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MITEK - ENGINEERING
Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: Q57622 - PALMETTO VILLAGE GARAGE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: GRANDE CONSTRUCTION OF FL Project Name: PALMETTO VII-JEE AVR&P-4Miodel: Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017(TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 9 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. Seal# ITruss Name Date 1 IT16941986 JA 5/2/19 12 IT16941987 JAI 15/2/19 I 13 IT16941988 IA2 15/2/19 J � 4 �T16941989 I5/2/19 J 15 �T16941990 !it IJ1 15/2/19 16 IT16941991 IJ3 15/2/19 1 17 IT16941992 1J5 15/2/19 1 18 IT16941993 IJ7 15/2/19 J 19 IT16941994 1KJ7 15/2119 SCANNED BY St. Lucie County REV1FWS® FOR CODE COMPLIANCE :.- COPY The truss drawing(s) refeR 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, 2021. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jursdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1, Chapter 2. -� G E rJ ' F7�ne No 22639 �t STATE OF 141 % Walter P. Finn PE No.22839 MTek USA Inc. FL Carl 6634 6904 Parke East Blvd. Tampa R. 33610 Date: May 2,2019 Finn, Walter 1 of 1 Job Truss Truss Type 0ty Ply PALMETTO VILLAGE GARAGE T76941986 057622 A ATTIC 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL d1 s Dee 6 2018 M7ek Industries, Inc. Thu May 2 013:06:00 2019 Page 1 Scale=1,40.7 4x4 = 3x5 = 3x4 = Sue = 3x4 = US = �a Plate Offsets (X Y)— j2:0-0-2 Edge] 16:0-0-2 Edge] LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (toe) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.08 10-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.2010-13 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.26 Horz(CT) 0.05 6 rda n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix -MS Wind(LL) 0.1010-13 >999 240 Weight: 1011b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1109/043-0, 6=1109/M.0 Max Horz 2=-187(LC 10) Max Uplift 2=-619(LC 12), 6=619(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2068/1238, 3-4=-1833/1157, 4-5=1833/1157, 5-6=2068/1238 BOT CHORD 2-10=-1008/1870, 8-10=-572/1238, 6-8=-1036/1870 WEBS 4-8=-063/658, 5-8=450/409, 4-10=363/658, 3-10=450/409 BRACING - TOP CHORD Structural wood sheathing directly applied or4-10-10 oc purlins. BOT CHORD Rigid ceiling directly applied or7-1-14 oc bracing. NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-11 to 1-11-5, Inledor(1) 1-11-5 to 11-6-0. Exterior(2) 11-6-0 to 14-6-0, Interior(1) 14-6-0 to 24-D-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 4) • 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. 5) Provide mechanical Connection (by others) of truss 10 bearing plate capable of withstanding 619 Ito uplift at joint 2 and 6191b uplift at joint 6. 6) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Welter P. Finn PE NC.12839 MTex USA; Inc. FL Cart 6604 6904 Parke Bast Blvd. Tampa FL 33610 Oath: May 2,2019 ®WARNING -Verily design panmeten and READ NOTES ON TNIS AND INCLUDED NgTEK REFERENCE PAGE MP7473 rev. I MM015 BEFORE USE Design valid for use only with MTeM, connecora. This design is based only upon parameters shown, and is for an individual budding oomponeM not ��• a Uuzs system Belpre use, the building designer must verify the applicability of design parameters and propedy incorporate this design Me Me overall buildingdesgn. Bracing indicated istopreverdburkMg ofindmMaltmseesbaregorchoN members only. Additional temporary and permanent bracing NOW Is ateWs required for stability and to prevent collapse with possible personal unduly andpropenydamage. Forgeneralguidaneenegaming Ole on, Storage, derv&ry, onse and bracing ofWzses and buss systems, see ANSVTPN Quality Criteria, DS"9 and SCSI Building Component recreation, 6904 Parka East Blvd, Safefyinformation awrablehom Truss Plata Magna. 2la N. Lee Sheet Suke312, A ueandia,VA22314. Tampa, FL 36610 Job Truss Truss Type City Ply PALMETTO VILLAGE GARAGE T16941987 057622 Al Hip 2 1 Job Reference optional) Chambers Truss, Inc., Fort Pierce, FL 4x4 = 4x4 = 8.240 s Dec 6 2018 MiTek Industries. Inc. Thu May 2 08:06:01 2019 Scale=1:41.4 3x5 = W II 3x6 = 3x4 = 3x4 = 2x3 II 3x5 = 7-&4 11" 1211153-12 23-0-0 7V 3312 I1-0-0 3312 I 743-0 Plate Offsets (%,Y)— t2;0-D-2,Edgel. 17:D-o-2,Edgel LOADING (psi) SPACING. 2-0-0 CSI. DEFL. in (loc) Udet Lid PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.40 Vert(LL) -0.09 13-16 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 VerhCT) -0.2313-16 >999 240 BCLL 0.0 ' Rep Stress [net YES WB 0.31 Horz(CT) 0.05 7 Na rda BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.1513-16, >999 240 _ Weight: 10916 FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1109/D-8-0, 7=1109/0-e-0 Max Horz 2=180(LC 11) Max Uplift 2=-619(LC 12), 7=619(LC 12) BRACING. TOP CHORD Structural wood sheathing directly applied or4-7-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-11-6 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1987/1235, 3-4=-1437/1027, 4-5=1265/969, 541=1437/1027, 6-7=-1987/1235 BOTCHORD 2-13=-989/1757,11-13=-989/1757,10-11=-612/1265,9-10=-1004/1757, 7-9=1004/1757 WEBS 3.13=-23/301, 3-11=-730/549, 4-11=-3371467. 5-10=-337/467, 6-10=731/549, 6-9=-23/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vug=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2)-1-0-11 to 1-11-5, Interior(1) 1-11-5 to 11-0-0, Extenor(2) 11-0-0 to 16-2-15, Interior(1) 16-2-15 to 24-0-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconaufrent 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 a 6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 619 Ile, uplift at joint 2 and 619 It, uplift at joint 7. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6830 69" Parke East Blvd Tampa FL 33610 Dale: May 2,2019 AWARNING. Vmrlydesim Paramelere abdREAD NOTES ON TeDSAND INCLUDEDMREKREPENENLE PAGE h lN7473 . 10903,201SBEFGNE USE Design valid foruse only with MTein con tesdors.This design is based only upon parameters shown, and is for an individual InUbing component, net a Wss system. Before use, the budding designer mustyedfy me WpGrabiley of design parameters and property incorporate this design into the assize buildingdesign. Bracing indicated is to prevent buidding of indivduad truss web andhor nord members only. Add Gonaltemporsryandperminentbracing MiTek' is always required for stabilty and to prevent ooaapsewlth possible personal injury and pmpedy damage. Forgeneralguidanceregandingthe fabrication. storage. delivery, erection and bmuhg ofVusses and truss systems. see ANSI?Plf Quality console, DSE49 and BCSI aufrding Component 6904 Pans, East Eyd. Sale hunwmaws awflable Nom Tmss Plate InaNute.218 N. Lee avoid. Sude312.Alexandhe VA22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply PALMETTO VILLAGE GARAGE - T16941988 057622 A2 Hip 2 1 Job Reference (Optional) wamoers I was, no. ran rumors, rL a.[4us Dec ozulo mu en inousmes,nhc. uhu rvhay aoo.w.w evm it Scale=141.1 4x6 = 4x6 = 4 20 21 5 4x4 = 3x4 = 3z5 = 3x4 = 44 = Q. 14-0-0 23 i$ 9-0-0 5-0-0 94]-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Verl(LL) -0.20 11-14 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.3711-14 >736 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.17 Horz(CT) 0.05 7 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.1711-14 >999 240 Weight: 9716 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4.9-4 no purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-7-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. fib/size) 2=1109/0-8-0, 7=1109/0.8-0 Max Ho¢ 2=150(LC 11) Max Uplift 2=-619(LC 12), 7=619(LC 12) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 2-3=-2047/1420, 3-4=-1728/1193, 4-5=1566/1148, 5-6=1728/ii93, 6.7=2047T1420 BOTCHORD 2-11=-1190/1957,9-11=-B43/1589,7-9=1204/1855 WEBS 3-11=-461/441,4-11=183/430,5-9=183/431,6-9=-062/441 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ABC 7-10; Vult=170mph (3-sewnd gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.IS; MWFRS (directional) and C-C Fxtenor(2)-1-0-11 to 1-11-5, Intedor(1) 1-11-5 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15. Intenor(1) 13-2-15 to 14-0-0, Exterior(2) 14-0.0 to 18-2-15, Intefior(1) 18-2-15 to 24-0-11 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 619 Ito uplift at joint 2 and 619 Ib uplift at joint 7. _ Walter P. Finn PE Nd.22839 hlRek USA; Inc. FCCett 6634 69U Parke East Blvd. Tampa FL 33610 Date: May 2,2019 ®WARNING -going, aeslgtpawmerear and READ NOTES ON Thus AND INCLUDED A K REFERENCE PAGE MI4T4T3 nev. 1=31015 BEFORE USE Design valid for use a* with MiTuND connectors. This design Is based only upon perimeters shown, and is for an individual butting component not a truss system. perhaps use, the building designer must verify Me applicability of design parameters and property inmryo2te this design into the overall buildugdesign. Baring Indicated is to prevent buckling of individual ones, web andforidiard members astir. Additional tempoary and permanent bracing MiTek' Is always required for stability and to prevent collapse wait possible personal injury and property damage. For general guidance regarding Me fabdoaton, storage, delivery, erection and bracing of trusses and tuszsystems,see ANSYTP/1 Qualify Orie3D agents, DSBa ad SCSI Building Component 6904 Panne East BM. Safeylararmaton available tom Th iss Plate Insttute, 216 N Lee Sven, Suter 31Z A1esuxd u, VAM14. Tampa. FL 36610 Job m$a Truss Type Cry Ply PALMETTO VILLAGE GARAGE T1fi941989 057622 GRA Hip Girder 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Thu May 2 08:06:04 2019 Scale=141.1 5x8 MT18HS = 5xe MT18HS = rxo - 3.10 11 oxo - 3x8 = 3.10 II 3-414 11E-0 16-0-0 79-2-2 23-0-0 }9-14 1 3-2-2 I 4b-0 4b 32-2 3-9-14 Plate Offsets (X.Y)- f2:0-4-0 0-1-141 (3:0-5-4 0-2-41 [5:0-5-0 0-2-4] 16:0-4-0 0-1-14] LOADING (psp SPACING. 2-0-0 GEL DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(L-) 0.29 9 >950 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.38 9 -719 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WE 0.37 Horz(CT) 0.09 6 me n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 119 Us FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2289/0-8-0, 6=228910-8-0 Max Horz 2=120(LC 7) Max Uplift 2=-1421(LC 8), 6=1421(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except When shown. TOP CHORD 2-3=5160/3134, 3A4 5441/3415, 4.5=5441/3415, 56=5159/3134 BOT CHORD 2-11=2738/4686, 9-11=-2760/4733, 8-9=2760/4733, 6-8=-2737/4685 WEBS 3-11=-446/936, 3-9=-595/964, 4-9=763/619, 5-9=-596/965, 5-8=-046/935 BRACING. TOP CHORD Structural wood sheathing directly applied. SOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp 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 nonconcu ent 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 1421 lb uplift at joint 2 and 1421 lb uplift at joint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 327 Its down and 371 Ib up at 7-0-0. 198 Ili dam and 2041to up at 9.0-12, 198 lb dawn and 2041Is up at 11-0-12, 198 lb down and 2D41b up at 11-11-4, and 198 lb dam and 2041b up at 13.114, and 327 Ib down and 371 lb up at 16-0-0 on top chord, and 6061to down and 392 lb up at 74)0, 941b down and 34 Ib up at 9.0-12, 941b down and 341b up at 11-0-12, 94 Ib down and 341b up at 11-11-4, and 941b down and 34 Ib up at 13-114, and 606 Ib down and 392 Ib up at 15-114 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 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-5=70, 5-7=70, 2-6=-20 Walter P. Finn PE No.22B39' MiTek USA, Inc. FL Cart 6834 6904 Parke East Bind. Tampa FL 33610 Data: May 2,2019 ®WARNING-vedfyiii m.Panmaf. anCR114DNOTES ONTNISANOINCLUDEDAINEKREFERENCEPAGENA701rev. 10T,120156EFORE USE. Design valid 0r use onlywim MTek® connectors. This design is based only upon pawmelers show, and Is bran Innvidua building component, not �� a buss syaem. Before use, me building designer murtverify the applirabilityof design parameters and papery incoryonve this design intoMe overall buildingdesign. Bracing indicaed is to prevent buckling of individual truss web andlet chord members only.P➢diionaltempo2ryandpeimaneMb2png MiTek' is always required for aabady and W prevent collapse with possible personal in]uryand property damage. Forgenealguidanceregardingme febdcaGon, storage. delivery, erection and trading of Busses and vuss systems, see ANSU 1Oualify CMda,DSBA9andBCSl Bullding Compmn f 6904 Parke East Blvd. Safefylnformagon available Rom Truss Plate Ins8lute. 218 N. Lee street SuBe 312. Alexandda, VA22314. Tampa, FL 36610 Job Tuas Truss Type Dry Ply PALMETTO VILLAGE GARAGE T76941989 Q57622 GRA Hip Girder 2 7 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240s Dee 62018 M7ek Industries, Inc Thu May 2013:05:042019 Paget 10:4b? WIJiEx9Eo5ikajSU VXUzP BJn-09dDLNzbCRspamVclHioVzOFCP8_ggM EEuORPMzl ll LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-141(B) 5=141(13) 10=-76(B) 11=606(B) 8=606(B) 16=141(B) 17=-141(B) 18=141(B) 19=141(B) 20=-76(B) 21=76(B) 22=76(B) ®WARNING- Verrlydesignpawarelare and READ NOTES ON MS AND INCWD£DMIrEK ERENCE PAGE WP7W3rev. IMMO15 BEFORE USE Design valid for use only wait Mali connector, nis design is based only uponparameters shown, and is for an Individual building companerh not a Was system. Before use, Me building designer must very the applicability of design parameters and properly incorporate the design into the overall building design. Bradnginalmated is to prevzntbuWing of NdMdualtmss web andlarchord members only. Addtlionaltempoary and permanentbraung MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. Forgenealguidanceregardinglhe fabrication, storage, delivery erection and among of Musses and Was systems, see ANSg IOualifyCriferfa,DSBA9and BCSIBuilding Componenf 6W4 Parke East BM. Saferylnfonnafian available hem Truss Plate Institute, 218 NLee Street, Su0e 312. Alexandra, VA 22314. Tampa, FL aWl0 Truss Tmss Type Oty Ply PALMETTO VILLAGE GARAGE T16941990 Llo'b' 622J1 Jack -Open 8 7 Job Reference (optional) Unambers Truss, Ina, For Was, YL 3x4 = Den, 6 2018 MI FeK [nourishes. IOC. 1 nU May 2 Ud: W:Ub 2UIa LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (lac) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 5 >999 360 TCDL 1&0 Lumber DOL 1.25 BC 0.03 VerUCT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017TrP12014 Matrix -MP Wnd(LL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=8/Mechanica1, 2=158/0-8-0, 4=3/Mechanical Max Harz 2=66(LC 12) Max Uplift 3=6(LC 9). 2=-161(LC 12), 4=-3(LC 1) Max Grav 3=11(LC 17), 2=158(LC 1), 4=22(LC 12) FORCES. (Ib) - Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:6.5 d d d PLATES GRIP MT20 2441190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-sewn gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces S, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This India has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This Was 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 61b uplift at joint 3, 161 It, uplift at joint 2 and 3 Ib uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 663E 6904 Parka East Blvd. Tampa FL 33610 Data: May 2,2019 AWARMNG- Verilydesrgnparameters antl READNOrES OHMSANDIMMUWDIIDiENREFER MPAGEMF74TJrev- 1=2420fi BEFORE USE Design vald for use onlywsh MTek®connewors. This design Is based ony upooparameters shown, and is for an individual bustling componem, not �� atmss system. Before use, the building designer mustwuly the app owlKyof design parameters and properly incorporate this design into the overeat buikingdesign. Smcing Indicated isto prevent buwing of inumdual"as web andschom members ony. AddXionaltemporaryandpmmaneMbrdcing MiTek' Is allays required for stabifty and to prevent coeapse with possible personal injuryand property damage. Forgenend guidance regarding the fabrication, storage ,delivery, ereaion and bracing of Wises and truss systems, we ANSUFP/10uallfy Cmuls, DSB49 and SCSI auflam, Component ages Parke East DWI. Safetylnformetlon availablefrom Tmss Plate Institute,218 N. Lee Stress, suite 312. Alexxndda, VA22314. Tampa, FL 36610 Jab Truss Type City Ply PALMETTOVILLAGE GARAGE T16941991 G57622 J3 In Jack -Open 8 7 Job Reference (optional) Gnamoers Imss, Inc., tort Pierce rL 3x4 = u,nu s use o 2Ulo Mills, mousvles, one I nu may e LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdeg Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) -0.00 7 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wnd(LL) 0.01 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 20 SP No.3 REACTIONS. (Ib/sae) 3=81/Mechanical, 2=219/0-8-0,4=38/Mechanical Max Horz 2=115(LC 12) Max Uplift 3=63(LC 12), 2=159(LC 12), 4=4(LC 9) Max Grav 3=85(LC 17), 2=219(LC 1), 4=54(LC 3) FORCES. (Ib)-Man. Comp./Mac. Ten. -All forces 250(lb) or less except when shown. Scale=110.8 PLATES GRIP MT20 244/190 Weight: ll lb FT=20h BRACING - TOP CHORD Structural wood sheathing directly applied or3-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brecing. NOTES- 1) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=451t; L=2411; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-11 to 1-11-5, Interior(1) 1-11-5 to 2-11-4 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 nonconcunenl 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 9gder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 Ib uplift at joint 3, 159 lb uplift at joint 2 and 4 Ib uplift at joint 4. Walter P. Finn PE No.22639 M7ek USA, Inc. FL Cart 6633 6904 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 ®WARNING-Vefdy Ceslgnparamatera and READ NOTES ONr30SAND/NUVDEDAfrlEKNEFERENCEPAGEMl1.74r3rev.'"MOf5BEFOREOSE Design valid far use only wet Wmek® connectors. This design Is based only upon parameters Shown, and is for an individual bolding component, not a was system Before use, the building designer must why Me applicability of design parameters and property moomonve Nis design Into Me overall buildingdesgn. Bracing iMicued is to prevent buckling of Individual buss web and/or NON members only. Midland temporary and permanent trading MiTeW is always required for stability and to prevent collapse with possible personal Injury and property damage. Forgenerel guidance neganding the rtbdoagon,storage, dell eretlicn and trading oftemsesard floss systems. see ANSI?PI10uality Canada. DSB49 and BCSIBulltlidg Component 69" Parke East Blvd. Safetylestormation avagablehom Tmss Plateln4lute,218N.Lee8 d,Sate3l2,Atexandria VA22314, Tampa, FL 366110 Job Truss Truss Type Qry Piy PALMETTO VILLAGE GARAGE T76941992 Q57622 JS Jack -Open 8 1 Job Reference o tional Unambers Truss, Inc., kon Via., FL 3x4 = LOADING (pst) SPACING- 2�0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.85 TCDL 15.0 Lumber DOL 1.25 BC 0.75 BCLL 0.0 ' Rep Stress Incr YES NB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=147/Mechanica1, 2=304/0-8-0, 4=68/Mechanical Max Ho¢ 2=165(LC 12) Max Uplift 3=120(LC 12), 2=187(LC 12), 4=-10(LC 12) Max Grav 3=153(LC 17), 2=304(LC 1). 4=94(LC 3) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250 gla) or less except when shown 6.,u a V Ec O GV IO wII1 o' mYu)Y svJ. 1114. I IIY Mey <Yo.w.Yr cV , DEFL. in (lac)/dell L/d Vert(LL) -0.03 4-7 >999 360 Vert(CT) -0.07 4-7 >837 240 Horz(CT) -0.00 3 nla file Wind(LL) 0.07 4-7 >819 240 EIRACING- Scale=1:14.9 PLATES GRIP MT20 2441190 Weight: 17 lb FT=20% TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vufl=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 12=451t; L=2411; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 1-11-5, Inlenor(i) 1-11-5 to 4-11-4 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 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 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 120 lb uplift at joint 3, 1871b uplift at joint 2 and 10 Ib uplift at joint 4. Waller P. Finn PE No.22639 MTak USA, Inc. FL Cod 6634 6904 Parke East BNd. Tampa FL 33610 Date: May 2,2019 AWARNING-Vedfy CesfgnparametorsandRF NOTEGOMMSANBINCLd0EDM1 KREFENENCEPAGENA703rev.feN OSBEFON ME Design valid for use only win MTeM connectors. This design Is based only upon parameters shown, and is for an Individual build ing component not a truss system. Before use, the building designer must wrify Me applicability of design parameters and properly Incorporate this design intone overall Wr Wasweband/ Wordmembomwly. Mddionaltemporaryan1permanentbrocing WeW buildingdesign. Bracinglndicaledistopme nt goOdMdual is always required for stability and to preventcolapse web possible personal injury and property damage. Forgenerdguidancereganlingtre fabrication, storage, delivery, erection and braung oftonves and Wss systems, see ANSIMPH Duagly Cdtuda, DSB49 and BCSF Building Component Safeyfnlonnalon a iUblefrom Tmss Plate Insikute,210N.Leestree4Sude312,Alexandria,VA22314. 6904 Parke East Blvd. Tampa, FL 36610 Jab Truss Truss Type Cry Ply PALMETTO VILLAGE GARAGE T16941993 Q57622 J7 Jack -Open 12 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 31 = 8.240 a Dec 6 2018 MTek Industries, Inc. Thu May 2 08:06:07 2019 Page 1 ID:4b?WIJiEx9EoSikajSUVXUzPBJr jJL POTUMEORDEBzPGV6berwcBCt6ghwsr50hzKbl_ 7-0 7-0O Scale=1:19.3 Plate Offsets (X,Y)— 12:0-1-6,Edge) LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.08 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Ven(CT) -0.22 4-7 >386 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matmi Wind(LL) 0.17 4-7 >490 240 Weight: 23 lb FT=20% LUMBER. TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=211/Mechanice1, 2=392/0-8-0, 4=96/Mechanical Max Herz 2=216(LC 12) Max Uplift 3=-175(LC 12), 2=219(LC 12). 4=14(LC 12) Max Grey 3=220(LC 17), 2=392(LC 1), 4=134(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fl; B=45ft; L=241t; eave=4R; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) -1-0-11 to 1-11-5, Inlenor(1) 1-115 to 6-11-4 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 nonconcunent 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 175 Its uplift at joint 3, 219 Is uplift at joint 2 and 14 to uplift at joint 4. Walter P. Finn PE No.E2839 MTek USA, Inc. FL CintO 6 69" Parke East Blvd. Tampa FL 33610 Date: May 2,2019 ®WARNING.VenryQ gnpanthersand READNOMONTNISANDINCLWED511rEKREFERENCEPAGEMIF7Q3rev.10/OY2015BEFOREIWE Design valid for use onlywab MTek® connedore. Tail design is based only upon parameters shorn, and is far an individual building component, not a truss system. Before use, the building designer must verify the applicandly of design parameters and property addinorete this design into toe overall Neldingdesiga. Bracing Indicated is to prevent Welding M indidual truss web and/or choal members only. Additional temporary and Permanent bracing MiTek' is always required for stability and to prevent collapse with Possible personal injuryand property damage. Forgenenlguidancen9ardingthe fabrication, stooge, di received and Wast diMsses and truss systems. des ANSI?Plf Quality Criteria, DSB49 and BC5l Building Component 6904 Parke East Blvd. Safetylnlorwadvan available from Truss %ate Inataute, 218 N. Lee Street, Sude312, Alexandria, VA22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply PALMETTO VILLAGE GARAGE Ti6941999 Q57622 KJ7 Diagonal Hip Girder 4 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8,240 s Dec 62018 MiTek Industries, Inc. Thu May 2 08:05:082019 Page 1 ID:4b? WjJiEx9EoSikajSUVXUzPBJn-HwtkB105FgMF3NpOX7nkfpA320YGcV2g9WMDOzIOkz -15-0 7-0-10 9-10-1 7-0-10 2-96 i Scale =1:21.4 jI l¢o . 3x4 = u It 5 3x4 = 7-0-10 2-96 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (too) 1/deg L/d PLATES GRIP TOLL 20.0 Plate Grip COL 1.25 TC 0.32 Vert(LL) -0.05 7-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.13 7-10 >871 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(CT) 0.01 5 ma n1a BCDL 10.0 Code FBC2017rFP12014 Matrix -MS Wnd(LL) 0.08 7-10 >999 240 Weight: 39 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc punins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 1G-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=8/Mechanicel, 2=609/0-1015, 5=559/Mechanical Max Hom 2=214(LC 8) Max Uplift 4=107(LC 24), 2=378(LC 8). 5=330(LC 8) Max Grav 4=42(LC 6), 2=616(LC 28). 5=661(LC 28) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shaven. TOP CHORD 23=-880/373 BOTCHORD 2-7=-457f768, 6-7=457f768 - WEBS 3-7=-100/401. 3-6=1008/600 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45R; L=24fl; eave=off; 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 pal 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 200 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint 4, 378 He uplift at joint 2 and 330 Ib uplift at joint S. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down and 20 Ib up at 1-6-1, 100 Ib dam and 20 Ib up at 1-6-1, 131 Ib down and 79 Ib up at 4-4-0, 131 Ib down and 79 It, up at 4-4-0, and 176 Ib dawn and 14416 up at 7-1-15, and 17616 down and 144 lb up at 7-1-15 on tap chord, and 27 lb down and fi He up at 1-6-1, 27 It, dawn and 6 Ib up at 1-6-1, 271b down and 13111 up at 4-4-0, 27 lb down and 13 to up at 4-4-0, and 52 lb down and 25 Ib up at 7-1-15, and 52 Ib dam and 251b up at 7-1-15 on bottom chord. The desigmselection 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=70, 5-8=20 Concentrated Loads Ile) Walter P. Finn PE Nd.22839 Vert: 3=-95(F=48, B=-48) 7=-79(F=-40, B=-40) 14=-20(F=-10. B=-10) MTtF BSAnn PEo. No. 2839 d 6634 6904 Parks East Blvd. Tampa FL 33610 Date: May 2,2019 ®WARNING- Vedry design parameters and READ NOTES ON MS AND INCLUDED affli REFERENCE PAGE MIF7473 rev. iM MOIS BEFORE USE aaaaa Design valid for use only with MRei® connectors. This design Is based only open parameters shown, and is for an individual building component, net �'• a Was system. Before use, the building designer must witty Me appabiN oxy of design parameters and properly vm incorporate Nis design into the eall buildingdeagn. Bating indicated is to prevent buckling ofmdhddual Wss web anNor chord members only. Addalnnaltemporaryendpermanembraung MiTek' I. a codes required for scatty, and to prevent wasp. win possible personal injury and property damage. For general guidance regarding the looked... Manage.delivery. erosion and bracing ofhusses are truss systems, see ANSUFPIf Quality creeds, OSB49 and Best Building component 6904 Parke East Blvd. Sareyfrabrmarion avflablehom Tmss PleelnsttlNe,218N.Lee Street.SuHe312.Ale dna.VA22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION —01 I � " Center plate on joint unless x, y offsets are indicated. 5FDimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0- Y19' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITP11: 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 6-48 1 1 dimensions shown o scale) fit -In -sixteenths (Drawings not to scale) 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 NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved rum W1 MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never slack 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 ANSI7rPl 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI7rPI 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 punins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI?PI 1 Quality Criteria. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: Q57622 - PALMETTO VILLAGE GARAGE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: GRANDE CONSTRUCTION OF FL Project Name: PALMETTO VILITAN.VbA�ff Mlodel: Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 9 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. Seal# Truss Name I Date 1 IT16941986 JA 5/2119 12 IT16941987 IA1 6/2/19 I3 IT16941988 IA2 15/2/19 I4 T16941989 URA 15/2/19 15 IT16941990 IJ1 15/2/19 I6 IT1694199 J3 15/2/19 I7 IT16941991 JS 15/2/19 18 IT16941993 1J7 15/2/19 19 IT16941994 IKJ7 15/2/19 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, 2021. 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 ANSIrFPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building,design per ANSI/rPl 1, Chapter 2. SCANNED BY St. Lucie County No 22839 o: :Iz 0: STATE OF ... ECG%. Walter P.-Finn PE N022839 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa Fi. 33610 Date: May 2,2019 Finn, Walter 1 of 1 Job Truss Truss Type Oly Ply PALMETTG VILLAGE GARAGE T76941986 057622 ATTIC 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL �1 8.240 s Dec 6 2018 MiTek Industries, Inc Thu May 2 08:05:002019 Page 1 Scale =1:401 4x4 = 3z5 = 3x4 = 30 = - 3x4 = 3x5 = 7-10-10 15-1E 23 ]-10-10 I zzta I Tenen � id Plate Offsets (X,Y)— I2:04}2,Edge) (6:0.0-2Edoel LOADING (pat) SPACING- 24)-0 CSI. DEFL. in (toe) Vdeg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.08 10-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.2010-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.26 Horz(CT) 0.05 6 Na Na BCDL 10.0 Code FBC2017/TP12014 Manx -MS Wind(L-) 0.10 10-13 >999 240 Weight: 101 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1109/0-8-0, 6=1109/0-8-0 Max Horz 2=187(LC 10) Max Uplift 2=-619(LC 12), 6=619(LC 12) FORCES. Qla) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2068/1238, 3-0=-1833/1157, 4-5=1833/1157, 5-6=-2068/1238 BOT CHORD 2-10=-1008/1870, 8-10=572/1238, 6-8=-1036/1870 WEBS 4.8=363/658, 5-8=450/409, 4-10=363/658, 3-10=450/409 BRACING. TOP CHORD Structural wood sheathing directly applied or4-10-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-14 oo bracing. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf, h=15ft; B=45ft; L=24fl; eave=4fi; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 1-11-5, Intern 1-11-5 to 11-6-0, Exterior(2) 11-6-0 to 14-M. Intenor(1) 14-6-0 to 24-0-11 zone;C.0 for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent With any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 619 lb uplift at joint 2 and 619 Ito uplift at joint 6. 6) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MTek USA, Inc. FDCad 6834 6904 Parka East Blvd. Tampa FL 33610 Date: May 2,2019 ®WARNING- Vedlydealgnpaamehma dnCFE4O NOTES ON TNISANDINCLUDED,MrEK RE WWCEPAGEWVNn rev. iddso0t5BEFORE WE Design valid for use onywith MiTeMacannectors. This design is based only upon parameters shown, and is for an Individual Wang ComponeM, not a Buss system. Before use, the building designer must verify the appliwbiuy of design parameters and propedyincoryoate this design into true overall buildingdesign. Bracing indicated is to prevent buckling 0romdual bass web anlftecrord members only. ALdNonaltemporaryanEpmmanentbracing MiTek' is always required for stabiliy and to prevent corapse with possible personal injury and property damage. Forgeneralguidanceregaroingibe fabrication. storage, dery ,erecisn and bracing oftasame and muse systems. see ANSIMP11 Quality Creeds, DS"9 and SCSI Building Component Saferylnformadon avaiMblefam Tmss PlMelns e.218Ntae Sreet.&4931ZAlexandda,VA22314. 6904 Parke East BW. Tampa, FL 36610 Job Truss Truss Type Oty Ply PALMETTO VILLAGE GARAGE T76941987 057622 Al Hip 2 1 Job Reference (optional) o.equsuec b4uld Nlnexinaustries, inc. mu may zuu:ub:ul zulB Scala =1:41A 4x4 = 4x4 = 4 5 1$ 34 = 2x3 II 3x6 3x4 =3x4 = 2x3 II 3x5 = 7A-0 I 11-0-0 112-0-0 15&12 23-0-0 >xe Plate Offsets(X,Y)- f2:D-0-2,Edge) 7:o-0-2,Edge) LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Men L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Ven(LL) -0.0913-16 >999 360 MT20 2441190 TCDL 1&0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.2313-16 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.31 Hom(CT) OAS 7 n/a n/a BCDL 10.0 Code FBC2017?PI2014 Matrix -MS Wind(LI.) 0.15 13-16 >999 240 Weight: 109 lb FT-20% LUMBER. BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-7-10 arc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-11-6 cc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1109/041-0, 7=1109/0-8-0 Max Horz 2=180(LC 11) Max Uplift 2=-619(LC 12), 7=619(LC 12) FORCES. (Ib)-Mal. Comp./Marx. Ten. -All forces 250(I1a) or less except when shown. TOP CHORD 2-3=1987/1235, 3-4=1437/1027, 4-5=1265/969, 5-6=1437/1027, 6-7-1987/1235 BOT CHORD 2-13=-989/1757, 11-13=989/1757, 10.11=612/1265, 9-10=1004/1757, 7-9=1004/1757 WEBS 3.13=23/301, 3-11=-730/549, 4-11-337/467, 5-10=337/467, 6-10=731/549, 6.9=23/301 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-0-11 to 1-11-5. Interior(1) 1-11-5 to 11-0-0, Exterior(2) 11-0.0 to 16-2-15. Intenor(1) 16-2-15 to 24-0-11 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcumenl 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) Provide mechanical connection (by others) of truss to beating plate capable ofwithstani ing 619 lb uplift atjoint 2 and 6191b uplift at joint 7. Waller P. Finn PE No.22639 Wier USA, Ina. FLTert 0614 6904 Parke East Blvd Tampa FL 33610 Date: May 2,2019 ®WARIUNG- Vvnlytlesl9npenmef.andREAD MOM ON rWSANDpICLUDEDAO7ENREFERENCE GAGE Ng703r . 10412201519EFONE USE. Design wild far use only web MRek®connebtom. This design is based any upon parameters shown, and Is for an Indmtlual bending component not a truss system. Before use, the building designer must ve ry Me applicabilty of design parameters and properly incorymate this design unions overall buikingdewgn. BacingIndicated istoprenentbuck(ngofIndiduallmssweb anclorMobmembers ony Additionallempoaryandpermanerdbrablng MiTek' Is always agu'aed far stability and to proem ocrapse with possible personal injugmd property damage. For general guidance regarding me fabree0on, damge,delivery, erection and bonding ofbusses and buss systems,see ANSIMoll Qualify Cdfeda, DSB49 and BCSl Building Component SOANylnrormetlon avalabk from Truss Plate Institute, 216 N. Lee SIree1. Suite 312. Alexandria, VA22314. 6904 Parke East Blvd. Tampa, FL 36310 Job was Truss Type Oty Ply PALMETTOVILLAGE GARAGE T76941988 057622 A2 Hip 2 7 Job Rafarenw (optional) e.Ga.m,,a ass, mc., ran rlerce, rL b.Z4o s Uec B ZUIb MI I ex Industries. no. I laU May Z UU:W:U3 ZU19 �l Scale =1:41.1 4x6 4x8 = 4 20 21 5 4x4 = 3x4 = 3x6 = 3x4 = 4x4 = 9b id41.r1 93 1$ 9." 54}0 9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Mail Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.20 11-14 -999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.3711-14 >736 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.17 Horz(CT) 0.05 7 We n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.1711-14 >999 240 Weight: 97111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4.9-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-7-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1109/0-M.7=1109/0.8-0 Max Horz 2=150(LC 11) Max Uplift 2=619(LC 12), 7=619(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2047/1420, 3-4=1728/1193, 4-5=1566/1148, 5-6=1728/1193, 6-7=2047/1420 BOT CHORD 2-11=1190/1957, 9-11=843/1589, 7-9=1204/1855 WEBS 3-11=-461/441,4-11=183/430,5-9=183/431,6-9=462/441 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCD1_=3.0pst; h=15ft; B=4511; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 1-11-5, Interior(1) 1-11-5 to 9-0-0, Extedor(2) 9.0-0 to 13-2-15, Interior(1) 13-2-15 to 14-0-0, Exterior(2) 14-0-0 to 18-2-15, Intimor(1) 18-2-15 to 24-0-11 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61916 uplift at joint 2 and 619 lb uplift at joint 7. Walter P. Finn PE No12839 N'Tek USA Ina FL Ced(IM 6904 Parke East Blvd. Tampa FL 33610 Data: May 2,2019 Q WABMNG-Wdrydesrgnpaametes.adREAO NOTBS ON 1 SMDINCLUO£DA KNEFENENCEPAGE69414r3m f092rz015BEF0NE USE Desda valld foruse onlywith MReltaconnedom. This design Is based only upon pardemem shorn, and is foran IMiNdual Main, component, net ��- a lass system. Before use, the building designermust vedfythe applicability of design paametem and papedy roonoas ms design Ntome twain bulidingdeslgn. BmWglndiratedisbpMvnt Wd gof NdMdual WsswOandror UoNmembemen)rAdddbnaltemporeyandpermaneMbaGng WOW Is always requked for Wesley and to prevent collapse wth possible psaanal injury and pe,peM damage. Fargeneralguldanceregadingu, fabrication. storage, 1I auction and bradeg eftmeses and was systems, see ANSWPIf identify called., DSB49 and BCS1 Building Component 6904 Parke East Blvd. SefelylnmrmeUon available from Truss Plate tnsWufe, 218 N. Lee Sheet, Sea, 31Z Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply PALMETTO VILLAGE GARAGE T76941989 057622 GRA Hip Girder 2 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Thu May 2 08:06:04 2019 Scale =1:41.1 5x8MT18HS = .M� 2x3 II 5x8MTt8HS = 17 4 18 19 5 A Ig va' - 3.10 II oxo 3x8 = 3.10 II "11_8-0 I I 22 S3914 ]4-0 41b14-0739-2--2 234)-0 3414 Plate Offsets (X t/)- 12:0-0-0 0-1-14) 13:D-5-4 0-2-4) j5:0-54 0.2-0I I6:0.4-0 0.1-14) LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (toe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.29 9 >950 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.38 9 >719 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Ho;zGT) 0.09 6 n1a nm BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 119 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2289/0-8-0, 6=228910-8-0 Max Horz 2=120(LC 7) Max Uplift 2=-1421(LC 8).6=1421(LC 8) FORCES. (Ila) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=5160/3134,34=-5441/3415, 4-5=5441/3415,5£=5159/3134 BOT CHORD 2-11=2738/4686, 9-11=-2760/4733, 8-9=-2760/4733, 6-8=-2737/4685 WEBS 3-11=-446/936, 3-9=-595/964, 4-9=763/619, 5-9=-596/965, 5-8=446/935 BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This muss has been designed for a 10.0 psf bottom chord live load nonconcuffenl 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 1421 lb uplift aljoint 2 and 1421 lb uplift at joint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3271le down and 371 lb up at 7-0-0. 198 lb down and 204 lb up at 9-0-12, 198 lb down and 204 lb up at 11-0-12, 198 lb down and 2041b up at 11-11-4, and 198 lb down and 204 Its up at 13-11-4, and 327 lb dawn and 371 lb up at 164H7 on top chord, and 606 lb down and 392 Ib up at 7-0-0, 94 It, down and 34 lb up at 9-0-12. 94 lb down and 34 fig up at 11.0-12, 94 lb dawn and 34 lb up at 11-11-4, and 94 lb down and 34 lb up at 13-11-4, and 606 lb down and 392 lb up at 15-11-4 an 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads fell) Vert: 1-3=70, 3-5=70, 5-7=70, 2-6=20 Walter P. Finn PE No.M839 MiTek USA, Inc. FL Cort 0634 6904 Parke East Blvd. Tampa FL 33610 Datw May 2,2019 ®wARNINO-VedlydesrgnpvamN¢rs and READ NOTES ON 710SANOINCLUDED aKMeKREFEFENCEPAGEM10474r3aev. idOSR015 BEFORE USE Design valid foruse only with MI7ek® connectors. This design is based only upon parameters shown, and is for an individual building component not a tress system. Before use. 0e building designermustveny the appecxbsiy of deagn parameters and property incoryoate this design he the overall buildingdesign. among indicated Is to prewnt buceling of individual Muss web annual choral members only.Adddlonaltempoaryandperaranentbracing MiTek' is always required for stabety and to prevam cosapse with possible personal injury and property carnage. Forgeneraspidancoregardingthe fabrication. storage. delivery, erection and bracing gftua5es and muss systems. see ANSITPB Duagy Corrode, DSB49 antl BCSI Building Component available from Tress Plate Institute. 218 N. Lee Secat Suite 312 Alexandda, VA22314. 6904 Parke Easl Boni.Sefefyfnformxtion Tampa, FL 36610 Job Truss Truss Type Qty Ply PALMETTO VILLAGE GARAGE T16941989 057622 GRA Hip Girder 2 1 Job Reference (optional Chambers Truss, Inc., Fort Pierce, FL 8.240a Dec 62018 MrTek Industries, Inc. Thu May 2 08:05:04 2019 Page ID:4b? WjJiEx9EoSikajSUVXUzPBJn-08dDLNzbCRspamVclHioVzOFCP8ygMEEuORPMzKbl1 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-141(B) 5=141(B) 10=76(B) 11=606(11) 8=606(B) 16=141(B) 17=-141(B) 18=-141(B) 19=141(8) 20=-76(B) 21=76(B) 22=76(B) ®WARNING- VeraydeaiOnparzmerers and READ NOTES ON MS ANDINOLUOEDAIREK FEFERENDEPAGEAVI.7473rev. 1063GAZOISELEPONE USE Design valid for use cntywlh MRek®wrmectors. This tlesign Is based only upon parameters shown, and is for an irs ivuual bulEing component, not truss system. Before use, me building designer must vedyme applc entity of tlesign parameters and prepedy incorporate this design into Ns overall bulNingdesign.Bracing indicated is to prevent buckling ofincMdual bass web amber need members any.AdditionaltempoarymMpmmanerdleacing MiTek' is always required for stability and to proved collapse with possible personal injuryand p epery damage. For geneal guidanceregaNing the fabdeafion,stage,delivery, erection and bracing oftmsses and buss systems, see ANSUTpN Quarry Odrega, OSBdg and BOSI Building component 690< Parke East BNd. Safeylnfo rmagon availaple from Tmss Plate Instttute, 21a N. Lee Street SUGe gf; Alexantlda, VA 22314. Tampa, FL seem Job Truss Truss Type Ory Ply PALMETTO VILLAGE GARAGE T76941990 057622 J1 Jack -Open 8 7 Job Reference o lional Chambers Truss, Ina, Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu May 2 08:06:05 2019 Page 1 ID:4b? WIJiEx9EoSikajSUVXUzPBJn-sLBbZ_Dzl_gCw4pr_El IAYaNpbUPCKOSY7?yoz[ZIO 1-0-0 74 -0 ' 14]-0 I 1-00 � 3x4 LOADING (psf) SPACING. 2-0-0 CSI. 'DEFL. in (lac) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 5 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) O.OD 4 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=8/Mechaniwl, 2=158/D-8-0, 4=-3/Mechanical Max Horz 2=66(LC 12) Marl Uplift 3=6(LC 9), 2=-161(LC 12), 4=-3(LC 1) Max Grav 3=11(LC 17), 2=158(LC 1), 4=22(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:&5 PLATES GRIP MT20 244/190 Weight: 5 to FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 act bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst. BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerio42) ione;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 nonconcurrenl 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-G-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 6lb uplift at joint 3, 161 lb uplift at joint 2 and 3 lb uplift at joint 4. Walter P. Finn PE No.22839 M7ek USA, Inc. FL Cart JIM 6904 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 ®wARr11NG- VerNydeslgnpenmermaandREADNOTES ON MSAND INCLUDED agrEKRFFERENCE PAGE AVF7479rev. 10/U32015 BEFORE 115E Design valid for use onywM MDeklaconnectors. This design is based only upon parameters shown, and is loran individual building component, not a truss system. Before use, the building designer must verily the applicxbilily of design parameters and property incoryorate this design into the overall beiNfiagdeslgn. BradngiMicatedistopreventWcWngofindmdualtmss bandorroNmembem only. Additionaltemporary and pennanerrtbrwing MiTeW is allays required for stability and to prevent will with passible personal Inlury and property damage. For general guidance reganing me fabrication, storage. density erection and bradrg efbusses and truss systems, we AN5U7PIIQuallry Cdteda,DSB Sand BCSIBUIlding Component 6904 Parke East Bhd. Saferyfpfdfmafion avagable from Truss Plate Ind6ute, 216 N. Lee Street. Suite 312. Alexantlda, VA 22]14. Tampa, R 366IO Job fuss Truss Type Ory Ply PALMETTO VILLAGE GARAGE T76941991 057622 J3 Jack -Open 8 1 Job Reference (optional) unarnmrs puss, roc., ron rierca, rc •=r <=s= ID:4b7vs7lJiEx9EoS ikajSUVXUzP BJn-KXlzm39rj36Xp3f?PilGaO517Du68faXhCIYUFzl017 PO 3-0-0 3-0-0 finale=tlo.8 3x4 = 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.22 Vert(L-) -0.00 7 -999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.01 4.7 >999 240 BCLL 0.0 ' Rep Stress [net YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC20177TPI2014 Matrix -MP Wind(LL) 0.01 4-7 >999 240 Weight: 111b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=81/Mechanica1,2=219/0-8-0,4=38/Mechanical Max Ho¢ 2=115(LC 12) Max Uplift 3=63(LC 12), 2=159(LC 12), 4=-4(LC 9) Max Grav 3=85(LC 17), 2=219(LC 1). 4=54(LC 3) FORCES. (Ie)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shaven. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=3.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18: MWPRS (directional) and C-C Exterior(2) -1-0-11 to 1-11-5, Interior(1) 1-11-5 to 2-11-4 zone;C-C for members and farces & MVUFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard live load noncenwrtent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom 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 631b uplift at joint 3, 1591b uplift at joint 2 and 4 Ib uplift at joint 4. Walter P. Finn PE No.22839 earl USA Inc. FL Cart 6670 6904 Parke test End. Tampa FL 33610 Data: May 2,2019 ®WARWNG-VWydeslgnpmMetemandR NOTESONTNISANDINCLIIDEDADiERBEFEg NCEPAGENA703re¢IWM0156EFOWUSE Design valid for use onywah Miele® connectors. This des, is based only upon parameters shown, and Is far an individual bull component not a bass system. Before use. Me building designer must veriy Ne appicabilty of design parameters and property incorporate this design into me overall buildingdesign. Bracing Indicated is to prevent Welling of Individual bass web antler shed members ony. ALddionaltempoaryandpeemaneNbricing MiTek' Is always required for stability and to prevent Collapse with possible personal injury and property damage. Fargentedguidanceregardleg Ne fibmagun,storage, deendy. erection and trading mousses and truss avatars, we ANSI?PI1Quality Canada, DS949 and BCSI Building Component all Parke East BNd. Sa/etyleformation available from Tmssplate lnAaute,218 N. Lee Sheen Suse312,AIccndna,VA223I4. Tampa, FL 35610 Job rags Truss Type Oy Ply PALMETTO VILLAGE GARAGE T16941992 057622 JS Jack -Open B 1 Job Reference (optional) unambers lhiss, mo. van verse, FL 3x4 = b.L4usuec bzulCmnex Industries. Inc. mu may zuo:w:ur 4uie LOADING (psp SPACING. 2-0-0 CSI. DEFL. in (loc) Ndefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.03 4-7 -999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.07 4-7 ,837 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wnd(LL) 0.07 4-7 >819 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=147/Mechanical,2=304/0-8-0,4=68/Mechanical Max Harz 2=165(LC 12) Max Uplift 3=120(LC 12). 2=187(LC 12), 4=10(LC 12) Max Grav 3=153(LC 17), 2=304(LC 1), 4=94(LC 3) FORCES. (lb)- Mu. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Stale = 1:14.9 PLATES GRIP MT20 2441190 Weight: 17lb FT=20% BRACING. TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purling. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wnd: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, hot Sft; B=451t; L=24111; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 1-11-5, Interior(1) 1-11-5 to 4-11-4 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 nonconcunent 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 1201b uplift at joint 3, 187 lb uplift at joint 2 and 10lb uplift at joint 4. Walter P. Finn PE Nb.22839 RUA USA, Ina. FL Cart 0834 69N Park* East Blvd. Tampa FL 33610 Date: May 2,2019 ®WARNIND-Vedr*-desrgn paramefen andREADNorEs DN 11tl3 ANDINDLUDED NREI(REFERENCE PADEM1v4)q]m. fa/pL2*f3HEFORE USE Design valid forum only w8h MTeMaonnecton. This design Is based only upon parameters shown, and is for an IndMdual More ocmponeM not e truss system. Before use, the building designer munvedty, the appliwbihly of deugn parameters and properly Mcurperate this design Ntothe ovetdl builiingdesign. Bracingindicated lstoprewrdbuctling ofladMdualtrusaweb androrchord members only. AddNonatlemporaryandpermanembractng MiTek' Is always required for stabildy and to prevmd collapse with possible personal injury and property damage. For general guidanceregarding the fabrication, storage, delivery. erection and bracing of Wsee, and Was systems, see ANSM11 Quality CnItd*, DSB49 and SCSI Building Domponeof 6904 Parke East BM. Sof*ylnrermm/on available from Truss Plate Institute, 218 N. Lee street, Suite 312, Alerandrla, VA22314. Tampa. FL 36610 Job Truss msSType City Ply PALMETTO VILLAGE GARAGE T76941993 057622 J7 Jack -Open 12 1 Job Reference (optional) Chambers Truss, Inc., Fad Pierce, FL 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu May 2 08:06:07 2019 Page 1 ID:4b? W)JiExgEoSikajSUVXUzPBJnajJL—POTUMEORDEBzPGV6belwcBCt6ghwso5OhzKbl_ Scale =1:19a Plate Offsets (X,Y)— (2:0-1-6 Ednel LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.08 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 4-7 >386 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wnd(LL) 0.17 4.7 >490 240 Weight: 23 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 REACTIONS. (Ib/size) 3=211/Mechanica1, 2=392/0-8-0, 4=96/Mechanical Max Hoa 2=216(LC 12) Max Uplift 3=-175(LC 12), 2=219(LC 12), 4=-14(LC 12) Max Grav 3=220(LC 17). 2=392(LC 1), 4=134(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 6-0-0 oc pumns. BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. NOTES- 1) Wind: ASCE 7-10: Vu11=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsh h=15ft; 3=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-11 to 1-11-5, Interior(1) 1-11-5 to 6-11-4 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 lost 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 boftom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fa 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 17516 uplift at joint 3, 2191b uplift at joint 2 and 14 Ib uplift at joint 4. Walter P. Finn PE No.22839 Mi rek USA Inc. FL Cad 0034 69H Parka East Blvd. Tampa FL 33610 Date: May 2,2019 ®WARNING-Veritydesignyaremeteraand READ NOTES ON THISANDINCLUDED 11,I1 KREFERENCEPAGEM1L7Qa rm-. 1011"015BEFORE USE Design valid for use onywdh MireWconnectors. This design is based only upon parameters shown, and is Toren individual budding component not ��• a truss system. Before use, the building designer must very the approsbily of design parameters and properly incorporate this design Into the owing building design. Bracing indicated is to prevent buckling of individual Was web andhor Nord members only. Additional temporary and permanent bracing MiTek' Is always requbedfor stability and to prevent wilapsewiN possible personal Injury and property damage. Forgenerelguidanceregamingthe fabdwtion,smrage; delivery, erection and baring oftmsses and truss systems. see ANSI/non Oualry CrrMna, DS849 and SCSI Building Component Sarefylnrearmadon available from Truss Rate Insibute, 218 N Lee 9Veel Sure 31Z Alexandre. VAM14. 6904 Parka East Blvd. Tampa, FL 36610 Job TrussType Qty Piy PALMETTO VILLAGE GARAGET16941994 Q57622 EKJ'55 Diagonal Hip Girder 4 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MTek Industries. Inc. Thu May 2 08:06:08 2019 Scale-1:21.4 R 3x4 = ° 5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (fee) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.05 7-10 -999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.13 7-10 >871 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.26 Horz(CT) 0.01 5 We n/a BCDL 10.0 Code FBC20177TP12014 Matrix -MS Wind(LL) 0.08 7-10 >999 240 Weight: 39 to FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purims. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=8/Mechanical, 2=609/0-10-15, 5=559/Mechanical Max Horz 2=214(LC 8) Max Uplift 4=-107(LC 24), 2=378(LC 8), 5=-330(LC 8) Max Grav 4=42(LC 6). 2=616(LC 28), 5=561(LC 28) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-880/373 BOTCHORD 2-7=4571768,6-7=457/768 WEBS 3-7=100/401. 3-6=1008/600 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3,Opsh, h=151t; B=45fl; L=2411; eave=4fl; 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 pad 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 3.6-0tall 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 1071b uplift at joint 4, 378 lb uplift at joint 2 and 330 Ib uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 to down and 20 Is up at 1.6-1, 1CD Ib dawn and 20 lb up at 1-6-1, 131 Ib dawn and 79 He up at 44-0, 131 It, dawn and 791b up at 4-4-0, and 176 lb down and 144 Is up at 7-1-15, and 176 lb down and 14411D up at 7.1-15 on top chord, and 27 lb down and 6 to up at 1-6-1, 27 Ib down and 6Ib up at 1-6-1, 27 lb down and 13 to up at 4-4-0, 27 lb down and 13 lb up at 4-4-0. and 52 lb down and 25 Us up at 7-1-15. and 52 lb down and 25 I6 up at 7-1-15 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 faro of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber In omase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 14=70, 5-8=20 Concentrated Loads (Ib) Vert: 3=-95(F=-48, B=48) 7=79(F=40. B=40) 14=-20(F=10, B=-10) Walter P. Finn PE Nd.22439 MTek USA, Inc. FL C9d 6634 6944 Perks East Blvd. Tampa FL 33610 Dale: May 2,2019 WARMING- Vedlydaslgapaamehys andABADNOTES ONTMSANDMCLUDEDA9 KE FEAENCEPAGEWX7V2m. 10932e15BEFORE USE Design wild truss onlywAb MTek® connectors. This design is based = upon parameters shown. and is torah Individual building wmponem not a tmss system. Berore use, the building designer must veryure applicability of design paamaters and t apedy incorporate Nis design Nina me overall bulldingdeelgn. BaGngindiosted is topaventbuedNgof N4Mdual Wss web andlorclordmembers any. AEdsonaltempoiary and permanentbmeng MiTek' Is always required for stability and to prevent whapse with possible personal Inluryand property damage. Far general guidance regaNing the lubricator. storage, stew¢, erection and bracing oftmsses and truss systems. sew ANisZFNI Qualityaftedo, DSB49 antl SCSI Building Component ages Parke East BNtl. Sereylnfarmmehon avagabt from Truss Plate ImMute, 218 N. Lee street, rude 31Z Alexandra, VA 22314 Tamp, R 35610 Symbols PLATE LOCATION AND ORIENTATION —►l11� �4" Center plate on joint unless x, y offsets are indicated. EDimensions are in ft-in-sWeenths.. Apply plates to both sides of truss and fully embed teeth. Oler 1 For 4 x 2 orientation, locate plates 0- 'Ile' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSITFPlt: 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 6-48 1 1 dimensions shown in scale) (Drawings not to sccalee) 0 cc O 2 U a O F- JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek®AII Rights Reserved 1� 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 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/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSlrrPI 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 camberfor 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 pudins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10f. 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 ANSlrrPI 1 Quality Criteria.