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HomeMy WebLinkAboutMITEK - ENGINEERINGLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: Q57622 - PALMETTO VILLAGE GARAGE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: GRANDE CONSTRUCTION OF FL Project Name: PALMETTO VILLTAf3GAi 8V-4Yodel: 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 8r Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017rrPI2014 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. ISeal# ITruss Name I Date 1 IT16941986 JA 5/2119 12 IT16941987 IA1 1512/19 13 IT16941988 IA2 15/2/19 �4 IT16941989 GRA 15/2119 5 T16941990 A 5/2/19 16 IT16941991 1J3 15/2119 17IT16941992 1J5 15/2/19 18 IT16941993 IJ7 15/2/19 19 IT16941994 1KJ7 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. SCq St 4uC/ecoF� clnty IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the judsdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ER • P. S' GENs tie No 22839 �'.. STATE OF :�4I/ T� O R \ Q e % %%�• �isS��NA111111110 Walter P. Rnn PE N13.22839 Mnek USA, Inc. R. Cerl 6634 6904 Parke East Blvd. Tampa R. 33610 Date: May 2,2019 Finn, Walter 1 of 1 Job Truss Truss Type Oty Ply PALMETTO VILLAGE GARAGE T76941966 057622 A ATTIC 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dee 6 2018 MITek Industries, Inc. Thu May 2 08:06:00 2019 Page 1 ID:4b7 WjJiEx9Eo5ikajSUVXUzPBJn-WNOiWOw4BDLN5BCr3ResK7riPooKku4fJG0EGbzKbl5 -0-0-0 60.14 71G-0 16-11-2 23-0.0 24-0.0 1-0.0 EMLM 5-52 5-5-2 60.14 1-0.o Scale=1:40.7 4x4 = 3x5 = U4 = 3x6 = 3x4 = 3,,5 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1. 55 Lumber DOL 1.25 Rep Stress Inv YES Code FBC20177TPI2014 CSL TC 0.30 BC 0.41 W13 0.26 Matrix -MS DEFL. VeR(LL) Vert(CT) Horz(CT) Wind(LL) in floc) gde8 Lid -0.0810-13 >999 360 -0.2010-13 >999 240 0.05 6 n/a Na 0.10 10-13 >999 240 PLATES GRIP MT20 244/190 Weight: 101 Ib FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD SWctural wood sheathing directly applied or4-10-10 oc pudins. BOT CHORD 2x4 SP M.30 BOT CHORD Rigid ceiling directly applied or7-1-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1109/0-8-0, 6=1109/0-8-0 Max Harz 2=187(LC 10) Max Uplift 2=-619(LC 12), 6=619(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (to) 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=363/658, 5-8=450/409, 4-10=363/658, 3-10=-050/409 NOTES. 1) Unbalanced roof live loads have been Considered for this design. 2) Wild: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=151t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-G-11 to 1-11-5, Intedor(1) 1-11-5 to 1180. Extenor(2) 11-6-0 to 14-6-0. Interior(l) 14-6-0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 619 lb uplift at joint 2 and 619 lb uplift at joint 6. 6) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 'd . Wafter P. Finn PE No.22839 MRek USA, Ind. FL Cart 6834 6904 Parka East Blvd, Tampa FL 33610 Date_: May 2,2019 ®WARNING-Vedfydegnparametenand R£ADNOMSONMSANDINLLDOEDMREKREF£R£NCEPAGEMl474l3rev. 10ro3/2015BEFOREIISE Design validfor useony wO MTek®connectors. This design is based only upon parameters shown, and Is bran indi sfial bulling component, neat �_ a truss system. Before us%me building designer must vent' die applicability of design parameters and properly incorporate bee design into me overall buldm9design. Bracing indiratediSto prevent building of indiAdual truss web andior Nord members ony. Additional temporary and permanent bracing WOW is aMe, required for stablliy and to prevent colapse win possible persoret injury and Property damage. For general gui lance regarding the fabdwtion, storage. delivery. eretlion and braving dfbuases and lives "ems. see ANShirell Duality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Saferylnforrnatlon available from Truss Plate InsWme, 218 N Lee Street. Sule 31Z Aleaandna, VA22314. Tampa, FL 36610 Jab Truss Type Qty Ply PALMETTO VILLAGE GARAGET76941987 057622 r'85 Hip 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL it B.Z40 s U60 B 2U1=Mi Iex Ind ies. Inc. InU May 2 Un:Ui 201U Pace 1 Scale=1:41.4 4x4 = 4x4 = 4 5 3x5 = 2x3 II and 3x4 = 3x4 = 2x3 II 3x5 = 4 ja LOADING (psf) SPACING. 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP Ti 20.0 Plate Grip DOLL 1.25 TC 0.40 Vert(LL) -0.09 13-16 >999 360 MT20 2441190 TCDL 15.0 Lumber DOLL 1.25 BC OAS Vern -0.23 13-16 >999 240 BCLL 0.0 ' Rep Stress Inu YES WB 0.31 Horz(CT) 0.05 7 1 n/a BCDL 10.0 Code FBC2017rFP12014 Matrix -MS Wind(LL) 0.15 13-16 >999 240 Weight: 109 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied orb-11-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS: (Ib/s¢e) 2=1109/0-8-0, 7=1109/0-8-0 Max Harz 2=180(LC 11) Max Uplift 2=-619(LC 12), 7=619(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1987/1235, 3-4=-1437/1027, 4-5=1265/969, 56=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; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf;h=l5ft; B=45ft; L=24ft; eave>4f1; Cat. II; Exp C; Encl., GCpi=0.1$ MWFRS (directional) and C-C Exterior(2)-1-0-11 to 1-11-5, Interior(1) 1-11-5 to 11-0-0, Exterior(2) 11-D-0 to 16-2-15, Inlermal) 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 nonconaurrent 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 31 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 619111 uplift atjoint 2 and 619 Its uplift at joint 7. Walter P. Finn PE Nb.12839 MRek USA, Inc. FL CIA 6634 6904 Parke East Blvd. Tampa FL 31610 Date: May 2,2019 ®WABWNG-Vedrydoid parameters antl BEAD NOTES ON T1 SMDINCWDEDA KBEPEBENCE PAGE 40-703nany. 10,103di BEFORE USE Design valid for use onywan Mini connectors. This design is based only upon parameters shown, and is for an individual beading component, not ��- a truss system. Before use, We building designer muslvedly me applicability of design parameters and propeM inwmodate the design Into the ove2il buildiagdesign. Bracing indirated is to prevent backing of individual truss web andbr chord members only. Addiaond temporary and permaneirtbmi WOW Is always reamed for Mobility and to prevent conapse with passible personal injury and property damage. For general guidance regarding me rabdration, storage, delivery, erection and bracing ofbasses and truss rystems,see ANSIT711 Quality credits, DSB39 and BCSf BuDEing Component 6904 Pale East BIM. Sffielylnrmmttlon avaaable third Truss Plate lasurde,218 N. Lee Street, Sri 312 Alexandria, VA22314. Tampa, FL 36610 Job Truss Truss Type Oly Ply PALMETTO VILLAGE GARAGE Ti6947988 OS]622 Hip 2 1 Jab Reference (optional) cnamoers truss, mc., con riCrCc, rL 4x6 = 4 20 O.,,u a VCG O CV IO lull CR 1IIOYSYIeI, uns. I IIY MCy C 4x6 21 5 Scale= 141.1 4x4 = 3x4 = 3x6 =. 3x4 = 4x4 = Q- 2341-B 9-0.0 5-0O t9-0-0 LOADING (psi) SPACING- 2-0-0 GEL DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(L-) -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 Incr YES WB 0.17 Horz(CT) 0.05 7 n/a Na BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wred(LL) 0.17 11-14 >999 240 Weight: 97 At FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purling. 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=1109/0-8-0, 7=1109/0-8-0 Max Hoa 2=150(LC 11) Max Uplift 2=-619(LC 12), 7=-619(LC 12) FORCES. (lb) - Max. Comp./Max. 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; VuR=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 Extericr(2)-1-0-11 to 1-11-5, Interior(1) 1-11-5 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 14-0-0. Extertor(2) 14-0-0 to 18-2-15. Interior(1) 18-2-15 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 nonconcurrenl 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 243-0 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 619 It, uplift at joint 2 and 619 lb uplift at joint 7. WalterP. Finn PE No.22339. MITek USA, Inc. FL Cet6630 6904 Parke Earn Blvd. Tampa FL 33610 Date: May 2,2019 ®WARNING- Venlydaslgnpzmmelersand READNOTES ON]NISANDINCLUDEDMNEKR ERENCEPAGE,W4709re¢fONY10f5BEFORE IIgE Design valid foruse anyweh MITek®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 app6wbilay of design parameters and properly inooryomte this design Into the overall buildingdesgn. Shears lndored is to prevent buckling of Individualhuss web andror Nord 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 fabrlwiioR storage, calvary, erection and trading of Wsses and Was systems, we ANSUFPII Qualify Cnwna, DSB49 and BCSI Building Component 6904 Parke East Blvd. Saneryln/ormation avolableham Truss Plate Institute, 218N. Lee Streat, suw312,Alexandria,VA22314. Tampa:FL 36610 Jab Truss Truss Type Dry Ply PALMETTO VILLAGE GARAGE T16941989 057622 GRA Hip Girder 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MTek Industries, Inc. Thu May 2 08:06:04 2019 Scale=1:41.1 5x8 MT18HS = 2x3 5x8MTn8HS = 3 16 17 4 18 19 5 4xa = 3xto II bad = ass = sand 11 3-9-14 1 1 -02 11E-0 16-" { t9-2-2 23-0-0 3-414 3-2-2 4E-0 4b-0 3-2-2 3-9-14 Plate Offsets (X Y)— 12:0.4-0 0-1-14] [3:0.5-4 0-2-01 15:0-5-4 0-2-0j I6:0-40 0-1-141 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdeft Lrd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.89 Vert(L-) 0.29 9 >950 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.38 9 >719 240 MT18HS 244/190 BOLL 0.0 ' Rep Stress Ina NO WB 0.37 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matra -MS Weight: 119 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2a6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=228910.8-0, 6=2289/0-8-0 Max Hom 2=120(LC 7) Max Uplift 2=1421(LC 8), 6=1421(LC 8) FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5160/3134, 3.4=-5441/3415, 4-5=5441/3415, 5-6=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 Cr1-7 cc 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=4511; 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 truss has been designed for a 10.0 psf bottom chord live load nonwncurrent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1421 Its 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 Ib down and 371 Ib up at 7-0.0, 193 lb down and 2041b up at 9-0-12, 198 lb down and 204 lb up at 11-0-12, 198 Its down and 204 lb up at 11-11-4, and 198 It, down and 204 Ib up at 13-114, and 327 lb down and 371 Ib up at 16-0-0 on top chord, and 606 lb down and 3921b up at 7-0.0, 941b down and 34 lb up at 9-0.12, 94 Its down and 34 lb up at 11.0-12, 94 Ib down and 3416 up at 11-11-4. and 94 lb down and 34 Ib up at 13-11-4. and 6061h down and 392 lb up at 15-11-4 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 (6). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 3-5=70, 5-7=70, 2-6=20 Walter P. Finn PE Nd.22839 MiT.k USA, Ina FL Curt 66M 6904 Parke East Blvd. Tampa FL 33610 Data: May 2,2019 ®WARNING- Vedfydeslgnpanmaters and READ NOTES ON TIOSAND INCLUDED 167EKREFERENCEPAGEWP743] feroa110158EFORE USE Design valid roruse ony with MlTekdacanneclam. This design is based only upon parameters shown, and is loran individual baking wmponeM, not a truss system. Before use, the building designer must very the applicabilly of design parameters and properly Nw Nis design manure ovxa l aorate buildingdesign. Bracing indicated is to prevent balding ofind'Mdualtrussweb andlorchord members only. Additional temporary and permanent bracing _ MiTek is always required forsunfity and to prevent collapse with possible personal injuryand property damage. Forgeneml guidance regaidiy pie fabrication. storage. delivery. erection and bidding oftrusies and bass systems, see ANSgTP/f Duality Croods, DSB49 and SCSI Building Component 6904 Parke Fast BW. Safetyloadisation available from Truss Plate lnatnute,218 N.Lee Street, Suite 312, Nexandda. VA 22314. Tampa. FL 36610 Job Truss Truss Type Qly Ply PALMETTO VILLAGE GARAGE Ti6941989 Q57622 GRA Hip Girder 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.2405 Dec 5201E MITek Industries, Inc Thu May 208:05:042019 Paget ID:4b? WjJiEz9EoSikajSUVXUzPBJn-OBdDLNzbCRspamVclHioVzOFCP8_ggMEEuORPMzKbl1 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-141(B) 5=141(B) 10=-76(11) 11=606(B) 8=606(11) 16=141(B) 17=141(B) 18=141(B) 19=-141(B) 20=-76(B) 21=-76(B) 22=-76(B) ®WARNING- VMlydeetin semmeten and READNOTES ON TMSANDINCLUDED sell REFERENCEPAGEOP74 dray.ldNL20I5 BEFORE USE Design valid for use only with Mili connectors. This design is based only upon parameters shown, and Is far an Indivitlual buldng component not a truss system. Sekm use, the barking designer must very the applabitiy of deign parameters and property Incoryorate this design Into the overall building design. among indicated is to prevent boating of Individual pass web angler chom members only. A4ddional temporary and permanent bracing MiTek' Is always required for stability and to prerant collapse with possible parsenal injury and property damage. For general guidance regarding Me fabrication. Manage. deGvery,eredion and loading oftrusseaand truss systems, see ANSUIPIf Quality Cdteds, OSSAS and SCSI Building Component 690,1 Parke East Bind. Safeylnformation available from Truss Plate Institute, 218 N. Lee &red, Suite 612, Aleundria, VA22814. Tampa, FL 26610 Job Tmss Truss Type Qty My PALMETTO VILLAGE GARAGE T16941990 Q57622 J1 Jack -Open 8 1 Job Reference (optional) Chambers Truss, Inc, Fort Pierce, FL 3x4 = 8.240 s Dee 6 2018 MiTek Industries, Inc. Thu May 2 08:06:05 2019 A d e Scale=1:6.6 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) VdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES NB 0.00 Horz(CT) 0.00 4 n/a ma BCDL 10.0 Code FBC2017/TPI2014 Matra -MP Wind(L-) -0.00 5 >999 240 Weight: 5lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=8/Mechanical, 2=158/0-8-0, 4=-3/Mechanical Max Horz 2=66(LC 12) Max Uplift 3=.6(LC 9), 2=161(LC 12), 4=3(LC 1) Max Gran, 3=11(LC 17), 2=158(LC 1).4=22(LC 12) - FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-sewn gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; 3=45ft; L=24ft; eave=4ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & M WFRS 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 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 6 lb uplift at joint 3, 161 Ib uplift at joint 2 and 3 It, uplift at joint 4. Walter P. Has PE No.22939. MiTek USA, Inc M. Cod 6634 6904 Parke East BNd. Tampa FL 33610 Dale: May 2,2019 ®WARNING-Ved*dWOnparameters.d F11DNOTE50NiN1aANDINCWDEDUTEKREFERENCEPAGEMl41473rev.rWX015BEFOREUSE Design valid for use anywrh Mnsicliconnectors. This design is based only upon parameters shaven, and is for an mcmdual burping componerd, not a moss system Before use, the building designer must ver ". apMcablittyof design paarrabas and praperlyNwryorate Nis design Into the overell buildingdestgo. Bracing Indicated is to prevent bucking of lndiNdualuuss web andlor chord members only. MtlNonaltempoaryandpermanentbracing MiTek' Is always required for stability and to prevem collapse wen possible personal injury and property damage. Forgenealguidanceregardingthe fabrication. storage. delivery, erection and bracing oftrusses and moss systems. see ANSITRI Qualls, Crrteds, Deal and 0=1 Building Component 6904 Parke East Blvd. Safefyln/urmNion available fmm Truss Mate Instduue, 216 N. Lee Surest. Suoe 312, Alexmdmi. VA22314. Tampa, FL 26610 Job Truss Tess Type Qry Ply PALMETTO VILLAGE GARAGE T16941991 057622 J3 Jack -Open 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8,240 s Dec 6 2018 MiTek Industries, Inc. Thu May 2 08:06:062019 Page 1 ID:4b?WjJiEx9EoSikajSUWUz BJn-KXIzm3?06Xp3f?PilGaO5l7Du68faXhCtYUFzKbi? -7-0.o taD I 3-0-0 Sea. =1:10.8 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 7 1999 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 Ina YES WB 0.00 Horz(CT) -0.00 3 me n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(1-Q 0.01 4-7 >999 240 Weight: ll It, FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOTCHORD 2x4SPNo.3 REACTIONS. (lb/size) 3=81/10echanical, 2=219/0-8-0, 4=38/Mechanical Max Harz 2=115(1-C 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) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlms. BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD1-=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; 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 2-11-4 zone;C-C for members and forces & MWFRS forreactions 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 nonconcumenl 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 63 lb uplift at joint 3, 159 lb uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Ina FL Cart 6634 6904 Parka East Blvd Tampa FL 33610 Date: May 2,2019 ®WARNING-Verfydedignpersmafers and READ NOTES OMTNISANOINCLUOEOMIMKREFEBENCEPAGENI 7473mv. f0/O.1QO15BEFOBEUSE Design valid for use onywith MneWb connectors. This design is based only upon parameters shown, and is fords Individual building compared, not a truss system. Before use, the building designer must verify Me applissimay of design parameters and properly Ncomorate Nis design Me Me overall buiWingdesign. Bracing indicated is to prevent buckling ofindnidual muss web accor Nord members ony. AddNonattemporaryandpennanentbracing MiTek' is always required for stability and to prevent collapse win possible personal injury and property damage. For general guidance regarding no fabdcetibn,storage, delivery erecton and bracing oftrusses and muss systems, see ANSpTRI Quality Crifeda, DSMS and SCSI Bullring Component 6904 Parke East Blvd. Suleylnlormafion availableham Tmss Plate InMIb e,218N.Lea Street,Suae312Alexendta,VA22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply PALMETTO VILLAGE GARAGE Ttfi941992 057622 J5 Jack -Open 8 7 Job Reference (optional) ChambersTruss, Inc, Fort Pierce, FL 8.240 a Dec 62018 MTek Industries, Inc. Thu May 2 08:06:07 2019 Page 1 ID:4b?WjJiEx9EoSlkajSUVXUzPBJnojJL POTUMEORDEBzPGV6bem?c6gt6ghwsc5OhzKbl_ -0-0 5-0-0 700 I 5-0 ) Scale=114.9 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. 'EFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ve t(LL) -0.03 4-7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Verl(CT) -0.07 4-7 >837 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a Na BCDL 10.0 Code FBC20177rP12014 Matrix -MP Wind(LL) 0.07 4-7 >819 240 Weight: 171b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOTCHORD 2x4SPNo.3 REACTIONS. (Ib/size) 3=147/Mechanical, 2=304/0-8-0;4=68/1.1echanical Max Horz 2=165(LC 12) Max Uplift 3=120(LC 12), 2=187(LC 12), 4=70(LC 12) Max Gray 3=153(LC 17), 2=304(LC 1), 4=94(LC 3) FORCES. (Ib)-Mail. Comp./Max. Ten. -All forces 250(I1d) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc punins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops1; h=15f; B=45fi; L=2411; 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 nonconcurrenl with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf an 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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift atjoint 3, 187 lb uplift at joint 2 and 10 Ib uplift at joint 4. Wallar P. Finn PE No.22639 MTek USA, Inc. FL Cart 65M 6904 Parka East Blvd Tampa FL 33610 Date: May 2,2019 ®WARNING-Vedtyde gnpa merenantlRFJIDNOFE50NTNISANDINCLUDEDMREKNEFERENCEPAGEMIF7473nsI, 10101201SBEFOAZUSE Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is her an Individual building component, not �■ L a truss system. Before use, the building designer must veriythe applicability of design parameters and pmpedy Incorporate his design Imo be overall buildingdesign. Bracing Indicated is to prevent bucking ofmcMdual Wss web andforchord members only. AchRonaltemporaryaiMpesmanembracing MiTek' Is always required for staiday and to prevent colapsewim possible personal injury and property damage. Forgeneral guidance regarding Ire fabrication, storage, delivery. erection and breGng ofbusses and Wss systems, see ANSVIPI1 Duality Criteria, DS8-09 and BCSl Building Component 6904 Parke East all Safetylam marian available from Truss Plele Inatlule, 218 N. Lee street, Suh, 312, Alexandna, VA22314. Tampa, FL albeit) Truss Truss Type 0(y Ply PALMETTO VILLAGE GARAGE FJob T16941993 2 J7 Jack -Open 12 1 Job Reference (optional) cnamoers 1 suss, Inc., tart Flares, rL 8.240 s Dec 5 2018 M7ek Industries, Inc. Thu May 2 08:06:07 2019 Page 1 ID.4b? WIJiEx9Eo5ikajSU VXUzPBJn-0jJL_POTUMEORDEBzPGV6berwcBCt6ghwsc5ChzKbl_ }0 7-0 1-0-0 7-0 Scale=1:19.3 3x4 = Plate Offsets (X,Y)— 12:0-1-6 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Verl -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 Incr YES WB 0.00 Hom(CT) -0.00 3 nla Na BCDL 10.0 Code FBC2017fTP12014 Matnx-MP Wnd(LL) 0.17 4-7 >490 240 Weight: 231b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=211/Mechanica1, 2=392/0-8-0, 4=96/Mechanical Max Hom 2=216(LC 12) Max Uplift 3=-175(LC 12), 2=219(LC 12), 4=-14(LC 12) Max Grev 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. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second 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'Exlenor(2)-1-0-11 to 1-11-5, Interior(i) 1-11-5 to 6-11-4 zone;C-C for members and forces Si MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1751b uplift at joint 3, 2191b uplift at joint 2 and 14 Ile uplift at joint 4. Waiter P. Finn PE No.22839 M7ek USA, Inc. FL'Cert 8834 69U{ Parks East Blvd. Tampa FL 33610 Data: May 2,2019 ®WARNING-Veriydeslgn Paametets andREAONOTES ON MSANDINCLUDEDAfNEKREFERENCEPAGEOP7473 rev. 10,0=0/5 BEFORE USE. Design valid for use only wM MReidamme dam. This design is based only upon paama ers shown, and is for individual bolding component not a buss "am. Before use, me building designer must verylle applicability, of design parameders and property incorporate this design into Ne overall building design. Baling Indicated is to prevent buckling ofIndiNdual"as web anaor chord members only. Additional temporary and permanent bracing MOW is always requiatl for ambill and to prevent collapse with possible personal lnjuryand property damage. For general guidance regarding Me concision. storage. delivery erection and bating oftmsses and Mass systems, see ANSVrPll Quality Means, DSBA9 and SCSI Building Component 69M Parke Ease Blvd. Sffiefyhribrmeflon availablefmm Truss Plate InMaB e,218N.Leestreet Suite3f2,Al ndda,VA22314. Tamp, FL 36610 Truss Truss Type Oty Ply PALMETTO VILLAGE GARAGE Foob T16941994 KJ7 Diagonal Hip Girder 4 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62016 MiTek Industries, Inc. Thu May 2 08:06:082019 Page 1 ID:4b7WIJiEx9EoSikajSUVXUzPBJn.Hw B105FgMF3NpOX7nkfpA32OYGLV2gg1M4fX7zKbkz -15-0 7010 9-10-1 1SO 7010 2-9E i 3x4 = as Scale=121.4 3x4 = 7010 9-10.1 7010 2-96 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.05 7-10 >999 360 MT20 2441190 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 WE 0.26 HOrz(CT) 0.01 5 n/a We BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.08 7-10 >999 240 Weight: 391b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. SOT CHORD 2z4 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/Mechanica1, 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 (Ib) or less except when shown. TOP CHORD 2-3=-880/373 BOTCHORD 2-7=-457/768,6-7=-4571768 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.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; 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 noncencurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Dpsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Its uplift at joint 4, 378 Ib uplift at joint 2 and 330 Ito uplift at joint 5. 6) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 100 lb down and 20 lb up at 1-6-1, 100 Its down and 20 Ib up at 1-6-1, 131 lb down and 791b up at 4-4-0, 131 Ib down and 79 I6 up at 4-4-0, and 176 Ib down and 1441b up at 7-1-15, and 176 Ib down and 1441b up at 7-1-15 on top chord, and 27 Ito down and 6 lb up at 1.6-1, 27 lb down and 61b up at 1-6-1, 27 Ib down and 1316 up at 4-4-0, 27 Ito down and 1316 up at 44-0, and 52 I6 down and 25 lb up at 7-1-15, and 521b down and 25 Ib up at 7-1-15 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 (pit) Vert: 14=70, 5-8=20 Concentrated Loads (Ib) Vert: 3=95(F=48, B=48) 7=-79(F=-40, 3=40) 14=20(F=10, B=-10) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Dale: May 2,2019 ®WARNING -Verity deslgnparametarsandfWADNOMSONMSANDINCLUDEDMIEKREFERENCEPAGEMIF>473m 1=342015BEFOREUSE Design wad for use only with MTeM connectors. This design is based any upon parameters shown, and is for an individual bolding componeM. not a Muss system. Before use, the building designer must vent' the app9wbility of design parameters and properly Mooryorate Nis design Into the overall buildingdesign. Bracing indicated is to prevent buckling of Indidual truss web and/or chord members ony.Mcluional temporary and permanent bracing MiTek' is always fequbed he stabil3y and to prevent coeapse with possihe personal M;ury and property damage. Forgeneralguidanceregamingthe fabrication,storage, dervery,erection and bractng otbusses and truss systems,see ANSU7PIf Quaffry Chose, DS289 and SCSI Building Componeif 6904 Paden East Bind. Sareyinformatlon avagable from Truss Plate lnuldide,218 N. Lee street, Sutle312. Nexandus, VA22314. Tampa. R. 36610 Symbols PLATE LOCATION AND ORIENTATION —►llF� �4" Center plate on joint unless x, y Eoffsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 -yTtfi r I For 4 x 2 orientation, locate plates 0- 'Iia' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated symbol shown and/or by textth 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: ANSIrTPl1: 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 I I dimensions shown in calixteenths (Drawings not to scale) 0 0 O 2 U a 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved 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-bmcing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never 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 ANSIrrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/T PI 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 lead deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. S. Connections not shown are the responsibility of others. 1 B. 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 gmen ortreated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Lumber design values are in accordance with A 11 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: Q57622 - PALMETTO VILLAGE GARAGE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: GRANDE CONSTRUCTION OF FL Project Name: PALMETTO VILI TA bA'F&8V' lodel: 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# ITruss Name I Date 1 IT16941986 JA 5/2/19 12 IT16941987 JAI 15/2119 13 IT16941988 IA2 1512/19 14 1116941989 IGRA 15/2/19 I I5 T16941990 IJ1 1512/19 16 IT16941991 IJ3 1512119 17 IT16941992 IJ5 15/2/19 18 IT16941993 JJ7 15/2/19 19 IT16941994 IKJ7 15/2/19 REVIEWED CC)DE COMPLIANCE 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 jurisdiction(s) identified and that the designs comply with ANSI/rPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. SCANNEb BY St. Lucie rr,. .J,,`�P�vG E N No 22839 S 13* STATE OF : IJJ Z i •�iO��S� ( O R P N �C 5'�",; Walter � P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 Finn, Walter 1 of I Job Truss Truss Type T16941986 057622 ATTIC �Qtyply]PALMEfTT0�VILLAGEARAGE Chambers Truss, Inc., tort rlerce. FL a.zau s uec o 4V la muerc mousuies, mc. 'nu may euo.uo. reyei �1 Scale =140.7 4x4 = 4 3x5 = U4 = axe = 3x4 = US = id LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress)ncr YES Code FBC2017/TPI2014 CSI. TC 0.30 BC 0.41 WB 0.26 Matrix -MS DEFL. Vert(CL, Vert(CT) Horz(CT) Wnd(LL) in (loc) pde0 Ud -0,08 10-13 >199 360 -0.2010.13 >999 240 0.05 6 Na n1a 0.1010-13 >999 240 PLATES GRIP MT20 244/190 Weight: 101 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-14 oc bracing. 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. (lb) -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 SOT 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 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) and C-C Exlerior(2)-1-0-11 to 1-11-5, Inleltor(i) 1-11-5 to 11-6-0, Exterior(2) 11-6-0 to 14-6-0. Intedor(1) 14-6-0 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) 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 20.0psf 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 to bearing plate Capable of withstanding 619 He uplift at joint 2 and 619 lb uplift at joint 6. 6) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Waiter P. Finn PE No.22839 MTek USA, Inc. FL Cart 0834 ISM Parke E241 Blvd. Tampa FL 31610' Data: May 2,2019 ®WARNING-Vuflyde5l9nparonfefs antl READ NOTES ON TFUSANDINCLUDED hVIEKREFERENCE PAGEMIF7473rw. 10103 015BEFORE USE Design valid for use onywM MTek®conne oars. This design Is based only upon parameters shown, and is for an individual building component net a Was system. Before use, Me building designer munveny the applicability of design parameters and properly inrorpmale tb6 design into the overall butidingdeogn. Bracing indicated is to buckling of individual Was web and/or chord members only. Adallonal temporary and pormanerd bracing MiTek' present is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regaining the fabrication. address, deliver, erecton antl bracing oftmsses and buss systems, see ANSUTPI1 Quality Croons, DSB49 and BCS1 Building Component 6904 Parke East BIW. SafetylnfmmaUon avalablefmm Tmss Plade InMROe,218N.LeeS O.Suite312.Alexandria,VA22314. Tampa, FL 36610 Job Tnrss Truss Type Oly Ply PALMETTO VILLAGE GARAGE T16941987 057622 Al Hip 2 1 Job Reference o lional GDamners Truss, InD, von rlerce, rL a1 Scale=1:41.4 4x4 = 4x4 = 5 3x5 = w II 3x6 3x4 =3x4 = 2x3 II 3x5 = LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2414 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20177TP12D74 CSL TC 0.40 BC 0.49 WB 0.31 Matfix-MS DEFL. Vert(LL) Vert(CT) Hoiz(CT) Wind(LL) in (loc) I/de8 Vd -0.09 13-16 >999 360 -0.2313-16 >999 240 0.05 7 Na rda 0.15 13-16 >999 240 PLATES GRIP MT20 2441190 Weight: 1091b FT=20% LUMBER. BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-7-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-11-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1109/0-8-0, 7=1109/0-8-0 Max Ho¢ 2=180(LC 11) Max Uplift 2=-619(LC 12), 7=619(LC 12) FORCES. (lb) -Max. Comp./Max.Ten.-All forces 250(Ib) 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=-10D4/1757, 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; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedar(2)-1-0-11 to 1-11-5, Intenor(1) 1-11-5 to 11-0-0, Extenor(2) 11-G-0 to 16-2-15, Intedor(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 chard live load nonconcufrant with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 619111 uplift atjoint 2 and 619 lb uplift at joint 7. Walter P. Finn PE NO.22839 MTek USA, Ina FLCertfiV4 6904 Parka East Blvd. Tampa FL 33610 Date: May 2,2019 ® WARMNG. Verity desige wooddo. and READ NOTES ON IRIS AND INCLUDED AVTEx REFERENCE PAGE MP703 rev. 1DD312015 BEFORE ME. Design valid rer use ony with MReMa Connectors. This design Is based any upon parameters shown, and is for an individual building compdnenL not a Was system. Before use, Me building designer must verify Me applirabilHy, of cosign parameters and propeM incorporate this design intone ovaall buddingdesign. Boating indicated is to buckling of individual truss web andfor overtl members only. Additional Worpooary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse win possible personal injury and property damage. Forgenenuguldanoeoa9ardingthe fabdcagaq storage, delivery, eredion and leasing ertrueses and Win systems,see ANSUTPii Quality Cniods. DSB49 and BCS1 Building Component 6904 Parke East Blvd, Safetylnrormadon available tram Tmss Plate InsNute, 218 N. Lee SbeeLL Suite 312, Aiex mdna, VA22314. Tampa, FL 36610 Job Truss Truss Type 0ly Ply PALMETTO VILLAGE GARAGE T16941988 057622 Hip 2 1 Job Reference (optional) cnamoers Imss, Inc., ran nerce, rt o.zau s use o zuio muex mausmes, me. mu may a ub:uct s zu iu rage i 31 Scale=1:41.1 4x6 = axis = 4 20 21 5 4x4 = 3x4 = ass 3x4 = 4x4 = 941-0 54)-0 9-0-0 LOADING (pat) SPACING- 2-0-0 CS1. DEFL, in floc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(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 Hom(CT) 0.05 7 rda n1a BCDL 10.0 Code FBC2017/TPI2014 Mahal Wind(-L) 0.17 11-14 >999 240 Weight: 971b FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4.9-4 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-7-13 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1109/M-0, 7=1109/0-8-0 Max Harz 2=150(LC 11) Max Uplift 2=-619(LC 12), 7=619(LC 12) FORCES. (Ib)-Max. ComplMax.Ten. -All forces 250(lb) or less except when shown. TOP CHORD 23=-2047/1420, 3-4=-1728/1193, 4-5=1566/1146, 5-6=-1728/1193, 6-7=2047/1420 BOTCHORD 2-11=-119011957,9-11=-843/1589,7-9=-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: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsh h=1511; B=451t; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional and C-C Exterior(2)-1-0-11 to 1-115, Interior(1) 1-11-5 to 9-0.0, Exterior(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 14-M. Exterior(2) 14-0-0 to 18-2-15, Interior(1) 18-2-15 to 24-0-11 zone;C-C for members and farces 8 kill for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcerrenl wfth any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 619 lb uplift at joint 2 and 619 It, uplift at joint 7. Walter P. Finn PE No.22639 MiTeh USA, Ina FL Cart last 6904 Parke Eal Bl Tampa FL 33610 Date: May 2,2019 ®WARNING - Verity de dge persmerers and READ NOTES ON 110S AND INCLUDED M19TEK REFERENCE PAGE M/Flga rev. 101A/1e15 BEFORE USE Design valid kruse onywiN MReM connectors. This design is based only upon parameters shown, and is for an individual buJUing component, not a imss system. Before use, the building designer must vestry the applisabiliy of design pammetem and pmpedy Incorporate this design into be overall buildingdesi9n. Bracing indicated is to prevent buckling of individual truss web all chord members only. Additional temporary and Permanent dosing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneraiguidancwregaminglhe fabnesdon, storage. delivery, erection and bracing oftmsses and truss systems,see ANSMIPH overly Creed., DSBa9 and SCSI Building Componenf 1904 Parke East Blvd. Safeylnformston available form Truss Bate Institute, 218 N. Lee Street Smle 31Z Alexandra, VA22314. Tampa. FL agate Job Truss Truss Type pry Ply PALMETTO VILLAGE GARAGE T16947989 057622 GRA Hip Girder 2 1 Job Reference (optional) I was. an , run riew ," O.zaU s Use o zUr0 mu en Inausmes, mo. I nu may z uo:w:va zo3a Scale=1:41.1 5x8MT18HS = 2x3 H 5x8MT18HS cc _.. 3 16 17 4 18 19 5 eno - 3.10 II bxa = 3xB = 3.10 II 3-9-14 I 3-2-2 44i-0 1 4E-0 3-2-2 I 3-9-ib Plate Offsets (X Y)- (2:0-4-0 0-1-141 13:0-5-4 0-2-41 15:0-5-0 0-2-0I (6:0-4-0 0-1-141 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeff Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Verl(LL) 0.29 9 >950 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.50 Vert(CT) -0.38 9 >719 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Ina NO WE 0.37 Hom(CT) 0.09 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 119 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=2289/0-8-0, 6=2289/0-8-0 Max Hoe 2=120(LC 7) Max Uplift 2=-1421(LC 8). 6=1421(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-5160/3134, 3-4=-5441/3415, 4.5=5441/3415, 5-6=5159/3134 BOT CHORD 2-11=2738/4686, 9-11=-2760/4733, 8-9=276014733, 6-8=2737/4685 WEBS 3-11=A46/936, 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: Vufl=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=451t; L=24fi; eave=4fl; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water por in9. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) - This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1421 lb uplift at joint 2 and 1421 lb uplift atjoint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 327 lb down and 371 Ib up at 7-0-0, 198 lb down and 204 Ito up at 9-0-12. 198 Ib down and 20416 up at 11-0-12, 1981b down and 204 lb up at 11-11-4, and 198 Ib down and 204 lb up at 13-11-4, and 32716 down and 371 Ib up at 16.0-0 on top chord, and 6061b down and 392 Ib up at 7-0-0. 94 Ib down and 341b up at 9-0-12, 941b down and 341b up at 11-0-12, 941b down and 34 Ib up at 11-11-4, and 941b down and 34 Ib up at 13-11-0, and 6061b down and 3921b up at 15-114 on bottom chord. The desigNselection 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, &7=70, 2-6=20 Walter P. Finn PE Ne.22839 Max USA, Ine. FL Care 6614 6904 Parke East Blvd. Tampa FL 33610 Data May 2,2019 ®WARNING. VanyrdeeignpammeM1rs and READ NOTES ON TNISAND MCLWEDAFTE)KREFEFENCEPAGEM1OLW3ray. 1"3R01SaEF0RE ME Design valid far use onlywdh Mnel®conneclors. Tbis design Is based only upon parameters shown, and is for an individual building aomponenL not a tress system. Before use, the heading designermualvenfy tie applicabirAyof dedgn parameters and properlyincorporate this design into the overall building design. Bracing indicated isto prevent bucking oflndividual bassweb anaor chord members day. Additional temporaryand ammanerd bracing MiTek' is allays required for stability and to prevent collapse wiN passible personal inlay and pmpedy damage. Forgenemlguidanceregardingthe fubrVaggn,storage. delivery,direction and bracing efVosses and truss systems, me ANSVrPrf Duality Cmeda, DSBA9 and SCSI Sandbag component 6904 Parke East BAN. Sefetyfnformadon available from Truss Plate Institute. 218 N. Lee street, Sune 31Z Ales ndria, VA22314. Tampa, FL 36610 Truss Truss Type any Ply PALMETTOVILLAGE GARAGE EJob T76941989 057622 GRA Hip Girder 2 7 Job Referenw (optional) Criampers Muss, Inc., Fort mares, FL 8.240 s Dec 62018 Walk Industries, Inc. Thu May 2 08:06:04 2019 Paget ID:4b7 W;JiEz9EoSikajSU VXUzPBJn-08dDLNzbCRspamVclHioVzOFCP8_ggMEEuORPMzla)II LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=141(B) 5=141(13) 10=-76(B) 11=-606(B) 8=-6C6(B) 16=141(13) 17=-141(B) 18=-141(8) 19=141(13) 20=-76(B) 21=76(13) 22=-76(B) ®WARNING-VentydesignparamofarsandB NOTES OHMS ANDINCLUDEUMITENREFER 110EPAGENJAWal rv.10,01201SBEFOREELSE. Design valid roruse onywn Wake canneotors. This design is based ony upon parameters shown, and Is far an Individual building component, not a toss system. Before use, be building designer must very the appfcabildy of design parameters and popery awipomte this design into vie overall ■ buildingdesign. Bracing mciWedistopreventWelding 0lndiddualmin web andlorchord members only, Additional temporary and permanent trading MiTek' is always required roc slabitiy and to prevent mgapse wM possibie personal Injury and property damage. ForgeneralguicameregaNingib, fabrication. storage, delbery,erecin and bracing ofhusses and truss systems, we ANSUTPN Quality demand, DSR-89 and RCSI Building Component 6904 Parse East EastB Eas(B SalefyltrannaUon available(ram Truss Plate InsNule,218 N.Lee SheeL Suhe012, Aaxamlra, VA22d14. Tampa,FL Job russ Truss Type 0ty Ply PALMETTO VILLAGE GARAGE T16941990 057622 J1 Jack -Open B 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 62018 MITek Industries, Inc. Thu May 208:05:05 2019 Page i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft 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 Ved(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Hom(CT) 0.00 4 Isla Na BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Wnd(LL) -0.00 5 >999 240 LUMBER- BRACING. Scale =1:6.5 PLATES GRIP MT20 244/190 Weight 5lb FT=20% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=811illechanical,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. CompJMax.Ten.-All forces 250(I1b) or less except when shown. NOTES- r 1) Wnd: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Ops1; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCp1=0.18; MWFRS (directional) and C-C Exleddor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 Pat bottom chord live load nbnconcurrent 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 61b uplift at joint 3, 161 lb uplift at joint 2 and 3111 uplift atjoint 4. water P. Finn PE No.22639 MTek USA, Inc. FL Celt 664 6904 Fark9 East Blvd. Tampa FL 33610 Data: May 2,2019 ®WARNING- Vedrytle.4gnparsefenrmef D NOTES ONTWSAND INCLUDEDM/£K REiERENCE PAGEM1O41n5rw. 16912015BEFORE USE Design valid truss onywkh MiTOWee necloss. TMs design Is based only upon parameters shown, and is for an Individual building campment not a truss system. Before use, the building designermus(vany Ne eppnrabdMof design parameters and propeM Incorporate this design teethe overell buildingdeelge. Bmdmg Indicated is to prevent butding oflnflAdual truss web under chord members only. Additional temporary and permanent bract, MiTek' I3alwaysr.Vedtrctabildyandtop..MmRapsawkhpossiMaperwnalinju mdpmpedydamege. Forgeneralguldanseregan iogthe orientation, storage, delivery, erection and binding of tresses and truss systems, we ANSUfP/i Duality embeds, DSM9 and Best Building Component eggs Parke East BIW. SsfetylnrormaNan avagable Vom Truss Plate InstHOs.21a N. Lea Street Suite 31A Alexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Dry Ply PALMETTO VILLAGE GARAGE T16941991 067622 J3 Jack -Open 8 1 Job Reference (optional) cnamoers iwas, Inc., con rierce, rL SIB tai s uec to Lu16 MI I erc mousuies, mc. mu may L umue:u, 2u19 vane Scala=1:10.8 LOADING final) SPACING- 2-0.0 CSI. DEFL, in (too) Ndeg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 7 -999 360 MT20 2441190 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 ma n/a BWL 10.0 Code FBC2017rrPI2014 Matrix -MP Wrid(LL) 0.01 4-7 >999 240 Weight: 11 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=81/Mechanical, 2=219104-0,4=38/4techanical Max Horz 2=115(LC 12) Max Uplift 3=-53(1_C 12), 2=159(LC 12), 4=4(1.0 9) Max Grav 3=85(LC 17). 2=219(LC 1). 4=54(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vu8=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops/; 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) 1-115 to 2-114 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 fora 10.0 pat bottom chord live load nonconwrtentwith any other live loads. 3) *This truss has been designed for alive 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 631b uplift at joint 3, 159 lb uplift at joint 2 and 4 Ib uplift at joint 4. Walter P. Finn PE No32839 MiTek USA Inc FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: May 2,2019 ®WARNING -Vady tlWgn,,shWaf. and BEAD NOTES ON MS AND INCLUDED ADTEN REFERENCE PAGE WnM3 rw. IW=015 BEFORE USE Design vatid for use only with MReklecmmectors. Tbis design is based only upon parameters shown, and Is for an IndiNdual Anteing component, not a truss system. Before use, the building designer must verify the appttabity of design parameters and property Inrarporate Nis design into the overall bulkingdesign. Bidding Indicated Is to prevent thucking 0 individual truss web aranx choral mennaers ontyAddnbnallempmaryandpermanendbracing MiTek' Is always required for stabildy and to mmmrd season wdh posslble personal injury and popery damage. For general guidance regarding me fabecation, storage, delivery, erection and bfadog of Wstee and Voss systems. see ANSUr%10u14 omens, DS889 and SCSI Surfing Component Aside Parke East BIM. Sorelylnformatron av table ft. Truss Plate InsNute. 218 N. Lee Street, S.A. 312. Alexandria, VA22314. Tampa. FL 36610 Job Truss Truss Type Ott, Ply PALMETTO VILLAGE GARAGE T16941992 Q57622 JS Jack -Open 8 1 Jab Reference (optional) DnamOers truss, Inc., tort Pierce, FL 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 TCDL 15.0 Lumber DOL 1.25 BC 0.75 BCLL 0.0 ' Rep Suess Inv YES W3 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 20 SP No.3 REACTIONS. (lb/size) 3=147IMechanicel, 2=304/M-0, 4=68/Mechanical Max Horz 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 forms 250(lb) or less except when shown 8.240 s Dec 6 Z01B MITek Industnes, Inc. Thu May 2 08:06: W 2019 Page 1 DEFL. in (loc) Well Ltd Vert(L-) -0.03 4-7 >999 360 Vert(CT) -0.07 4-7 >837 240 Horz(CT) -0.00 3 rda We Wind(L-) 0.07 4-7 >819 240 BRACING. Scale=1:14.9 PLATES GRIP MT20 244/190 Weight: 171b FT=20% 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) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Sep C; End., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-11 to 1-11-5. Inlenor(1) 1-11-5 to 4-11-4 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 nonconcunent 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 "as Connections. 5) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 120 lb uplift at joint 3, 187 lb uplift at joint 2 and 10lb uplift at joint 4. Walter P. Finn PE Nd.22839 MTA USA, In.. FL Can8634 6904 Parka East Blvd. Tampa FL 33610 Data: May 2,2019 ®wARWNO- Vedrydesl9aparemovne andREAD NOTES ON TNISANDINCLUDEDN9rENREFERENCEPAGEMU 7Q3m .. IWMOIEBEFORE USE Design valid foruse only with MRek®connectors. The design Is based only upon parameters shown, and Is for an Indivldual building component, not a truss system Before use, the building designer must vertfythe applicability of design parameters and property Ncoryorate Nis design hoothe overall bWlEingdesign.Bracing indicated is to prevent buckling oflndMdual truss web anNor chont members only. Addftlenal temporary and permanent bracing MiTek' Is arwar, required for stability and to prevent collapse with possible personal injury end property damage. Forgenemiguldanceregamingthe lamination. storage, delivery, erecron and bracing ofbusses and truss systems, see ANS1,TP11 Quality omens, DSBd9 and BCS1 Building Component 6904 PaAe East Blvd. Safeylnformairon availablefrom Tmss Plate IneRVe,218N.Lee Simet,Suite31$Ml ndria,VA22314. Tampa. FL 36610 Job se Truss Type Oty Ply PALMETTO VILLAGE GARAGE [J7 T16941993 057622 Jack -Open 12 1 Job Reference (optional) tnamgers was, Inc., Con rierce, yL 3x4 = 5,240 s Dec 6 2015 MITek Industries, Inc. Thu May 2 G8:06:07 2019 Scans=1:19.3 Plate Offsets (X.Y)— 12:0.1-6 Edoel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d 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 Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wnd(LL) 0.17 4-7 >490 240 Weight: 231b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=211/Mechanical, 2=392104-0.4=96/Mechanical Max Horz 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(I11) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied orb-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 3=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-G-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 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 Us uplift at joint 3, 21916 uplift at joint 2 and 14 Ib uplift at joint 4. Walter P. Finn PE No22839 MTak USA, Inc. FL Cart 6934 6904 Parka East Blvd. Tampa FL 33610 Oats: May 2,2019 AWABMNG-VerOydeargn Pa tersantl BEADNOTES ON TMSAND INCLUDED AIREKREFERENCEPAGE ,M474TJrev. 101112015BEFORE 115E Design valid for use only with MnekW conneclors. This design b based only upon parameters shown, and is for an NdMdual bunting oomponeoL not a truss system Before use, the building designer must very the applicability of design parameters and properly Incorporate this design We the sweat buticangdesign. Bracing indicated is to prevent bucFnng of ln4Mdual truss web andror chord members ony. Mckhonalmmporaryandpermanertbracing MiTek' b always on,turedfor stabitry and to prevent collapse with possible personal lnjuyand property damage. Fergenamiguidanceregaranglhe fabricator, storage. naively, erection and bracing ofimeses and truss systems, see ANSVrPll Quality CHWde, DS6419 and SCSI Building Component 694 Parke East Blvd. Sarelylnrormarlon avalxble from Truss Plate Involute, 218 N. Lee Street. Suite 31Z Alexandra, VA 22314. Tampa, FL 36610 Job Truss Type City Ply PALMETTO VILLAGE GARAGET16941994 L'Wss 057622 Diagonal Hip Girder 4 1 Jab Reference (optional) cnamoers truss, inc., con eleme. FL 8.240 s Dec 6 2018 MTek Industries, Inc Thu May 2 08:06:08 2019 Scale=1:21.4 Id . 3x4 = 4Se It 5 3x4 = 74110 9-10-1 7-0-10 i 2-9b LOADING (pst) SPACING- 2-0-0 CSI. DEFL, in (too) Udell Ud 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 Hom(CT) 0.01 5 n/a rda BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Wind(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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. WEBS 2x4 Sic No.3 REACTIONS. (lb/size) 4=8/Mechanica1, 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(1_C 8) Max Grav 4=42(LC 6), 2=616(LC 28), 5=561(LC 26) FORCES. (Ib)-Max. CompJMax.Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=880/373 BOTCHORD 2-7=457/768, 6-7=-4571768 WEBS 3-7=100/401, 3-6=1008/600 NOTES- 1) Wind: ASCE 7-10; Vul1=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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle a 6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift atjoint 4, 3781b uplift at joint 2 and 33D Ib uplift atjoint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1001b down and 2016 up at 1-6-1. 100 lb down and 20lb up at 1-6-1. 131 Ib down and 79 Ib up at 4-4-0, 131 Ib down and 79 Ib up at 4.4-0, and 176 Ib down and 14416 up at 7-1-15, and 176 Ib down and 14416 up at 7-1-15 on top chord, and 27 lb down and 61b up at 1-&1, 27 fir down and 61b up at 1-6-1, 27 lb down and 13 Its up at 4-0-0, 27 Its down and 1316 up at 4-0-0, and 521b down and 251b up at 7-1-15, and 52 Ib down and 251b 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 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 (lb) Vert: 3=95(F=-48, B=-48) 7=79(F=-40, B=-40) 14=20(F=-10, 13=10) Walter P. Finn PE Nb.22839 MiTsk USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 AWARNING -Varlfyddpnpatamefen midREND NOTES ON TNISANDINCLUDE1311erEKREFERENCE PAGE 111147"3nn, fdpSr205BEFORE USE Design valid for use only with MITeoltcOnnedem. This design is based only upon parameters shown, and Is for an Individual boron, componem, not a Was symem.Before use, me building designer must vent, the epplitubigryofalevign paaindus and PrevvVnompocete Nis design into the overall bidding design. Brad, indicated is to preantbucMling of lndhalual Wss web anM1br chow members only. Additional temporary and pmmanent bracing MiTek' Is allays required for stability and to prevem co6apse with possible personal iNury and property damage. Forgenen0guldanceregamingthe fabrication, storage, derivery,emMon and baring of Wssesand truss systems, see ANSUFvf Ouollfy Carona, DSB49 and BC51 Buffering Component 6904 Parke East 8W. S010tylarormaflon avoidable from Truss Plate lnsttute,218 N.Lee Street, Sufte 312 Alexandra, VA 22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 1 sj4 Center plate on joint unless x, y offsets are indicated. 5EDimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Q-yT1fi r I For 4 x 2 orientation, locale plates 0- Vid' 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: ANSIFrPl1: 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 I I dimensions shown o scale) txteenths (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 NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311. ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. ©2012 MiTekG)All Rights Reserved rum W1 W MiTeka MiTek 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 or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this buss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear lightly 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 ANSIrrPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSITPI 1. a. 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 pmctice 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 pur ins 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 col 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 ANSITPI 1 Quality Criteria.