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TRUSS PAPERWORK
RE: M11412 MiTek USA, Inc. CARLTON 299 6904 Parke East Blvd. Tampa, FL 33610.4115 Site Information: Customer: Wynne Development Corp Project Name: M11412 sqg Lot/Block: Model: Sterling St. EQ Cty:r St LuciekCounty State nown �vFL ision ay`40fe coup tY 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 Roof 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. �1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 17 18 Seal# Truss Name Date a al a2 a3 a4 a5 ata atb ate bha )�ra 14 16 IS qi8" 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 jurisdiction(s) identified and that the designs comply with ANSVTPI 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 ANSIlTPI 1, Chapter 2. 1ofI ,P�ER P �� ,,F7/v Oi 3�.-*%oENSF;� No 22839 � Ye 9 o Dec c -, I �0: SfAAT V * 44/: ;;lolls 111000 Walter P. Finn PE No.22839 MiTek USA, Inc. R. Cen 6634 6904 Parke East Blvd. Tampa R.33610 April 6,2018 Finn, Walter f A- Job Truss Truss Type ICity Ply CARLTON 299 T73708831 M11412 J2 MONO TRUSS 8 1 Job Reference o tional unamoens r russ, inm, rue name, rL ID:kFvnsnOwY419Zh0_nM3106y1J9g-EfulEEyIs_3S6tHDeCVXag4AAgxEFOsLrl2gRzTU2R 4 3x4 = Scale =1:7.8 2.0-0 LOADING (psf) SPACING- 2-M CSI. DEFL- in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TIC 0.18 Veri(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Ven(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matdx-MP Wind(LL) 0.00 7 >999 240 Weight: 8lb 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=22/Mechanical Max Harz 2=67(LC 12) Max Uplift 3=-27(LC 12), 2= 136(LC 12), 4=-3(LC 9) Max Grav 3=40(LC 17). 2=141(LC 1). 4=31(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsh h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFFIS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 3) ' This muss 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 27lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 ,&WARNING- Verify desigaparamefersend READ NOTES ON TNISANDMCLUOEOMWEKREFERANCEPAGEMIP7423fev. Ic/10120ISBEFONE USE. Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not a hum system. Before use, the bulltling designer must verity the applicability of design parameters and properly Incorporate ihls design Into the overall bulltling design. Bracing indicated is to prevent bucking of lndlvldual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Inury and property damage. For general guidance regarding the fobficallon, storage, delivery. erection and bracing of pusses and toss systems seeANSVMII Quality CrBerki. DSB-09 end SCSI Building Component 6904 Parke East Five. Safety Infonnatbmvaiiable from inns Rate Institute. 218 N. Lee Sheet. Sube 312. Alexandria. VA 22314. Tampa, FL 33610 Jab - Truss Truss Type Oty ' Ply T73708832 M11412 J4 MONO TRUSS 8 1 �CARLTON299 Job Reference (Optional) Chambers Thus, Inc., Fort Pierce, FL 3x4 = 8.130s Marl l 2018 Mi l eK Inaustries, mc. Fit Apr a 09:29:56 Zeta Page! ID:kFvnanOwY419ZhOSM3lc6ylJ9g-A2OVtw?3pYEnh01gK3Fzc7vNa IIi9w9o9U9vKzTU2P LOADING (psQ SPACING- 2-M CS'. DEFL. in (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ven(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 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 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 Grew 3=91(LC 17), 2=204(LC 1).4=67(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale=1:11.1 PLATES GRIP MT20 244/190 Weight: 14 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-M oc puffins. BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=12tt; B=59tt; L=36h; eave=5h; Cat. II; Exp C; Encl., GCpi=0.1B; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(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 pat bottom chord live load nonconcument 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 chard 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, 15911b uplift at joint 2 and 7 Ib uplift at joint 4. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 0634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNWG-Vedfydesfgaparemeten And READ NOTES ON TFW AND INCLUDED MREKREFERANCE PAGE M➢-7473rev. 104mv,2e15 BEFORE USE Design valid for use only with MaeM connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not �'• a Ins; 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 bucWing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requited tat stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, de[Very, erection and bracing of trusses and trim systems, weANSVIPIt QUO[ 1S1yy Cidedn, DSB49 and SCSI Building Component Safety Informabona,alloble from Truss Plate Institute, 218 N. We Sheet Suite 317 Nose tltla. VA tall 4.. 69a4 Parke East Blvd. Tampa, FL 33610 Job • Truss Truss Type 'Ply CARLTON299T73708833 M11412 J6 MONO TRUSS �C'y 1 Job Reference (optional) unampers I mss, mc., ran rierce, rL ID:kFvnenOwY419ZhO_M3lc6ylJ9g-fEaRGOhasMeJams C9CSYhOWfRc9JIpDiRmzTU20 Scale = 1:14.3 3x4 = 4 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(L) -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 Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Wind(LL) 0.11 4-7 >639 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=142IMechanical, 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 Gmv 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 pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=12f ; 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 5-10-4 zone;C-C for members and forces R 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 1291b uplift at joint 3, 192 to uplift at joint 2 and 8 Ib uplift at joint 4. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING - Verifydeslgnpammetersand READNOTE5 ON TNISAND INCLUDED MITEKBEFERANCEPAGEMB-7473rev. 10'a2f2015BEFORE USE Design valid for use only with Mlrek® connectors. This design Is based only upon parameters shown, and Is for on Intllvidual bullding component, not a hum system. Before use, the building designer must verity the applicability of tleslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicate! is to prevent buckling of lndNitluol truss web and/or chord members only. Additional temporary and permanent bracing 6 always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of Busses and truss systems, seeANSVIPIl Quaid CMBM, DSldP and 1C91 Building Component SafetyInformatbrgvalloble ham Luse Rote ImfiMe, 218 N. Lee Sheet Suhe 312. Alexandtla. VA 22314, ��- MiTek_ Parke East Blvd. Tampa, FL 33610 Job • Truss Truss Type City ' Ply T73708834 M11412 �Jfl MONO TRUSS 11 ICARITON219 1 I Job Reference (optional) unampers buss, Inc., ton rierce, rL o. wuenmr II rare nlren muusuma um. nl..y, . ....... ID:kFvnsnOwY419Zh0_nM3Ic6yIJ9g-3pFOV13atNDA1 LRZvJvmr4?ube2ezvljnSM25zTU2L Scale = 1:17.4 3x4 i 4 LOADING (ps, SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 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 VES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/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=348(LC 1), 4=141(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASIDE 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 Extedor(2)-1-0-0to 2-7-3, Interior(1) 2-7-3 to 7-10-4 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 for a live load of 20.Opsf on the bottom chard 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 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 Ib uplift at joint 2 and 13 Ito uplift at joint 4. Walter P. Finn PE 1102839 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 QWARN/NG-Verity des/gn parameter and READ NOTES ON MIS ANO WCLUDED MREKREFERANCEPAGEAUL7473 rev. 104. 015BEFOREUSE. Design valid for use only with MI connectors. This design Is based only upon parameters shown, and Is for on IndMldual building component, not a hum 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 hum web and/or chord members only. Addlhonal temporary and permanent bracing MiTek' Is always required for slabliity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding ire fobiicallom storage, delivery, erection and bracing of trusses antl muss systems, seeANSMI1 Qu" Cdtnla. DSS-09 and SCSI Sulding Component 6904 Parke East Blvd. Safety Inlonnalbryrvolloble from Truss Rafe Imfltute, 218 N. Lee Sheet Suite 312, Alexondfio, VA 22314. Tampa, FL 33610 Job Truss Cry Ply T73708835 M11412 JAB �Truss`Type MONO TRUSS 11 1 �CARLTON299 Job Reference (optional) Gnamoers Imss, Inc., help Made. rL I D:kFvnsnO WY419ZhOJdM3lc6ylJ9g-XOpOid3Ce4t4oBwd7cgBJ2cA74zcNO9uyRBwaXzTU2K Scale-1:17.2 3.4 = 4 Plate Offsets (X,Y)-- (2:0-1-14,Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) III 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 Ven(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/TP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 26lb FT=20% 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 Horz 2=175(LC 12) Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4=-13(LC 12) Max Grav 3=191(LC 17), 2=342(LC 1).4=138(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M 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=1211; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3. Interior(l) 2-7-3 to 7-8-4 zone;C-C for members and forces 8 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 20.0pst 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 170 lb uplift at joint 3, 223 Ib uplift at joint 2 and 13 lb uplift at joint 4. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 Q WARNING -Verity design parameters and READNGTES ON MtSANDWCLUDEDMREKREFERANCEPAGEMIF7473rev. 10,11112015 BEFORE USE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not a huts 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 IndMtlual huts web antl/or chord members only. Additional temporary and permanent bracing Is always required for stabaity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection antl bracing of busses and buss systems. seeANSU1P11 Quo IB11tyy CrRorki. DSB419 and BCSI Building Component Salary Informatbravollobie from Truss Plate Instllute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. MiTek' 69N Parke East Blvd. Tampa, FL 33810 Job . Truss Thus Type Oly Ply T13708836 M11412 KJ8 MONO TRUSS 2 �CAFILTON299 1 Job Reference o tional Chambers Thus, Inc., Fort Pierce, FL B.1 EU s Mar 11 2018 Mr I OK Industries, inc. rn Apr b 09:30:ua aul a rage 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g.TOx97J5SAi7olV4OE1tcOTicPpjDrFFBPIgOfOzTU21 Scalers 2.83 12 3x4 � 12 3 11 10 13 14 6 15 2x3 II 3x4 = 3x4 = 5 7-2-7 3-10-5 -2- LOADING (psf) SPACING- 2-M CS]. DEFL. in (too) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.21 Ven(LL) -0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Ver(CT) -0.10 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.35 Hom(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Maftil Wind(LL) -0.04 6-9 >999 240 Weight: 441b Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc putting. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ita/size) 4=90/Mechanical, 2=462/0-11-5, 5=406/Mechanical Max Hors: 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5=-118(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-866/230 BOT CHORD 2-6=-234/833, 5-6=-234/833 WEBS 3-6=0/28713-5=-913/257 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=128; B=59tt; L=36ft; eave=5h; 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 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 102 @ uplift at joint 4, 18711c uplift at joint 2 and 118 Ito uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 39 Ib down and 58 Ib up at 2-11-0, 39 lb down and 581b up at 2-11-0, 8lb down and 101 Ib up at 5-8-15, 8 Ib down and 101 Its, up at 5-8-15, and 42 In down and 143 Ib up at 8-6-14, and 42 lb down and 143lb up at 8-6-14 on top chord, and 471b down and 28 lb up at 2-11-0, 47 Its down and 28 lb up at 2-11-0, 471b down at 5-8-15, 471b down 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 8-6-14 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 (plf) 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 MRek USA, Inc. FL Cad 6634 6904 Parke East Bind. Tampa FL 33810 Date: April 6,2018 QWARNWG-V.4lydeslgnparemeternend READNOMS ON TN/SAND INCLUDED Mr£KR£FERANCEPAGEMII-74n.r .. fa4pR015BEFOREUSE Design valid for use only with MBekg connector. This design Is based only upon parameters shown, and Is for on IndflAdual buldIng component, not a hugs system. Before use, the bullding all must verify the appllcablllty of tleslgn parameters and properly Incorporate this design Into the overall bulltling tleslgn. Bracing Indicated 6to prevent buckling of Individual muss web and/or chord members only, Additional temporary and permanent braclng e always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the falAcatlon. storage, delivery, erection and bracing of mUSges and muss systems, WeANSVTPil QuolNy CMnks. bSSa9 and BCSI Bull Component Safety InfaenW arrovalloble from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexantlrlo. VA 22314. M!Tek' 6904 Parke East Blvd. Tampa, FL 33610 Job - Truss Truss Type Oty Ply CARLTON 299 T73708837 M11412 KJA8 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 10 13 3x4 = B.1JU S Mar 11 ZUIa MI Iex Industries, Inc. rn Apr o ua:au:Vo 4V Ia raga i I D:kFmsnOwY419Zh0_nM3lc6ylJ9g-uzdHmL7KTdVNuyobwA0J06J6n01D2b9d5jvhGlzTU2F 12 2.83 rl2 3x4 G / 14 6 15 2.3 II Scale=1:19.9 3x4 = 6.10-0 4.2.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Gdp 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 W B 0.34 Horz(CT) 0.01 5 r/a r/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 431b 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 directlyapplied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical Max Horz 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 forces 250 (lb) or less except when shown. TOP CHORD 2-3=•846/526 BOT CHORD 2-6=-520/815, 5-6=-5201815 WEBS 35=0/268,3-5=-884/565 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsY 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 imss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" 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 Be uplift at joint 4, 321 Ib uplift at joint 2 and 202 lb uplift at joint S. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Be down and 581b up at 2-11-0, 391b down and 58 Ib up at 2-11-0, 8 lb down and 101 Ile up at 5-8-15, 8 Ile down and 101 Ib up at 5-8-15, and 42 Ib down and 143 1b up at B-6-14, and 42 Be down and 1431b up at 8-6-14 on top chord, and 31 Ib up at 2-11-0, 31 Ib up at 2-11-0, 101b down and 30 Ib up at 5-8-15, 101b down and 30 Ile up at 5-8-15, and 31 Be down and 14 Be up at 8-6-14, and 31 Ile down and 14 Ile up at B-6-14 on bottom chord. The design/selec ton 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 (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 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, 9=-42) 13=14(F=7, B=7) 14=-20(F=-10, B_ 10) 15=50(F= 25, B— 25) Walter P. Finn PE No32839 Wrek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tamps FL 33810 Date: April 6,2018 AWARNING-Varltydeel9mPAremet..andREADNOTESONTHISANDINCLUDEDAIREKREFERANCEPAGEMIFT4)Jrs,.repudiateBEFOREUSE. Design valid for use only Win MRek®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 hum web and/or chord members only. Additional temporary and permanent bracing MiTek- IsalwaysrequlredforslabeityandDpreventcollapsewithpossiblepersonalinluryandpropertydomage. For general guldance regarding the robdcaton, garage, delivery, erection and bracing of busses and hum systems seeAN51/IPII Quo Criteria. DSB49 and BCSI Building Com>onent dre 6904 PaBeg Blvd. Safobr Informatbrrnallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexondd¢ VA 22314. Tampa, FL 33610 Job - Truss Truss Type CARLTON 299T73708820 M11412 A SPECIAL r'—T 1 Job Reference o ional Chambers 1 was, Inc., Inert Pierce, FL o. iau s mar II zu to all en l rluuslcus, Inc. FFi APT o Scale = 1:63.0 5x8 = 5xl2 MT18HS= M \\ 4x5 = 4x6 = 4x5 = 4.00 12 - 16 15 4x4 0 3x4 = 3x6 = 3x4 = 5.8 — 4x10 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (too) /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ve 1(LL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ven(CT) -1.34 13-14 >321 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 War n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix -MS Wind(LL) 1.01 13-14 >428 240 Weight: 161 Ile FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'ExcepV TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc breading. 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 Ho¢ 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=-333B/2212, 3-4=-3134/2132, 4-5=-3441/2388, 5-7=-5141/3470, 7-8=-6766/4392, B-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=-5351785, 5-15=-9751733, 5-14=-119811876, 7-14=-851/667, 7-13=-962/1695,8-13=-1260/1909, 8-12=-45/349, 9-12=-319/328 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=121t; B=59ft; L=361t; eave=5ft; Cat. II; Exto C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Intedar(1) 2-7-3 to 37-0-0 zorle;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 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSUTPI 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 No12839 MiTek USA, Inc. FL Cert 6634 $984 Parke East Blvd. Tampa FL 31610 Data: April 6,2018 QWARNWG- VeUfydeslgaparathok. rd READ NOTES ON TMISAND INCLUDED UDEKREFERANCEPAGEML7473rev. 1002111efSBEFORE USE. Design volld for use only with MOekeil connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verify the oppllcablllN of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Irldvldual hum web and/or chord members only. Additional temporary and permanent bracing Is always requlred for stobllity, and to prevent coilopse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and huss systems, seeANSl71P11 Quality CmNa, DSB49 and BC51 Building Component 69M Parke East Blvd. Safety Informallonavaaoble from Truss Pate InsBiWe, 218 N. Lee Sheet Suke 312, Alexandre, VA 22314. Tampa, FL 33610 Job - Truss Thus Type Oty Ply CARLTON 299 T73708821 M11412 Al SPECIAL 1 1 Job Reference (optional) Gnamoers I russ, Inc., ran rierae, rL a.IJu s Mar l l zmo ivii l eR niuuSun,], in4'. , n" o uacO.Vu m i o Scale = 1:63.0 5x6 = axe = 5x6 = 4.00 F12 4 22 5 23 6 I 14 13 3.4 II 3x£ = 3x4 = Sx6 2.00 = 4x10 = 12 LOADING (psf) TOLL 20.0 TOOL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/3PI2014 CSI. TO 0.61 BC 0.95 W B 0.55 Matrix -MS DEFL. In (too) Well Ud Vert(ILL) -0.58 11 >749 360 Vert(CT) -1.07 11-12 >402 240 Horz(CT) 0.40 8 rda n/a Wind(LL) 0.80 11 >541 240 PLATES MT20 MT18HS Weight: 163 In GRIP 244/19D 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc pudins. BOT CHORD 2x4 SP M 30 SOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Raw at midpt 5-13 REACTIONS. (Ib/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Harz 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.Opst h=12ft; B=59ft; L=36tt; eave=5tt; 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 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 for a 10.0 psf bottom chord live load nonconcument 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 (jl=lb) 2=846,8=846. 1�1�1 0 Walter P. Finn PE No.22839 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 O WARNING -Verflydeaf9n paremefen and READ NOTES ON TN/SAND HICLUDEO MITEKREFERANCEPAGENIF7472rev. 14=015SEFORE USE. Oeslgn valltl for use only with Mile connectors. This design Is based only upon parameters mown, and Is for an Individual bulltling component, not a fruss system. Before use, the building designermust v9" the oppllcablllty of design poramoters and properly Incorporate iNs tleslgnInfo Me overall building tleslgn.8racing lntllaaled Bto pre vent buckling of lndivldual truss web and/or chord members only. Add none) temporary and pennonentbracing p always requtretl tar slab", antl fo prevent collapse wiM possible personal In1ury antl propery tlamaee. For general guklance regartling the fobricanon. storage. delNery. erection antl bracing of busses and bass systems sapARSUIP11 Cup�y CM.M, DS5419 and aC51 eu9dbp Gmppnmt Spbly mlplmpMrxrvolloble ham intss Plate IrtsnhRe. 218 N. Lee Street 6ulfe 312, Alexontl4¢ VA 22314. ��- MiTek' 6909 Parke East Blvd. Tampa. FL W610 Job ' Truss Thus Type Cry Ply T73708822 M11412 A2 SPECIAL 1 �CARLTON299 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.1au s mar i I zu io W. tax muusnes, nm. F6 A, o Scale - 1:63.0 5.6 = 5X6 = 3z4 = d an Fi—, 4 5 6 4X6 15 14 7,rB MT16HS= 3t6 = 3z4 11 5z8 = 2 00 12 410 = LOADING (pst) 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 CS'. TO 0.58 BC 0.94 W B 0.72 Matrix -MS DEFL. Verl Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.55 11-12 >779 360 -1.03 11-12 >419 240 0.39 9 n1a rda 0.7711-12 >564 240 PLATES MT20 MT18HS Weight: 167 lb GRIP 2441190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purl BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Hoa 2=163(LC 11) Max Uplift 2=-946(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, 11-12=-3433f5679,9-11=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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; 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 37-M 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 DO bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTP11 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=84619=846. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 O WARNING- Verttydeslgn parameters and READ NOTES ON WISAND INCLUDED MREKREFERANCEPAGEMIN473 rev. rDN310159EFOREUSE Deslgn void for use only with Mier connectors. This design Is based only upon parameters shown. and Is for an Individual bulltling component, not ��- a truss system. Before use, the bulltling designer must verity the oppilcobility, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additlonal temporary and permanent bracing MiTek' Is always required for a ctoliity and to prevent collapse with possible personal injury and properly damage. For general gultlance regarding the fabrication, storage, delivery, erection and brocing of busses end buss systems seeANSVjPII CDoIMy CrBerla, DSB49 and BCSI Bidding Component 6904 Parke East Blvd. Safety InformatbrWallable from Truss Rate Insi lute. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job• Truss Truss Type Ory Ply CARLTON 299 T73708823 M11412 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fork Pierce, FL e.1Ju a Mar I zuiu MI IeK InauSmes, loo. Fri Apr o 69:29;42 zu to Scale: 3/16°=1' 4A0 12 5xB = 5x6 = 0ff1m d 15 " 30 II 5x6 — 4x10 = 3x5 = 2.00 FIT LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loo) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ver1(LL) -0.57 11-12 >761 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vem(CT) -1.0511-12 >410 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Hom(CT) 0.40 9 r/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.78 11-12 >551 240 Weight: 167 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 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. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=185(LC 11) Max Uplift 2= 846(LC 12), 9= 846(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-0371/2103, 3-4=-2633/1707, 4-5=2803/1850, 5-6= 2968/1899, 6-8=-5371/3290, B-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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; ItI 8=59f ; L=36ft; eave=5R; 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 37-0-0 zone;C-C.for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp 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 nonconcument 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 (jt=lb) 2=846, 9=846. Walter P. Finn PE No.22839 MiTek USA Inc, FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ,&WARNING -V.,DOesrgnparamefersand READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEM11-74M., 10042015BEFOREUSE Design valid for use only AM M700 connectors. Rils design Is based only upon parameters shown, and Is for an IndvIdual bullding component, not a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate MIs design Into the overall buading design. Bracing lndlcated is to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bmcing Isolwoysrequired for stability and to prevent collapse with possible pewnal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of cusses and truss systems seeANSUTpu Qua ltly Cdtalb, D3 4S9 and SCSI Butdhsg Component Safety Mformationavalloble from Tmss Plate Institute, 2181 We Street Suite 312. Alexandria. VA 22314. MiTek- 6904 Parke East Blvd. Tampa, FL 33610 Job • Truss Truss Type Dry Ply CARLTON 299 T13708824 M11412 A4 SPECIAL 1 1 Job Reference (optional) cnampers i russ, Inc., ran nerce, rL 0.1OV b IVlar,r<v 10 IVII AUK IF rum Web, rr6. n n1,r a00.cO.Yu cu,o 4.00 f12 5x6 = 6 3x4 3x6 % 5 24 3x4 4 3 0 16 15 3x12 = 3x5 = 3x4 II SxB = 2.00 12 25 5x6 C 5x6 WBC e 3x4 9 Scale: 3/16•=1' 26 3 fI- xBMT18HS= 12 1011 m °' 7IC 3x4 II a 4x10 = 3-8-i -fi 28.0 2 & 36-0-0 5.2-00 -00 O I I 7-2-12 r Plate Offsets (X Y)-- [2:0-1-2,Edgel [8:0-3-0 Edgel [10:0-2-10 Edge] [15:0-2-12 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Veri -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ven(CT) -1.13 13 >383 240 MTIBHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 HOrz(CT) 0.42 10 rda n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-14 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 BOTCHORO 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 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=3.0ps1; h=12ft; B=591t; L=36ft; eave=5ft; 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 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and tortes & 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 20.0psf 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) Beading at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (it=lb) 2=846, 10=846. Walter P. Finn PE No]2839 MDek USA Inc. FL Cad 6634 6904 Parke East EMd. Tampa FL 33810 Date: April 6,2018 ,&WARNING-Ver/fydestga Palamalers Bnd READ NOTES ON TNISAND INCLUDED MTTEKREFERANCEPAGEM1s-7473rex. MAIXIG 15BEFOREUSE Design valid for use only with MOekO connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, the budding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bustling 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 fabricofion. storage, delivery, erection and brocing of trusses and huss systems. seeAN5U1P11 Quality Criteria, DS2419.and I= Building Comperrent Safety InformalbrgvaJable from Truss Rate InstiMe. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22Y14. 69N Parka East BNd. Tampa, FL 33610 Job' Truss Truss Type Oty, Ply CARLTON 299 T13708825 M11412 AS SPECIAL 7 1 Jos Reference (optional) Chambers Thus, Inc., Fort Pierce, FL B.130 s Mar 11 2U18 MI I ex InaustinGS, Inc. f 0 Apr B U929:442U1e 6 0 4.00 12 5x6 = Scale =1:61.9 16 15 4x1U 31 = 3x4 II 5x8 = 2.00 12 400 = I 24.6.03 84-0.00 6.6-0 2I 7362P02&fi0 0 8-0 C) d Plate Offset$ (X,Y)— 12:0-1-2,Edgel,18:0-3-0,Edgel,f10:0-2-10,Ed9el,115:0-2-12,0-3-01 LOADING (pso SPACING- 2-" CS]. DEFL. in (too) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ved(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 their YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(ILL) 0.64 13 >513 240 Weight: 170 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or2-6-11 oc purling. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 7-14 REACTIONS. (lb/size) 2=138610-8-0, 10=138610-8-0 Max Hors: 2=-208(LC 10) Max Uplift 2=-846(LC 12). 10=-846(LC 12) FORCES. (lb) -Max. Comp./Max. 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=-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.Opst h=12ft; B=59h; 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, Interior(1) 2-7-3 to 18-M. Exterior(2) 18-M to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0list bottom chord live load nonconcument 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. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSNTPI 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 10011b uplift at joint(s) except (jt=1b) 2=846, 10=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 8984 Parke Fast Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING - yerlrydeslgn paremetivs.nd NERD NOTES ON MIS AND INCLUDED MmEKREFERANCEPAGEW7473mx.. 1e1112015BEFOBEUSE. Design valid for use only with MI connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, nor a truss system. Before use, the bullring designer must verity Me applicability of design parameters and properly Incorporate this tleslgn Into the overall building design. Bracing Indicated is to prevent buckling of individual inns web and/or chord members only. Additional temporary and permanent bracing MiTek' 8 always required for stability and to prevent collapse with pasvbie personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and hues systems, seeANSUIPII Quaff y Criteria. DSB4IP and BCSI Bull Component 6904 Parke East BNd. Safety Infomlutionavallabie from Truss Plate Institute, 218 N. Lee Street Sulfa 312, Nexantlrla. VA 22314, Temps, FL 33610 Jab' Truss Truss Type Oty Ply CARLTON299 T13708826 M11412 ATA COMMON 7 1 Jab Reference (optional) CharRbers Truss, Inc., ran Fierce, FL ts.l au a man l zul a mn ex mausmes, me. Fa pr aun:2n:ao eu to 4.00 F12 5x6 = 6 Scale=1:61.0 17 .- 15 -- -' 14 "- 12 3x8 = 3x4 11 4e = 3x8 = 3x8 = 4x6 3x4 II 3xB = 8-1-1 13-10.2 22-1-14 27.1G 15 36-0-0 P-L1 6.9-0 P 9-0p 5-9-1 P-1-1 Plate Offsets (X,Y)-- f2:0-8-6,0-0-81, (10:0-8-6,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(L-) -0.28 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.5914-15 >730 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.60 Horz(CT) 0.14 10 rVa Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.3414-15 >999 240 Weight: 172 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=143610-8-0, 10=143610-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCES. (to) - Max. Comp✓Max. Ten. -All forces 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 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= 782/581, 3-17=0/271 Structural wood sheathing directly applied or 3-2-15 oc purtins. Rigid ceiling directly applied or 5-2-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 8=59ft; L=36ft; eave=5ft; 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 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zon%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 nonconcurrent with any other live loads. 5) ' This Was 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 Cad 6034 6904 Parke East Blvd. Tampa FL 33810 Data: April 6,2018 A WARNING - Verify &Wg. pahaamfan and READ NOTES ON MIS AND INCLUDED AVTEKREFERANCE PAGE MIP7473 re1. 141101BEFORE USE. Design valld for U59 only with MBek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not 0 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 bucWing of lndNldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability end to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricatton, storage, delivery, erection and bracing of pusses and hum systems. seeANSU1P11 Cua1I1y CrNida. D3B-09 and SCSI BYadbQ Componont 6904 Papa East BNd. Safety mformatblpvallable from Truss Plate Institute, 218 K Lee Sheet. Suite 312. Alexandria, VA 221114. Tampa, FL 33610 Job' Truss Truss Type Oty Ply CARLTON 299 T73708827 M11412 ATB COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL mi Ju a Mari l Lule pill l en lnoUSmes, roc. rn Xpr 0 UU.dU.40 4V10 rdye , 4.00 12 5x6 = Scale =1:60.9 18 16 15 -' -- 14 -- 12 3x5 = 3x4 II 3x6 = 6xB = 6xB = 3x6 = 3x4 II 3x5 = R-1-1 13-10-2 .15-2-0. 21.10-0 22,1,14 27-10.15 36-0-0 8-1-1 15-9-1 1-3.14 6.8.0 0- - 4 5.9.1 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vart(LL) -0.10 18-21 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.2218-21 >844 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n/a r/a BCDL 10.0 Code FSC2017/TPI2014 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 directlyapplied or6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at mil 6-14 REACTIONS. All bearings 0-8-0. (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 250 lb or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5=-437/333, 5-6=-432/448, 6-7=-2721773, 7-9— 376/778, 9-10=-334/220 BOT CHORD 2-18— 587/1178, 16-18=-587/1178, 12-14=-1881281, 10-12=-1881281 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=12N; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-7-3, Interior(1) 2-7-3 to 18-M, 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) 100.0Ib AC unit load placed on the top chard, 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 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, with BCD = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 15 except (jt=lb) 2=433, 14=866, 10=240. Walter P. Finn PE No.22839 MiTek till Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 O WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MREIVREFERANCE PAGE 110-74T.1 rev. iGUZIN115 BEFORE USE aaea Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for on Individual bullding component, not �e• a truss system. Before use, the bulltling designer must verity the appllcablllry of design parameters and properly Incorporate this deslgn Into the overall building design. Bracing indicated is to prevent buckling of lndNidual hum web and/or chord members only. Addlfional temporary and permanent bracing MiTek' 6 always reculied for stabll3y and fo prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of husses and hum systems. addANSVIPII Quality CdImM, DS349 and ICS! Bull 1p Component 69N Parke East Blvd. Safety mformalbrevollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Jab- True Truss Type Cry Ply CARLTON 299 T73708828 M11412 ATC COMMON 1 1 Job Reference o tional 1.nareuere roes, nm.. run merce, r� d as Scale=1:60.9 4.00 12 5x6 = 6 3x5 = 3x4 11 3x6 = 6xB = fix8 = 3x6 = 3x4 11 3x5 M1O ,tn-n 10.1.1e 99.19 91111'r 9n.n.n n I6 d 8-1-1 5-9-1 1-3-14 6.11-14 0-6-9 5-8-8 8-1-1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber COL. 1.25 BC 0.40 Vert(CT) -0.2218-21 >844 240 BCLL 0.0 Rep Stress [nor YES WB 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.1518-21 >999 240 Weight: 172 In 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 Qt=length) 14=0-11-5. (lb) - Max Horz 2=-208(LC 10) Max Uplift All uplift 1001b or less at joint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 2501b or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5=-437/333, 5-6=-432/448, 6-7=-2721773, 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=-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=4.2ps1; BCDL=3.Opsf; h=121t; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-0to 2-7-3, Interior(1) 2-73 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) 100.011D 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 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.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 Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 6,2018 QWARNING-Veltf design Parameters and READ NOTES ON MIS AND INCLUDED MDEK REFERANCE PAGE MP-74M rev. 10,51,201S BEFORE USE. Design valid for use only with MBeld9 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �r- ■` a truss system. Before use, the building designer must verify the applicablllly of design parameters and properly Incorporate ihls design Into the overall building design. Bracing Indicated is to prevent buckling of lndNidual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse with posible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trus system& WeMSVIPII Qua] 8v CModa, GSB-09 and BCSI Buldb g Component 69N Parke East BNd. Safety Nformationavollable from Truss Plate Inst%fis, 218 N. Lee Street Suite 312 Alexandria. VA 22914. Tampa, FL 33610 Job' Truss Type Oty Ply CARLTON299 T73708829 M11412 �Tmss BHA COMMON 1 1 Job Reference(optional)_ Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Fn Apr 6 0929:bU-LU18 Vega 1 ID:kFvnsnOwV419ZhD_nM3lc6ylJ9g-MufEPtxlEiUezVaW_pBZNkfGaZCNIFUHODI ghgzTU2V 16-0-0 24-00 1-0 aa0 1 Bail I4 2-0I 0 3-0 31T-a0- 0 112-0 L 1511N-0Il a-0-0-0 1 2-0 a10.11-1-1 Scale:3/16'=1' Sx6 = 12 3x6 II 4x6 = 6x8 = 6x8 = 3x6 11 3z,5 3z6 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip COIL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CS'. TC 0.73 BC 0.56 WB 0.83 Matrix -MS DEFL in (Joe) Ildefl Ud Vert(LL) -0.14 28-31 >999 360 Vert(CT) -0.25 23-34 >619 240 Hoa(CT) 0.04 21 rVa Na Wind(LL) 0.20 28-31 >909 240 PLATES MT20 MT18HS Weight: 208 lb 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 pre 3-26 JOINTS 1 Brace at Jt(s): B, 4, 14, 16, 18 REACTIONS. All bearings 0-8-0 except (jt=length) 25=0-11-5. (Ila) - Max Horz 2=208(LC 6) Max Uplift All uplift 1001b 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 atjoint(s) except 2=983(LC 13), 26=2911(LC 13). 25=2457(LC 14), 21=757(LC 14) FORCES. fib) -Max CompJMax. Ten. -All forces 250 (Ile) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473/724, 3-4=-213/718, 4-6=-213/718, 6-8=-213/718, 8-10=-213(718,10-11=-213f7l8,ll-13=-2131718,13-15=-213/718,15-17=-213/718, 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=-979/756,3-28=-419/1254,3-26=-3236/1698,20-23=-058/1210, 20-25=-2385/1201, 9-10=-705/569, 6-7=-307/241, 15-1fi=-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.Opst h=12h; B=59ft; L=36f ; eave=5ft; Cat. II; Exp C; Encl., GCp 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 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 bearing plate capable of withstanding 583 lb uplift at joint 2, 15571b uplift at joint 26, 1259 Ib uplift at joint 25 and 455 lb uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical puffin 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) 96716 down and 461 Ib up at 28-0-0, and 967 Ito down and 461 Ib up at 8-0-0 on bottom chord. The desigr✓selectlon of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the faceof the truss are noted as front (F) or back (8). Walter P. Finn PE No.22839 Mil USA, Inc. FL Can 6834 6904 Parke East Bind. Tampa FL 33810 Data: April 6,2018 ndard Q WARNING-VetlfytleslgnperemerersonOREAO NOTES ON THISANOINCLUDED MREKREFERANCEPAGEMX7473re¢ 10111012015BEFORE USE Design valid for use only with MBekg connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the builtling designer must verify the appllcablllTy of design parameters and properly Incorporate this design Into the overall builtling design. Bracing Indicated is to prevent budding of lncMdual hum web and/or chord members only.Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse with pomble personal Injury antl property damage. For general guidance regarding The fabrication, storage, delNery, erection and bracing of husses and truss systems. seeANSVrP11 CualSyCriteria, DSB-59 and SCSI Bull Component Safety Infonnallonovailable from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexontltlo. VA 22314. 6904 Parke East BNd. Tampa, FL 33610 Job- Thus Truss Type Ply CARLTON 299 T13708829 BHA COMMON 1 i IM11412 Job Reference (optional) _ Chagibers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fit Apr 6 09:29:50 201H Fage 2 ID:kFmsnOwV4l9ZhO nM3lc6ylJ9g-MufEPirlEUezVaW—peZNkfGaZCNIFUHO0I ghgzTU2V LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (PI) 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 (lb) Vert: 28=-641(F) 23=-641(F) QWARN/NG-yedtyds,19. Premeterserd BEAD NOTES ON MIS AND INCLUDED MWEKREFERANCE PAGE MIPTilarey. 14AxIQ015 BEFORE USE. Design valid for use only with M0ek8 connectors. This design Is based only upon parameters shown, and Is for an IndNidual bullring component, not ��- a truss system. Before use, the bullding designer must verify the oppllcoblllry of design parameters antl properly Incorporate this design Into Me overall building design. Bracing Indicated It to prevent buckling of ledivdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse wtth amble personal Injury and property damage. For general guidance regarding the fabdcallors storage, delivery, erection and bracing of trusses and iruv systems, seeANSVTPII QualMy, Criteria, D3549 and tICSI Building Component 69M Parke East Bind. Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexand0a, VA 22314. Tampa, FL 33610 Job- Truss Truss Type Oty Piy T13708830 M11412 GRA HIP 1 1 Job Reference (optional) Chapibers Truss, Inc., Fort Pierce, FL u.l3u s Mar 11 zolB MI i ex mousmes, Inc. rn D ua:za:oa zu i D 5x8 MT18HS= 5x6 MT18HS= 4.a0 12 3x4 II 5x8 = 3x4 11 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 ltV 14 a. Jo Jr Jo -- I Vu Scale = 1:61.9 3x5 = 3x4 11 46 = 6xl2 = 602 = 46 = 3x4 II 3x5 = ]-10-0 1}&0 22-4-0 28.2.0 36-L ]-1D-0 s-1n-D I 8-6-o 5.10.0 Tio-0 Plate Offsets (X Y)-- [3:0-5-4 0-2-8] [5:0.4-00-3-01 [7:0-5-4 0-2-81 LOADING (psQ SPACING- 2-0-0 CSI. OEFL. in (fee) Udell 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 2441190 BCLL 0.0 Rep Stress ]nor NO WB 0.94 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.2210-21 >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 or3-4-6 oc pudins. 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 Grav 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) FORCES. (Ib) -Max. CompdMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-369/211, 3-0=-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=117212196, 6-12=-611/569,7-12=-558/375, 7-10=-184/651 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; Exit C; Encl., GCpi=0.18; MWFRS (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 chard live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 Ito uplift at joint 2, 2107 Ib uplift at joint 13 and 799 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loll 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 lb up at 12-0-12, 103 lb down and 170 Ib up at 14-0-12, 103 Ib down and 170 lb up at 16-0-12, 103 lb down and 170 lb up at 18-0-12, 103 lb down and 170 It, up at 19-11-4. 103 Ib down and 170 lb up at 21.11-4, 103 Ib down and 170 lb 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 tap chord, and 340 lb down and 223 Ito up at 7-10.0, 77 Ib down and 1 lb 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 Ib up at 14-0-12, 77 lb down and i Ib up at 1"A 2, 77Ib down and 1 lb up at 18-0-12, 77 Ib down and 1 lb up at 19-11-4, 77 lb down and 1 lb up at 21-11-4, 77 Its down and 1 lb up at 23-11-4. 77 Ib down and 1 Ib up at 25-11-4, and 77Ib down and 1 lb up at 27-11-4, and 340 lb down and 223 lb 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 Waiter P. Finn PE No.22839 MITek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 OWARNING-14MI), s/gnpammefers antl READ NOTES ON THIS AND INCLUDEDMREKREFERANCEPAGEAWr7l mre IcAlTRUfSDEFORE USE. Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for on Individual buldIng component, not a buss system. Before use, the building designer must verify he appllcobillly of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is he prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing Is always required for stabllity and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding me fabrication, storage, delloery, erection and bracing of kisses and miss systems, seeANSUIPII Qual8Rtys, Criteria. DSIFBg and aC31 WIdNg CDmpanml 4. from Truss Plate institute, 218 N. Lee Street, 8u119 372, AlexondAo. VA 22314. �� M!Tek' 6904 Perko East Blvd. Tampa, FL 33610 Jalr Tri Truss Type Oly Ply CARLTON 299 T13708830 M11412 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130a Mar 112018 Mask Industries, IOC. 1-n Apr 6 u929:b92UTB rage ID:kFvnsnOwY419ZhO_nM3lc6y1J9g-mTKN1 uzBXdsDgyJ5bd,G MHm2nBxVb6j6BFU17zTU2S 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) 16= 389(B) 10=-389(B) 11=49(B)22=-103(B)24=-103(B)26=-103(B) 27=-103(B)28=-103(B)29>103(8) 31=-103(B) 33=-103(B) 34=-49(B) 35— 49(B)36=-49(B) 37=-49(B) 38=-49(B) 39=-49(B)40=-49(B) ,&WARNING- VeNrydeslgnperemelersenf READ NOTES ON TNISANDINCLUO£OMR£KREFERANCEPAGEMM17mY ,.. 10,17340150£FOR£ USE. Design valid for use only with MJel& connectors,. This design Is based only upon parameters shown, and Is for on Individual building component not a truss system. Before use, the bulls Ing designer must verify the applicabllry of deslgn 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 any. Additional temporary and permanent bracing MiTek7 Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guldonce regarding the fabdcafb0 storage, delivery, erection and bracing of trusses and fuss systems, seeANSIr1P11 Cually Criteria. DSB-89 and SCSI Building Componont Safety Inlormallan c volloble from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexandria, VA 22 14. 6904 Parke East Blvd. Tampa, FL 33610 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. �/Iar LLt For 4 x 2 orientation, locate plates 0-1/0 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 width measured perpendicular 4 x 4 To slots. Second dimension Is The length parallel to slots. LATERAL BRACING LOCATION may/ 7 Indicated by symbol shown and/or `1y/ by Text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, • Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6'4-8 I dimensions shown Inftsixteenths t scale) II -'-II (Drawings not to scale) 2 3 TOP CHORDS c O U 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 NUMBERSAETTERS. 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 ANSIrrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTTek® All Rights Reserved MTek Engineering Reference Sheet: Mll-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 orX-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 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 sae, and in all respects, equal to or better than that specked. 13. Top chards must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less. If no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/rP11 Quality Criteria.