at joints) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Gmv All reactions 25016 or less at joints) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22). 15=349(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1239/757, 3-5=-437/333, 5-6=-432/448, 6-7=-272f773, 7-9=-376f778, 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, 5d6=-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=4.2psh BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M to 2-7-3, Intefior(1) 2-7-3 to 18-0-0, Exlerior(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) 100.011a 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 fora 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 = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 2=433, 14=866, 10=240. Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Dale: April 6,2018 A WARNING- VeK/yddgnperemet...d READNOTESONWISANOINCLUDEDM?EKREF£HANCEPAGEMI474M.v. iD,DYlDiSSEFOFEUSE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an individual bullding component, not a runs system. Before use, me bullding designer must verity the appllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of lndlOdual fuss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is ahvoys required for stability and to prevent collapse with posvble personal Injury and property damage. For general guidance recording the fobdcatam storage, delivery, erection and bracing of hoses and toss systems, seeANSVrPII Quaff Cif odic, DS549 and BCSI Building Compononl 6904 Parke East BNd. Safely Informationavollable from Trues Plate Institute, 218 N. We Sheet, Suite 312, Aantlrla, lexVA 22114, Tampa; FL 33010 Job Truss Type Oty Ply CARLTON 299T73708828 M11412 TATC COMMON 1 i Job Reference o tional Chambers Truss, Inc., 1.011 YlerCe, FL a d Scale - 1:60.9 4.00 12 5x6 = 3x5 = 3x4 11 3x6 = 8x8 = 6xe = Us = 3x4 II 3x5 0.1a 1310-2 .15-2.0. 22.1-14 22 -7 27-10-15 36-0-0 1�2 Id d 8-1-7 15.9-1 1-3.14 64144 0-6-9 5-B-8 8-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.0 ' Rep Stress Incr YES INS 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.1518-21 >999 240 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 midpt 6-14 REACTIONS. All bearings 0-8-0 except (jt=length) 14=0-11-5. (lb) - Max Horz 2— 208(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 250lb or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22). 1S=349(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 gla) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5=-437/333, 5-6=432/448, 6-7=-272(773, 7-9=-376f778, 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 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=12R; B=59ft; L=36ft; save=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) 18-0-0to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100:0Ib AC unit load placed on the top chord, 1 B-0-0 from left end, supported at two points, 8-0-0 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) 15 except Ot=lb) 2=433, 14=866, 10=240. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 Job Truss TypePlyCARLTON 299 T13708829 M11412 F13HA5 COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL o. rou s nrn, r .� . - - . ID:kFVnenOWV419Zh0 nM31c6ylJ9g-MufEPtxlEiUezVaW-p8ZNkfGaZCNIFUHOD1 ghg2TU2V 1&00 24-0-0 1 840 12-0-0 14-0.0 15-6-0 18-0-0 20-0-0 22-0-02 -16 5 28-0-0 i 7-0 1-0 B-0-0 441-0 2-0-0 1� -0 8 2-0-0 2-0-0 2410 0.10.1 4-0-0 a-0-0 1-i-1 Scale: 3/16'=l' 5x6 = 12 3x6 II 4x6 = axis = 6xB = 3x6 II 3x5 3x6 = 3x6 = LOADING (psf) TCLL 20.0 TOOL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-1 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/rP12014 CSI. CS'. TIC0.73 BC 0.56 WB 0.83 Matrix -MS DEFL in (lop) I/deg Ud Vert(LL) -0.14 28-31 >999 360 Vert(CT) -0.2523-34 >619 240 Hom(CT) 0.04 21 n/a n1a Wind(LL) 0.2028-31 >909 240 PLATES MT20 MT18HS Weight: 2081b GRIP 244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 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 1 Row at midpt 20-25 2 Rows at 1/3 pts 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 REACTIONS. All bearings 0-8-0 except Ot=length) 25=0-11-5. (lb) - Max Horz 2=-208(LC 6) Max Uplift All uplift 100 to or less atjoint(s) except 2=-583(LC 8). 26=-1557(LC 8), 25=-1259(LC 8). 21=-455(LC 8) Max Gmv All reactions 250 lb or less at joinf(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14). 21=757(LC 14) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473/724, 3-4=-213f718, 4-6= 213f7l8, 6-8=-213/718, 8-1D=-213/718, 10-11=-213/718, 11-13=-213/718, 13-15=-213/718, 15-17=-213/718, 17-19=-87/610, 19-20=-87/610, 3-5=-199/422, 5-7— 1121391, 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=-9791756,3-28=-419/1254,3-26=-3236/1698,20-23=-458/1210, 20-25=-2385/1201, 9-10-706/569, 6-7=-307/241, 15-16=-462/372, 18-19=-497/418 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.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) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 per bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-8-0 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 bearing plate capable of withstanding 5831b uplift at joint 2, 15571b uplift at joint 26, 125916 uplift at joint 25 and 45516 uplift at joint 21. 9) Girder carries hip end with 8-0-0 and setback. 10) Graphical Pullin representation does not depict the size or the orientation of the puffin 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 lb up at 28-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The designtselection 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 Nc.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 a AWARNING. Varilydes/gnparametersmdREAONOTES ONWISANOINCLUDED MREKNEFENANCEPAGEUPI74nmre 10/03120150EFOREUSE Design valid for use only with Mired, connectors. Trill design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated Is to buckling chord members any. Additional temporary and permanent bracing MiTek' prevent oflndMdualtrusswebOnd/or I6 always rewired for stability and to prevent collapse win pos9ble personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and must systems 171P weANSII Quo" CModoBA , DS9 and SCSI Building 0 Component Park e East Blvd. Tempe, Parke 336t0 Safety Informallandvallable from Truss Plate Insllfute, 218 N. Lee Steel, Suite 312, Nexandrlo, VA 22314, Truss Truss Type Cry Ply CARLTON 299 T73708829 Pjbj 412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.18U s Mar 11 Zulu MI I eK Inaustrle5, inc. rn Apr p UB:ZB:bu ZU1d rage Z ID:kFvnsnOwY419Zh0__nM31c6ylJ9g-MufEPbd EiUezVaW—p82NkfGaZCNIFUHOD 1 ghgzTU2V LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-3=-54, 20-22=-54, 28-29— 20, 23-28=-47(F= 27), 2332=-20, 3-12=-126(F= 72), 12-20=-126(F=-72) Concentrated Loads (lb) Vert: 28=-641(F) 23=-641(F) QWARNING- Verify design paremetenr and REAONOMS ON TH/S AND INCLUDED MDEKHEFERANCE PAGE MX7413mv. 10A2015 BEFORE USE W1" Design valid for use on""' M7ek® connectors. This tlesign Is basetl only upon parameters shown, and Is for an IntlNltlual bulltling component, not rg a truss system. Before use, ine bu DIng designer must verity the applicobllYry of design parameters antl properly Incorporate }his tlesign Into Me overall bulitling tlesign. ou'0ndlcatoo is to preventbucWln9 of lntlMduol hussweb and/or chard members only. Atltli}lanal temporary and pettnanent brocing MiTek' u always requked for "end t. prevent collapse wldl possible personal Wury antl propery tlamoge. For general guidance regartling the fab0catlon, storage, c.".W. ar..V_ and bracing of }noses and loos systems seeANSU1Pl1 CuplBXryy CMaM, OSB-0V antl BL61 Bu6dinp Cpmp.npnl 6904 PeOce East BNE. aisfery Inform.Ug..'.ble hom Truss Plot. Irsst�Me, 216 N.Ise Sheet Suite 312 Alexontldo. VA 2231d. Tampa. FL 336}0 Truss Truss Type Oty Ply CARLTON 299 T73708830 FJob M11412 GF1A HIP 1 1 Job Reference o lional Chambers Truss, Inc., Fort Pierce, FL _ 6.130 s Mar 11 2018 mu un industries, Inc. F 3x5 = Sz8 MT18HS= 5x8 MTIBHS= 4.00 12 3x4 II 5x8 = 3x4 II 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 3x4 II 4x6 = 6x12 = 6x12 = 4x6 = 3.4 11 7-10-0 13-B-0 22-4-0 28-2-0 36-0.0 7. H- 5-16:2 8.8.0 5-00.0 7-10.0 Scale-1:61.9 3x5 = Plate Offsets (X 1)-- I3:0-5-4 0-2-81 f5:0-4-0 0-3-01 f7.0-5-4 0-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.21 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.4412-13 >609 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WE 0.04 Horz(CT) 0.06 8 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.22 10-21 >999 240 Weight: 1611b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-13,6-12: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 1 Row at midpt 3-13.5-13 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 Gray 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) FORCES. (Ib) - Max- CompJMax. Ten. -All fames 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 mot live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDIl3.Opsf; h=12ft; B=59f1; L=361t; eave=5ft; 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 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 nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of.20.0pst 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 2921b uplift at joint 2, 2107 lb uplift at joint 13 and 7991b uplift at joint 8. 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 It, down and 170 lb up at 10-0-12, 103 lb down and 170 Ito up at 12-0-12, 103 lb down and 170 He up at 14-0-12, 103 lb down and 170 Ib up at 16-0-12, 1031b down and 170 Ito 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 Ito down and 170 Ib up at 23-11-0, and 103 Ib down and 170 Ito up at 25-11-4. and 137 lb down and 301 lb up at 28-2-0 on top chord, and 340 Ib down and 223 to up at 7-10-0, 77 lb down and 1 Ib up at 8-0-12, 77 It, down and 1 Ib up at 10-0-12, 77 It, down and 1 lb up at 12-0-12, 77 lb down and 1 lb up at 14-0-12, 77 Ito down and 1 It, up at 16-0-12, 77 lb down and 1 It, up at 18-0-12, 77 Ito down and 1 lb up at 19-11-4, 77 to down and 1 lb up at 21-11-4, 77 lb down and 1 lb up at 23-11-4, 77 Ib down and 1 Ib up at 25-11-4, and 77 It, down and i Ito up at 27-11-4, and 340 lb down and 22316 up at 28-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa F433610 Date: April 6,2018 Q WARNING-Vedfydesfgnpa etorsend READNOWSONTN/SANDtNCLUDEDMREKREFERANCEPAGEM1474M v. 1BNF/Ip15aEFOREUSE Oeslgn valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an IndMtlual 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 bucWing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent 6 always requited for stability and to prevent collapse with posUble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and imss systems. WeANSVrP1f CuolBByy Cdtoda, D5B419 and BC51 BuBdIng Component N. 69N Parke East Blvd.Safety Tampa, FL 33610 tnformafbnovoaoble from Truss Plate Institute, 218 Lee Sheet, Suite 312, Alexandria VA 22314. Job Truss Truss Type Old Ply=Reference T73708830 rM11412 GRA HIP 1 Chambers Thus, Inc., Pon Pierce, FL 8.130 s Mar 11 2018 Mj i ek Industries, Inc. Fn Apr 6 09:29:53 2018 Page 2 I D:kFvnsnOwV419ZhO_nM31c6ylJ9g-mTKNt urBXdsDgyJ5fxhG_MHm2nBxVb6i6BFU17zTU25 LOAD CASE(S) Standard 1) Dead+ Root 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 (lb) Vert: 3=-137(B) 5=-103(B) 7=-137(B) 14=49(B) 15=-389(B) 10=-389(8) 11=49(13) 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(B) 38=-49(B) 39=49(8) 40=-49(8) Symbols PLATE LOCATION AND ORIENTATION 374 Center plate on joint unless x, y 14- offsets are Indicated. Dimensions are in ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. Q 271ar For 4 x 2 orientation, locate plates 0-1491 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location detalls available in MTek 20/20 software or upon request. PLATE SUE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/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 scale) III (Drawings not to scale) 0 Of O U a O 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 ANSIfTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved M1I� MiTek' MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A 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 altemative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. S. 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 ANSIfTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16..Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental. health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Revlewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria.