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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. MiTek RE: Q57622 - PALMETTO VILLAGE GARAGE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: GRANDE CONSTRUCTION OF FL Project Name: PALMETTO VILJ9EaG 8V-4IUddel: 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# ITruss Name I Date 1 IT16941986 JA 5/2/19 12 IT16941987 IA1 5/2/19 13 . IT16941988 IA2 I5/2/19 I 11 I11§941989 IGRA I5/2/19 I5 T16941990 I11 15/2/19 16 IT16941991 IJ3 15/2/19 17 IT16941992 1J5 15/2119 18 IT16941993 IJ7 15/2/19 19 IT16941994 IKJ7 1512/19 A IDF REVIEWED Fp®�Rg�gy y . IL.R.�`V p� BOCC 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 oertificatilF that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/fPI 1. These designs are based upon parameters shawn (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. M7ek 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. SCANNED St LuCie County No 22839 ILE COP"��rye • STATE OF .44/ S111ONAk �0*1 Walter P. Finn PE Na.22839 MiTek USA, Inc. FL Cart 6634 6994 Parke Fast Blvd. Tampa FL 33610 Date: May 2,2019 Finn, Walter 1 of 1 Job Truss Truss Type City Ply PALMETTO VILLAGE GARAGE T16941986 057622 A ATTIC 7 1 Job Reference o lional Chambers Truss, Inc., Fort Pierce, FL bi 8.24D a Dec 6 2018 MiTek Industries, Inc Thu May 2 05:05:01.) 2018 Scale =1:40] 4x4 = 31 = 3x4 = sing = 3x4 = 3x5 = q Plate Offsets (X Y)— 12:0-0-2 Edge) 16:0-0-2 Edge) LOADING (Pat) SPACING. 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ven(LL) -0.08 10-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.20 10-13 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.26 Hoa CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wnd(U-) 0.10 10A3 >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 Harz 2=-187(LC 10) Max Uplift 2=-619(LC 12), 6=619(LC 12) FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (lb) 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 pudins. BOTCHORD Rigid ceiling directly applied or 7-1-14 oc bracing. NOTES. ` 11 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=1511; S=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, Intedor(1) 1-11-5 to 11-6-0, Extedor(2) 11-6-0 to 14-6-0, Interior(1) 14-6-0to 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 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 fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61911b uplift at joint 2 and 619111 uplift at joint 6. 6) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cast 6634 69U Parke East Blvd. Tampa FL 33610 Data: May 2,2019 ®WARNING- Vedydseignpa meters andREAD NOTES ON THISANDINCLUDED MITEKREFERENCE PAGE4gP7MIov. 10/aM0159EF01W USE Design valid for use only with MTek® oonnetlom. This design Is based any upon parameters shown, and Is for an IndiNdual building component, not a truss system. Before use, the building designer must veriythe applia lilyof design parameters and properly insaMorate this design Into the overall butldutgdesgn. Bracing indicated late prevent buckling of incMdualtruss web andlor More members only. AddNonal temporary and Permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. ForgeneralguidarmiegareInghie fabrication. storage, delivery, election and bracing oftrusses and truss Wdems, see ANSI/rPlf Quality abode, DS0d9 end Best Building Component 6904 Parke East BAN. Sideyinhasoadon avalableham Tmss Plate InsAOe,218N.Lea Sireel.Sude312,Alexandria.VA22314. Tampa,R Stand Job Truss Truss Type 0ty My PALMETTO VILLAGE GARAGE T16941967 057622 Al Hip 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4x4 = 4x4 = 4 5 8.240 s Dec 62010 MITek Industries. Inc. I nu May 2 U dU aUl 2U19 Scale=1:41.4 3x5 = 2x3 II 3x6 3x4 = 3x4 = 2x3 II 3x5 = 7A-0 i 11-0-2 112-0-0 1 15-3-12 I 23-0-0 Plate Offsets (X Y)— (2:0-0-2 Edqe) j7:0-0-2 Edgej LOADING (pat) SPACING. 2-&0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 VerhLL) -0.09 13-16 >999 360 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.2313-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC20177fP12014 Madix-MS Wnd(LL) 0.1513-16 >999 240 Weight: 10916 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4.7-10 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-11-6 cc bracing. WEBS 2x4 SP No.3 REACTIONS._ (lb/size) 2=1109/0-8-0, 7=1109/0.8-0 Max Hom 2=180(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=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, 1D-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; TCOL=4.2psf; SCDL=3.Opsf, h=15ft; 6=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 l l-0-0, Esderior(2) 11-0-0 to 16-2-15, Intefior(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 pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconwffent 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-D-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 619 to uplift at joint 2 and 619 lb uplift at joint 7. Walter P. Finn PE No.22839 MTek 05A Inc. FL Carl 6904 Parks, Beat Blvd. Tampa FL 3S610 Date: May 2,2019 ®WARNING- Vargydesignparameters and READ NOTES ON MSANDINCWDEDasTEKR£FERENCE PAGE NA7473rev. ta/OY2ale BEFORE USE Design valid for use ony wan MTeka Connectors. This design is based any upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity me applicability of design parameters and pmpery Ideelporste this design into vie overall building design. Bracing indicated is to prevent bung of indmdual Was web dealer chod members only. ALdaional lempomry add pemlanant bracing WOW Is always required for stability and to prevent conapse with possible personal injury and property damage. Forgeneralguidanceregarding Ble fabrication,do,age,deIrvery, erection and bractngofuusses anitmssaystems.see ANS171I1 Quality Criteria, DSB-99 and SCSI Building Component 6904 Parka East Blvd. Salerylnrarmation availablefrom Tmss Plate1nWN e,218N.Lee Steel,Suae312.Alexandda,VA22314. Tampa, FL 36610 Job Truss ToursType Oty Ply PALMETTOVILLAGEGARAGE T16941988 057622 A2 Hip 2 1 Job Reference (optional) unamcers truss, inc., con Yleroe, rL a.z4u s use o Litter ninon mausnles, i nc. IOU WGyc Scale=1:41.1 4x5 = 4x3 _ 4 20 21 5 4x4 = 3x4 = 3x5 = 3x4 — 4x4 = 9-0 54 9-0-0 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (lac) I/deN Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ven(LL) -0.20 11-14 1999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.37 11-14 >736 240 BOLL 0.0 ' Rep Stress Ina YES WB 0.17 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2017/-rP12014 Matrix -MS Wind(LL) 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 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=1109/0A-0, 7=1109/0-8-0 Max Horz 2=150(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=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=-12D4/l855 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; Vultml70mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; 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, Intenor(1) 1-11-5 to 9-0-0, Exlenor(2) 9-0-0 to 13-2-15, Intedor(1) 13-2-15 to 14-0-0, Extenor(2) 14-0-0 to 18-2-15. Intedor(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 pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61916 uplift at joint 2 and 6191b uplift at joint 7. Walter P. Finn PE N0.22839 MIT& USA, Ina FL Can 6634 6904 Parke East Blvd. Tampa FL 3$610 Date: May 2,2019 ® WARNING. Verity design paramatea antl NEAR NOTES ON T HIS AND INCLUDED M1grEK REFERENCE PAGE NI 7473 m. IW0.V1015 BEFORE USE aaaaa Design valid for use only with Mrrel® co m000m. Tbis design is based only upon parameters shown, and is for an inalmdual building component,not �� a truss system. Before use, Me building designer must vent' Na applicability of tesgn parameters and property incu this design Into the overall Borate boadingdesign. Bracing Indicated is to prevent buckling of indiNdual truss web antler Nord members only. Additional temporary and permanent bracing MiTek' Is allays reguved for Mobility and to prevent collapse with possible personal Injury and property damage. Forgeneralguidanceregarding Ne fabrication, manage, dellnery, erection and braung oftrusses and Voss systems, on ANS0TPI1 Quality Corona, DSB49 and Best Building Component 6904 Parke East BIW. Saroyinformatlon awilablefmm Tmss Pl4elnsNme.218N.Lee Street,Suke3l2.Me%andda,VA22314. Tampa. FL 36610 Job Truss Truss Type Ory Ply PALMETTO VILLAGE GARAGE T16941989 057622 GRA Hip Ginter 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MlTek Industries, Inc. Thu May 2 08:06:04 2019 Page i ID:4b7 WjJiEa9EoSikajSU VXUzPBJn-0BdDLNzbCRspamVclHioVzOFCP8_ggMEEuORPMzKbl1 11-0 33--99--1139-2-2 -2-02 6I1-04 4-2 3-9-14 1-0O 5x8MT18HS = e— r ere II 16 174 18 19 5x8 MT18HS = cxe 3.10 II bxe 3x8 = 3sio It 3-9-14 74]-0 11-0-0 1 fi0-0 19-2-2 230-0 Scale = 1:41.1 3-9-ib I I 4bD 4-6-0 I 3-2-2 3-9-14 Plate Oftsets(XY)— 12:0-4-00.1-14] 13:D-5-4D-2-4] 15:0-5-0D-2-4116:D-4-0D-1-14] LOADING (psq SPACING- 2-0-0 Cat. DEFL. in (loc) Udefl Lid 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 VerhCT) -0.38 9 >719 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WE 0.37 Horz(CT) 0.09 6 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1191b 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=228910-8-0, 6=2289/0-8-0 Max Holz 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=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 or6-1-7 oc bracing. 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=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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-S-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 Ib 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 lb down and 371 lb up at 7-0-0, 198 Ib down and 2041b up at 9-0-12, 1981b down and 204 lb up at 11-G-12, 198 lb down and 204 Ib up at 11-11-4, and 198 lb down and 204 Ib up at 13-11-4, and 3271b down and 371 Ib up at 16-0-0 on top chord, and 6061b down and 3921b up at 7-0-0, 94 lb down and 34 lb up at 9.0-12, 941b down and 34 lb up at 11-0-12, 94 lb down and 34 It, up at 11-11-4, and 941b down and 34 Ill, up at 13-11-4, and 606 lb down and 3921b 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 (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 13=70, 3-5=70, 5-7=70, 2-6=20 Walter P. Finn PE No.22839 Write USA, Ina FL Cad 66M 6904 Parke East Blvd. Tampa FL 33610 Data. May 2,2019 ®WARNING- Vedy Jesrgnparameters antl READNOTES ON TMSANDINCLUDEDNITENREFERENCEPAGEOg7r 3rev. WilrMUPPIDEFORE USE Design valid truss onywdh MTek®connaders. This design Is based only upon parameters shown, and is foran individual building component, not a bass system. Before use, the building designer must venfythe applicability of tlesign parameters and properly inw,dorate this design into the overall building design. Bracing Indicated is to prevent buckling of lndMdual truss web arbor chord members only. ABEgianal temporary and poreement bracing MiTeW Is always remained for Mobility and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage,delivery, erection and breang oftrusses and buss systems, see ANSUTR1 Qualify aspects, DSB419 and SCSI Building Component 6904 Parke East BNd. Safetylnforma ian avalable from Truss Plate Institute, 218 N. Lee Street, Sufte 312, Nuandda, VA22314. Tampa, FL deal Truss Tuss Type Oty Ply PALMETTO VILLAGE GARAGE T76941989 Lob GRA Hip Girder 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MITek Industries, Inc. I nu May Z ud:u6:u4 203V rage z ID:4b7WjJiEx9EOSikajSUV UZPBJn-0BdDLNzbCRspamVclHioVzOFCPBygM EEuORPMzKbl1 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-141(B) 5=141(B) 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(13) ®WARNING. VedfydesignparamerereandROU)NOTE50NMSAND INCLUDED h1HEKREFERENCEPAGE MIp7173rev.f0/O312015BEF0REUSE Design valid foruse odi, MMTdM connecters. This design is based any upon parameters Adair. and Is for an inalmdual building component, not �� a buss system. Before use, the Wilding designer must verify the applicability of design parameters and papally Incoryoate this design inbome overall buildingdesign. Bracing indicated is to prevent molding of indnidual lmssweb andfor Mod members ony. Additional temporary and pmmanerrt bracing MiTeW is always requ'ved for stability and to praveid collapse with possible personal Injury and property damage. For general guidance regarding the I-lor.ugn, storage, delivery, erection and brauiig of bosses all lass systems. see ANSM11 Qualify Corona, DSB49 and BCSI Building component 6904 Palle East Blvd. Safefylnfomiafion avalable from Truss Plate Inndute, 218 N. Lee greet, Suite 312. Aleasndds, VA22314. Tampa. FL 36610 Job Truss Truss Type Ory Ply PALMETTO VILLAGE GARAGE T16941990 057622 J1 Jack-0Pen 8 1 _7 Job Reference toptional Gnambers truss, Inc., I -on "... rL 3x4 = LOADING (psf) SPACING. 2-D-0 Cat. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ved(LL) 0.00 5 >999 360 TCDL 15.0 Lumber DOL 1.25 SC 0.03 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wnd(LL) -0.00 5 >999 240 LUMBER. BRACING. Scale =1:6.5 PLATES GRIP MT20 244/190 Weight: 5 lb FT=20% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 ec pudins. 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 Grav 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; Vui1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; 3CDL=3.0psf; h=15ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) -This truss has been designed for a live load of 20.0psf 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 lb uplift at joint 2 and 3 Ill uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 ®WARMNG.VerWdeslgnpaoometersand BEADNOMSONMSANDINUUDEDMREKREF£RENCEPAGEMI4)47JrevIMM015BEFOREDSE Design valid for use onywth Mirekffi sourestors. This design Is based only upon parameters shown, and Is bran indi dual building wmponeM, not a truss system. Before use, the building designer must verify Me appGwb ig, of design parameters and propedy &.Rost. this design Into the ovarall builiingdesign. BoeingindiwtedistopreventbucklingofindividualWsswebandAuchodmembersony. Additional temporaryand surnaneMb2cing MiTek' is always required for stabi9ly and to prevent collapse with possible personal inlmy and property damage. ForgeneralguidanceregaNuglhe fabrication, sludge, delivery, erection and booting ofWsses and Musa systems, see ANSVfP1l Quality Contents, USB419 and SCSI Building Component Said Parke East Biwa, Seli tylnrmmatlon available Imm Truss plate Inshute, 218 N. Lee Sbea4 Sube 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply PALMETTO VILLAGE GARAGE T16941991 Q57622 J3 Jack -Open 8 1 Job Reference optional) wambers truss, mc., ran ner , ra 3x4 = Sees=1:10.8 3-0-0 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(L-) -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 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MP Wind(LL) 0.01 4-7 >999 240 Weight: it lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=81/Mechanica1, 2=219/0-8-0, 4=38/Mechanical Max Harz 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. (lb) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft;B=45ft; L=24111; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exdenor(2)-1-0-11 to 1-11-5, Inlenor(1) 1-11-510 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 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.., 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 3, 159 lb uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE N0.22839 MiTak USA, Ina FL Cwt 6834 6904 Parka East Sind. Tampa FL 33610 Date: May 2,2019 ®WARNING-Vedtylatlgnparzmefers andREADNOTES ON 710SANDINCLUDED M1OTEKNEFERENCEPAGE4VAWtt ev. 10 MOISBEFORE USE Design valid for use only wdh MRek® connectors. This design is based only upon parameters shown, and is for On individual bundling component net a truss system. Before use. me coding designer must very the applirabiley of design parameters and property mornmete Nis design into the overall indiNdual truss members only. Addbbnal temporary and bratmg MiTek' buildingdeogn. Bracing indicated is to prevent bucking of web anNor rNord Permanent is always required for comet, and to prevent collapsew4h possible personal inpmy and property damage. For general guidance regarding the fabrication, storage,delivery,ereCion and bracing oPousses and truss systems, see ANSOTP/i DueiifyCrUeda, DSa-69 and BCSI Building Component 6904 Parke East BNd. Safety/nformaffan avanablefmm Tmss PIMt insibute,218N.Lee SUeet.S.de312,Alexandria,VA2MI4. Tampa. FL 36610 Job Truss Truss Type City Ply PALMETTO VILLAGE GARAGE T16941992 05]622 J5 Jack -Open 8 1 Job Reference (options Chambers Truss, Inc., Fort Pierce, FL 3x4 = B240 s De0 6 2U11i MI I eK InclUSmes, Inc. I n0 May Z VM Wvl zu's rage l Scale=1:14.9 5-0-0 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Wall Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Verti -0.03 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.07 4-7 -837 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Vdmd(LL) 0.07 4-7 >819 240 Weight: 17 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puklins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 Oc bracing. REACTIONS. (lb/size) 3=147/Mechanical, 2=304/0-8-0, 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. (lb) - Max. Comp./Max. Ten. -AU forces 250 (Ib) or less except when shown. NOTES- 1) Wiind:ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf, h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exte ior(2) -1-0-11 to 1-11.5, Intenor(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 nonconcurtent with any other live loads. 3) `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 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, 10716 upli t at joint 2 and 101b uplift at joint 4. Walter P. Finn PE No.22839' MiTek USA, Inc. FL Cod Will 6904 Parke East Blvd, Tampa FL 33610 Data: May 2,2019 ®WARMNG-Verdi, deargnPvarn.l rs and READ NOTES ON MS AND IMXVDEDAGFEKREFERENICE PAGE F9F141]. 1GNJ/t01S BEFORE USE Design valid for use only win MTeine connectors. This design Is based ony upon parameters shown, and is for an individual buffd'og oomponen, not a truss system. Before use, Me building designer must vanity the appfitability of design parameters and property into Borne this design into the overall buildngdesign.. Bracing Indicated is to prevent buckling of indonduai truss web andior chord members only. Add6w Itemporaryandpelmanendbracng MiTek' is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery,eredun and bating drosses and bass systeme.see Afflapl (Quality Croode, DSB49 and SCSI Building Component 690,1 Parke Fist Blya Soletylefa cradon av labla fmm Tmss Pine lnst6u e, 218 N. Lee S Me, SUee 312, Alexmdda, VA M14. Tampa, R 36610 Jab rues Truss Type Qty Ply PALMETTO VILLAGE GARAGE T16941993 Q57622 J7 Jack -Open 12 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.240 s Dec 62018 MTek Industries, Inc Thu May 208:06:672019 Pagel ID:4b?VAJiEx9EoSikajSUVXUzPBJn-ojJL POTUMEORDEBzPGV6bemcBCl6ghwscSOhzKbl_ -0-0 7-0O i 110 7-0 Scale = 1:19.3 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL1 -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 Inter YES WB 0.00 Hoa(CT) -0.00 3 file n/a BCDL 10.0 Code FBC2017/TPl: Matrix -MP Wmd(LL) 0.17 4-7 >490 240 Weight: 23 Is FT=20% LUMBER. TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=211/Mechanica1,2=392/G-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 purlins. BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3Dpsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-11 to 1-11-5, Intenor(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 noncorecument with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17516 uplift at joint 3, 2191b upldl at joint 2 and 14 lb uplift at joint 4. Walter P. Finn PE N0.22639 M7ek USA, Inc FL Ced6634 6904 Parka East Blvd. Tampa FL 33610 Date: May 2,2019 QWARNING-wakedesignpaomerersendREAD NOTES ON TIOSAND INCLUDEDM1STEKREFERENCEPAGEMIA7473rev. 10/ai12015BEFORE USE Designvalid forms onywkh M(TeMearrectnrs. This design is based only upon parameters shown, and is for an Individual building component, net �■ ■` a must system. Before use, Me balding designer must vans applicability of design parameters and property Incorporate this design Into the overall buildhgdeagn. Bracing Inhibited is to prevent buckling of indiuduaitmss web andlorchoN members only. Addiaional temporary and permanent bredng MiTek' is always required for stabidy and to prevent collapse weir possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, emotion and bracing of trusses and buss systems, see ANSUTPHQoaIdy baeda, DSB-09 and SCSI Building Component 6904 Parke East Blvd. SAeylnbnnaGan available from Truss Rate lnMROa, 218 N. Lee St.M, Sblle 312, Alexandria, VA2MI4. Temp., R 36610 Job Truss Truss Type Oty Ply PALMETTO VILLAGE GARAGE T16941994 05]622 KJ7 Diagonal Hip Girder 4 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL I 8.240 a Dec 621316 MI I ex lnau5Vle9, me mu may z ud:06:08 20ia rages Style =1:21A to , 3x4 = ...._ .. 3x4 = 7-010 7-0-10 2-sib LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (Joe) Wen L/d 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 WB 0.26 Hom(CT) 0.01 5 We n/a BCDL 10.0 Code FBC20177rP12014 Matrix -MS Wall 0.08 7-10 >999 240 Weight: 3916 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=8/Mechanical, 2=60910-10-15, 5=559/Mechanical Max Harz 2=214(LC 8) Max Uplift 4=107(1-C 24), 2=378(LC 8). 5=-330(LC 8) Max Gant 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 BOT CHORD 2-7=457/768, 6-7=457f768 WEBS 3-7=100/401, 3-6=-1008/600 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid calling 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.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=D.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 nonconcurent 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 10716 uplift at joint 4, 378 lb uplift at joint 2 and 330 He 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. 1001b down and 201b up at 1-6-1, 131 Ile down and 79 Ib up at 4.4-0. 131 Ib down and 79 lb up at 4.4-0, and 176 Ib down and 1441b up at 7-1-15, and 176 lb down and 1441b up at 7-1-15 an top chord, and 271b down and 6 Us up at 1-6-1, 271b down and 61b up at 1-6-1, 271b down and 13 lb up at 4-4-0, 27 Ib down and 13 lb up at 4-4-0, and 52 Ib down and 25 lb up at 7-1-15, and 521b down and 25 lb up at 7-1-15 on bottom chord. The design/selection of such connection devica(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-0=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 No.22839 MiTek USA, Inc FL Cod 6634 69H Parke East BNd. Tampa FL 33610 Data: May 2,2019 ®WARNING-VBdrydvd mPemmehrsandRE4D NOTES ONTHISANDINr1UDEDaBrEKREFERENCE PAGEMIWn3rev. IM112015BEFORE USE Design valid for use onywith Mrek®connedi This design is based only upon parameters shown, and is for an individual building component. not a buss system. Before use, the building designer mustveny0e appicxbid, of design parameters and properly Incorporate Nis design intone Overall Wsswebm&orchodmembemony. Mcitionaltemporzryandpennanentbranng MiTek' buldingdesign. BmCngiWi edistopmwntburingofindividual is always required for stability and to prawat corlapse with possible personal lrq y and pmpemy damage. Forgenereguidanceregardingthe fabrication, storage, delivery, erection and biasing ofbusses and truss ,dams, we ANSVroll Quality Carona, DSB49 and BCSl Building Component 6904 Parke East Blvd. Safetylnrormation available from Tmss Plate Institute, 218 N. Lee Street. Suke 312, Alexandria VA22314, Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 3I4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to bath sides of truss and fully embed teeth. Ole 41 For 4 x 2 orientation, locate plates 0- 'hd' 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 by symbol shown and/or th by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: 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 648 I I dimensions shown in scale) (Drawings not to scale) TOP CHORDS 0 O U 0 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 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 Engineering Reference Sheet: MII-7473 rev. 1010312015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss sparing, 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 paNes. 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 ANSIrl-PI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 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 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 cut or alter truss member or plate without prior approval of an engineer. 17. Install and toad 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/TPI 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. MiTek RE: Q57622 - PALMETTO VILLAGE GARAGE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: GRANDE CONSTRUCTION OF FL Project Name: PALMETTO VILLR1993MM405del: 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: FBC20171TP12014 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. ISeal# Truss Name I Date 1 IT16941986 JA 5/2/19 12 I T 16 941987 I A 1 15/2119 I3 IT16941988 IA2 15/2119 I 4 IT16941989 IGRA 15/2/19 �5 IT16941990 A 15/2/19 I I6 IT16941991 IJ3 15/2119 I7 IT16941992 IJ5 15/2/19 8 IT16941993 IJ7 15/2/19 I I9 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 jurisdiction(s) identified and that the designs comply with ANSVTPI 1. These designs are based upon parameters ,shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek'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. SCANNED BY St. Lucie County J %P ER'P' i No 22839 _ i3 STATE OF :��Z � E�C2�. Walter P. Finn PE No.22639 MITek USA Inc. Fl. Carl 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: May 2,2019 Finn, Walter 1 of 1 Job Truss Truss Type Qty Ply PALMETTOVILLAGE GARAGE T16941986 Q57622 A ATTIC 7 1 Job Reference (optional) 31 Truss, Inc., Von Pierce YL 44 = 8.240 s Dec 6 2018 MITek Industries, Inc. Thu May 2 08:06:00 2019 Scale=1:40.7 axis = 3x4 = axis = 3x4 34 id Plate Offsets (X,Y)— [2:0-0-2,Edge), [6:0-0-2,Edgel LOADING (par) SPACING- 2-D-0 CSI. DEFL. in floc) Videll If PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.08 10-13 1999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.20 10.13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(CT) 0.05 6 n/a rule BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wind(LL) 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. (Ili/size) 2=1109/0-84, 6=1109/0-8-0 Max Ho¢ 2=-187(LC 10) Max Uplift 2=-619(LC 12), 6=619(LC 12) FORCES. (Ib) - Meet. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2068/1238, 3-4=-1833/1157, 4-5=1833/1157, 5-6=2068/1238 BOTCHORD 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=4501409 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-10 cc puffins. BOTCHORD Rigid ceiling directly applied or 7-1-14 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuN=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 Ectedor(2)-1-0-11 to 1-11-5, Intedor(1) 1-11-5 to 11-6-0, Extenor(2) 11-6-0 to 14-6-0, Interior(1) 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 par bottom chord live load nonconcuffent 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-D-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 6191b uplift at Joint 2 and 6191b uplift at joint 6. 6) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No 22339 MiTsk USA, Inc. FL Cold 693E 6904 Parka East Blvd. Tampa FL 33610 Date: May 2,2019 ®WARNING -Verify design parameters anJRERD NOTES ON This AND INCLUDED a EK REFERENCE PAGE ADLT473 mv. fe/Oa/4016 BEFORE USE Design valid for use only with Mffess connectors. This design Is based only upon parameters shown, and is for an Individual leading component, not a truss system Before use, the building designer must vedl the apFlitabiley of design parameters and property Incorporate this design into the overall buildingdesgn. Bracing Indicated is to prevent bucking of Individual truss web antler chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal in)uryand pmpeM damage. For general gukance regarding the fabrication, storage, delivery. erection and bracing altruists and truss systems, see ANSDTP/f Quality Credits. DSB49and BCSI Building Component SafeylnrarmRlon avabblefrom Tmss Plate lnbbile,218 N. Lee Sbeet,Suge312.Aleuaddd,VA22314. 6904 Parts East BM. Tampa, FL 36810 Jolla Truss Truss Type Qty Piy PALMETTO VILLAGE GARAGE T16941987 057622 Al Hip 2 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MTek Industries, Inc. Thu May 2 08:06:01 2019 Page 1 ID:4b?WIJiWEoSikajSUVXUzPBJn_ay4jMxivWFEjlmlc995tKOrgC7QTLWoYw9nplzKbl4 -1-0-0 7-8.4 11-0-0 12-0-0153-12 23-0-0 y4-0-0, 1-0-0 I 7-64 3312 11." 1 3342 74L4 14]-0 t Scale =1:41.4 4x4 = 4x4 = 4 i$ US = 2.3 II 3rt = U4 = 3x4 = 2x3 II 3x5 = 7-8-4 11-0-0 12-0-0 153-12 23-0-0 ]434 3312 1-0-0 33-12 7-e-4 Plate Offsets (X Y)— 12:0-0-2 Edgel f7:0-0-2 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Mde8 Ud PLATES GRIP TCLL 20.0 Plate Grip 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 Vert(CT) -0.2313-16 1999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.31 HoR(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(L-) 0.151316 >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 oc purlins. BOT CHORD 2x4 SP M 30 SOT CHORD Rigid ceiling directly applied or 6-11-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1109/D-8-0, 7=1109/0.8-0 Max Horz 2=180(LC 11) Max Uplift 2=-619(LC 12). 7=619(1_C 12) FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(I1a) or less except when shown. TOP CHORD 2-3=-1987/1235, 34=1437/1027, 4-5=12651969, 5.6=1437/1027, 6-7=1987/1235 BOT CHORD 2-13=98911757, 11-13=98911757, 1D-11=-612/1265, 9-T0=-1004/1757, 7-9=1004/1757 WEBS 3-13=231301, 3-11=7301649, 4-11--337/467, 5-10=-337/467, 6-10=731/549, 6-9=23/301 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-sewnd gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=4511; L=24ft; eave=oft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exte lor(2) -140-11 to 1-11-5, ntenor(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 including. 4) This truss has been designed for a 10.0 psf bottom chord live load nonwncument 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 bearing plate capable of withstanding 619 lb uplift at joint 2 and 619 It, uplift at joint 7. Wafer P. Finn PE No.22839 MTek USA Inc. FL Cart8834 6904 Parka East Blvd. Tampa FL 33610 Date: May 2,2019 ©WARfaNa-Vafr3.dew penmereraantlRE4g NaeEa aN PAGEA9Lr4r3humn, coarpo ent haE in validroc umonryw,NMnekin,d.sso nor asedonly shown. and1, Is based only uponpaamNersters is degnInto Me onot must emy,taesign . Was anslurbfor Incoran porate brae vetlythe appltrass w b de4gn parameters and ply. Ad hcoryotem Nis design Into Me Permanent a buss system saran, use, the bottling reven buckling is tempoarygadingMeem gracing Ntrdmemamaers e.For prerantflapse alnysrequi.dfor MiTek' withossitdedltlteewICaddrnr vaindicatedilynd epersonal general Me balwaysrestoredforstabity, antliopreventchng Is prevent propeMtlamege. Forgeneralers, DS9regarding systems, see geellry Cdrado, 0a9-99 end BCal Building Component of busses Vwasyst.Sufte a detivery,erectionand Eating of e9rapa Parke East Blvd dra,VAANSIMPH Sorary8nformaga, a4rery lnrorma0pn available from Tmss Restraints, 219 N. Lee Street 6ude J12, Alexandria, VA 223 W. ts, 21 N. Temps, FL 36610 Jab Truss Truss Type Oly Ply PALMETTO VILLAGE GARAGE T16941988 057622 A2 Hip 2 1 Job Reference (optional) GnamOers buss, mi Pon Pierce, FL 8.240 s Dec 62018 MITek Intlustries, Inc. Thu May 2 03tIX5:03 Zulu Page 1 Scale = 1:41.1 4x6 = 4x5 = 4 20 21 5 44 = 3x4 = sea = 3x4 = 434 = 900 14-0-0 2&0-0 8-0-0 150 L9-0-0 LOADING (pat) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell L/d 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 Ina YES WB 0.17 Hom(CT) 0.05 7 Na n/a BCDL 10.0 Code FBC20171"P12014 Matrix -MS Wnd(LL) 0.17 11-14 >999 240 Weight: 97 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-4 cc pudins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied orb-7-13 cc bracing. WEBS 2x4 SP No-3 REACTIONS. (Ib/size) 2=1109/0-8-0, 7=1109/0-8-0 Max Horz 2=150(LC 11) Max Uplift 2=619(LC 12), 7=619(LC 12) FORCES. Qla) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except When shaven. TOP CHORD 2-3=2047/1420, 3-4=1728/1193, 4-5=1566/1148, 5-6=1728/1193, 6-7=2047/1420 BOTCHORD 2-11=1 190/1957,9-11=843/1589, 7-9=-1204/1855 WEBS 3-11=-461M41, 4-11=183/430, 5-9=183/431, 6-9=4621441 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; 8=45ft; L=24ft; eave=oft; 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 900, Exterior(2) 900 to 1M-15, Intertor(1) 13-2-15 to 1400. Extedor(2) 1400 to 18-2-15, Interior(1) 18-2-15 to 24-0-11 zone;C-C for members and forces 8 MWFRS for reactions shaven; 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 nonconcu0ent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the botom chard in all areas where a rectangle 3.6-0 tall by 200 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 He uplift at joint 2 and 619 lb uplift at joint 7. Walter P. Finn PE No.22839 MTex USA, Ina FL Cad 6B64 6904 Parka East Blvd, Tampa FL 31610 Data May 2,2019 AWANNING.Vedfydesignp etemandR N01E5ONTNISANOWCLODEOM19rENREFEBEFICEPAGE 703ray.fOMi NSBUOR£ME Design valid foruse onlywith MTeida correctors. This design Is based only upon parameters show, and B (Oran exNaual buadng component, net �t a truss system. Before use, the building designer must verify gw applicability of design Parameters and property Incorycmte Mis design ini Overall hullCNgdeslgn. BracMg indicated is to prevent beiWiing of Individual Wu web never count members Only. Milani temporary and rennanerd bracing MiTek' Is always required for stability and to prereN collapse win possible personal Mauryae property damage. For general guidance regarding lye (abdraBon, storege, tlelivery,eredlOn andbmWgof WssesaM Wss syslems,ue ANSITP11Quietly, [dfed., DSB-B9 and BCSl Building Component 6904 Parke East Bind. Sofery/nformWan avagaEle hem Truss Plate InsldNe, 218 N. Lee 61reei Suge 31$ Plexan@In, VA2ZJ14. Tampa, FL 36610 Job Truss Truss Type pry Ply PALMETTO VILLAGE GARAGE T16941969 057622 GRA Hip Girder 2 1 Job Reference (optional) Chambers Truss, mc, ranricros, FL 8.240 s Dec 6 2018 MTek Industries, Inc. Thu May 2 08:06:04 2019 Scale = 1:41.1 SxB MT18HS = 2.3 II 16 17 4 18 19 6x8MTI8KS = '"� - 3.10 II 0110 Us = 3x10 II 3-414 7-0-0 1 11-6-0 1 164-0 1 19-2-2 1 23-0-0 Plate Offsets (%,V)-- t2:0-4-0,0-1-141,13:0-5-4,0-2-41 f5:0.5-4 0-2-41 f6:0-4-0 0-1-141 LOADING (Pat) SPACING. 2-0-0 Cat. DEFL. in (too) Vdee L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 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 a719 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Ina NO Via 0.37 Hom(CT) 0.09 6 n/a r1a 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. (lb/size) 2=2289/0-8-0, 6=228910.8-0 Max Hoe 2=120(LC 7) Max Uplift 2=-1421(LC 8). 6-1421(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 260 (lb) or less except when shown. TOP CHORD 2-3=5160/3134, 3-4=-5441/3415, 4.5=5441/3415, 5-6=515913134 BOT CHORD 2-11=2738/4686, 9-11=2760/4733, 8-9=2760/4733, 6-8-2737/4685 WEBS 3-11=-4461936, 3-9=-595/964, 4-9=763/619, 5.9=596/965, 53=446/935 BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling 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; Vuh=170mph (3-second gust) Vasci 32mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=458; L=241t; 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 pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonc rnwnent 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 write 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 It, uplift at joint 2 and 1421 Ib uplift at Joint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3271b down and 371 Ib up at 7-0-0, 198 Ito down and 2041b up at 9.0-12, 198 He down and 2041b up at 11-0-12. 198 lb down and 204 He up at 11-114, and 198 Ib down and 204 lb up at 13-114, and 32716 down and 371 lb up at 16-0-0 on top chord, and 606 lb down and 39216 up at 7-0-0, 941b down and 341b up at 9-0-12, 941b down and 341b up at 11-G-12, 94 Ib down and 341b up at 11-11-4, and 94lb down and 34 Ib up at 13-11-4, and 60611adown and 392 Ib 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 (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 N0.22839 NITA USA Inc FL Cart 0634 SS04 Parka Sent Blvd. Tampa FL 33610 Date: May 2,2019 ®WARNING-Vergydesrgnpanmerm anEREADNOTES ON MSANDINCLUDEDAtant REFERENCE PAGEM1D4TI73mv. 10O3,2015BEF019E USE Design valid for use orTywbh Mnek®connedom. This design Is based only upon parameters shown, and is for an Individual building component. not ��• amuss system. Before use, Don building designer must vebry uw appborbilhy ofdesign parameters and properly lncomorars this design into 0e overall bralcngdesign. Bracing indicated late prevent bucking M lncMdualmuss web andlorci members any. Additional temporary and permanent bracing MOW is allays required for stability and to prevent collapse with possible pereorml injwyand property damage. For general guidance regarding 0e fabrication. storage, delivery; erection and bracing ultrusses and Muss systems, we ANSVTP/1 Quality Cinema, DSa89 and BCS1 Building Component 6904 Parke East Bid. Sefoylnformatlon available hem Truss Rate Institute, 218 N. Lee Street, Surinam, Alemndda, VA22314. Tampa, FL 36610 Job Truss Truss Type pty 71' T16941989 057622 GRA Hip Girder 2 ce (optional) Chambers Truss, Inc, Fort Pierce, FL 8.240 s Dec 6 2018 MTek Industries, Inc Thu May 2 08:06:04 2019 Page 2 ID:4b7 WjJiFx9EoSikajSUVXUZPBJn-0BdDLNzbCRspamVclHioVzOFCPBygMEEuORPMzKbl1 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=141(B) 5=141(B) 10=-76(8) 11=606(B) 8=-606(B) 16=141(B) 17=-141(B) 18=-141(B) 19=141(13) 20=76(13) 21=-76(B) 22=76(13) ®WARNDLD- Verirydesrgnpammde ewad READ NOTES ON TNISANDINCLUDEDMITEKREFERENCEPAOEMIF74rirev. 1eWvt?M5 BEFORE USE Design valid for use only with bbTek®cormedors. Tnls design is based only upon parameters sbdwn, and is fares individual bums, component, sat e Was system Before use, Me building designer mustvedy the applicablNyof design parameters and properly Incorporate this design into 0e overall buildingdesign. Bmdng indicated Is to prevent buckling of NdlAdual Was web arwor chord members any. Adddlonal temporary and permanent trading NOW Is always required for stability and to prevent collapse with possible personal injury and popery damage. For general guldance regarding the fabrication, storage. delivery. erection and bradag oflmsses and Miss systems. see ANSWRI Dually Cdfoda, DSB49 and BCSI Building Component 6904 Parke East Blvd. Sarorylnformation available Wm TNss Platelnst3Nq218 N. Lee Street, Sude312, Aleaandmi.VA22314. Tampa,R 360lo Job loss Truss Type Ott, Ply PALMETTO VILLAGE GARAGE T16941590 057622 J1 Jack -Open 8 1 Job Reference (option diZ4U s Use b ZUIU MI I aK IDgU5BIe5. IOC. I nu May 2 OB:O3:05 2019 Pape 1 A d d Us = Scale = I:6.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) utlen L/tl PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.22 Vetl(LL) 0.00 5 e91 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Ved(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 4 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -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/Mechanica1, 2=158/0-8-0, 4=-3/Mechanical Max Horz 2=66(LC 12) Max Uplift 3=-6(LC 91 12), 4=-3(LC 1) Max Grav 3=11(LC 17), 2=158(LC 1), 4=22(LC 12) FORCES. (to) - Max. Comp-lMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Ezp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 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 nonconcumenl with any other live loads. 3) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Td 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 Its uplift at joint 3, 161 Ib uplift at joint 2 and 3 Ib uplift at joint 4. Walter P. Finn PE No.22839 klTek USA, Inc FL cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 ®WARNING-Vedydeslgnparemeras antl READ NOTES ON rNISANDINCLUDED IIgrEKREFERENCE➢4GE5llF7473mv. 1010=015 BEFORE USE Design valid amuse onywilh Miele® carrectom.This design is based only upon parameters shown, and is for an individual budding component, not !' a Miss system Beare use, the building designer must voids the appGwpiRyof design parameters and p pedy histrionics this design into the overall buildingdesign. Banal indicated is to prevent buc1,tagofIndividual Wssweb mayor choNmembers only. Additional temporary and permanent bracing MiTek' Is always required for stabiliyand to prevent collapse with possible personal inlury antl prepely damage. For general guidance regarding the recreation. storage. delivery, erection and bzcing oftei and truss cystems,see ANSIylPN Quality Collins, DS649 and SCSI Building Component Sayeyishom udied available fmm Truss Plate InstEuts. 218 N. Lee Street, Suda 312, Alexandria, VA22314. Bagel Parke East Bad. Tampa, FL 36510 Jab Truss Tmss Type GARAGE T16941991 057622 J3 ��D�typiy Jack -Open ]PALMEfTT0ILLAGE o tional cnamoera truss, Inc., con nerve, 3a4 = ID:4b? WjJiEa9EoSikalSU VXUzP BJn.KXIzm3?136Xp3f7PilGaO517Du6Bfa%hCIYUFzKbi? LOADING (ps1) SPACING- 2-0-0 CS'. DEFL, in (loc) VdeO L/d TCLL 20.0 Plate Grip DOL 1.25 TO 0.22 Ven(LL) -0.00 7 >999 360 TOOL 15.0 Lumber DOL 1.25 BC 0.20 Ven(CT) -0.01 4-7 >999 240 BOLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC20177TPI2014 Matrix -MP Wnd(LL) 0.01 4-7 >999 240 LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=81/Mechanical, 2=219108-0, 4=38/Mechanical Max Holz 2=115(LC 12) Max Uplift 3=-03(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. (lb) - Max. Comp./Max. Ten. -AU forces 250 (Ib) or less except when shown. Scale =1:10.8 PLATES GRIP MT20 2441190 Weight: 11 lb FT=20% BRACING. TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exit 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 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 truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 Us uplift at joint 3, 159 to uplift at joint 2 and 4 Ib uplift at joint 4. Walter P. Finn PE 111e.22639 MTek USA, Ina FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 2,2019 ®WARNING. Vadydeafgopammefexaand READNOTES ON TIVSANDINCLUDED.brENREFERENCE PAGE 01-7473 m.rW02/lOrSaEPOAE Design vaildfor use onywon MTek®connectors. This design is based ony upon parameters shown, and is (Dian Ind idual mixing component, not a truss system. Before use, Me building designer must vady lie applicabilAy of design parameters and pmpedy Incorporate cols design M Me overall indicated is to buck4ngofIndMNalWssa,Wlorchord members ony. Additional temporary and bracing MiTek' buildlgdesign. Bracing prevent web permanent Is stable required tor stability and to prevent collapse write possible personal injuty and property damage. For general guldance regaling Pe Nbdra8on, image delivery, eeskn and bracing ofbusses and truss systems. see ANSM11 Dually Wfeds, DSB49 and SCSI Building Component sell Parke East BNd. Sabryrnform blon available wm Tans Plate Include, 218 N. Lee Street, Suite 312, Alexandra. VA22.114. Tampa, FL 36610 Job Truss Truss Type Oty Ply PALMETTO VILLAGE GARAGE Ti6941992 D57622 J5 Jack -Open 8 t Job Reference o tional Gnambers Truss, Inc., Yen Plerce, FL 8240 a Dec 62018 MiTek Industries, Inc. Thu May 208:06:072019 Paget 1D:4b7 WIJiEx9EOSikajSUVXUzPBJnaJJL_POTUMEORDEBzPGV6bem?oBgt6ghwsc50hzKbl_ -1-0-0 5-M 1-0-0 6.0-0 I Scale=1:14.9 3x4 = LOADING (psQ SPACING- 2-04 CSI. DEFL. in (Joe) Udell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.03 4-7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.07 4-7 >837 240 BCLL 0.0 ' Rep Stress Inca YES WB 0.00 Hom(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.07 4-7 >819 240 Weight: 171b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Iblsize) 3=147/Mechanical, 2=3D4/0.8-0, 4=68/Mechanical Max Harz 2=165(LC 12) Max Uplift 3=120(LC 12), 2-187(LC 12), 4=-10(LC 12) Max Grant 3=153(LC 17), 2=304(LC 1), 4=94(LC 3) FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 ac purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc branding. NOTES- 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 11=4511; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC Exterior(2) -1-0-11 to 1-11-5, Interi6(1) 1-11-5 to 4-11.4 zone;C-C for members and tomes & 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 nonconwment 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, 187 Ito uplift at joint 2 and 10lb uplift at joint 4. Walter P. Finn PE No.22839 MTak USA, Inc FL Cart 6834 69U Parke East Blvd Tampa FL 33610 Data: May 2,2019 AWARNIND-Vedlydasigaparzmesors andREADNOTE50N RlI5ANOWCLUDEDeCTEKREFERENCEPAGEMaTa2rev. 100022015BEFORE USE ' Design valid bruse onywith MRekdbwmlegors. This design Is based only aponpammetere shown, and Is for an Inahaual banding component not a truss system. across use, the building designermust wriythe applicabiay of dedgn parameters and property Incorporate this design into the owner bulldingdesign. Bracing Indicated is to prevent buclung oflndMdual Voss webandror Nord members ony. AddhbnanemporaryaMpmanembnhg MiTek- Isalways required far stability and to prey nd collapse with possible persmul injury and property damage. For general guidance regarding the rubrication. storage. defivery. erection and banding oltrusses and Voss systems,see ANSIMPH Duality Mretla, DSB49 and SCSI Building Component 6904 Parke East Bad. Safeyrnformarlan aWable hum Truss Plale Ine nine, 218N. Lee srem. Sidle 312 Alexan0au, VA 2231d. Tampa, FL 36610 Job Truss ssTypeQty Ply PALMETTO VILLAGE GARAGETi6941993 057622 47 [J.k-Op.. 12 1 Job Reference (optional) Obambera Truss, IOC., Fort Pierce, FL sea = 8.240 s Dee 6 2018 MiTek Industries, Inc. Thu May 2 08:06:07 2019 Scale =1:19.3 Plate Offsets (X,Y)— I2:0-1-6,Edgel LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (load) I/defl 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 Ina YES WB 0.00 Holz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matriz-MP Wind(L-) 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/Mechanicel Max Holz 2=216(LC 12) Max Uplift 3=175(LC 12), 2=219(LC 12), 4=-14(LC 12) Max Grew, 3=220(LC 17). 2=392(LC 1), 4=134(LC 3) FORCES. (Its) - 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 puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc breading. NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL-3.Opsf; h=15ft; B=4511; L=24ft; eave=oft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exledor(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 nonconcurrenl 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 2-00 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 He uplift at joint 3, 219 Ib uplift at joint 2 and 141b uplift at joint 4. Walter P. Finn PE Nd.22839 MfTex USA, Inc FL CBd6634 6904 Pads East Blvd. Tampa FL 33610 Data: May 2,2019 ®WARNING- Verlfydesignparameters and READNOMS ON TN/SANDINCLUDED MREKREFERENWPAGEM0 7n3rev. 101034015BEF0RE ME DesigavalM truss onywM MTeM corseted. This design is based onyupouparamelers shown, and is Im an Iadi building component not �t a Was system.Before use, the bulding designer mustvedy Pe appUmbirdi design parameters and publicity locoryorete this design into the overall buildingdeslgn. Bracing indicated is to prevent WoMing of ndMMal Was web andior clans members only. Mideast temporary and permanent breading MiTek' Is always required for stability and to prevent w9apse with possible personal injury and property damage. For general guidance regarding the labdcation, storage. delivery. emotion and leasing crevasse and Was student. me ANSVfPIr Quality Camels, DSB49 and BCS1 Building Component 6904 Parke East BIW. Seremylnformatlpn ava0abk ham Tmss Plate InsI6We, 21a N. Lee aVeel, Sude312, Alexandra, VA 2914. Tampa, FL 30610 Job Truss Truss Type Oty Ply PALMETTO VILLAGE GARAGE T7694/994 057622 KJ7 Diagonal Hip Girder 4 1 Job Reference (optional) unamome Truss, Inc, Fort Viers¢; rL 8.240 s Dec 6 2018 MiTek Industries, Inc. Thu May 2 08:06:08 2019 Scale =121.4 1b . 3x4 = 2x4 II 5 3x4 = 7-o-io 21 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (too) Vdeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(-L) -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 240B BCLL 0.0 ' Rep Stress Incr NO W0.26 Horz(CT) 0.01 5 n1a n/a BCDL 10.0 Code FBC2017/-rP12014 Matrix -MS Wind(LL) 0.08 7-10 >999 240 Weight: 3916 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=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. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) 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) Wild: ASCE 7-10; Vuh=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., GCpl=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 chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 4, 378 Ib uplift at joint 2 and 3301b uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down and 20 It, up at 1-6-1. 100 lb down and 20 Its up at 1-6-1, 131 Its down and 79 Its up at 4-4-0, 131 Its down and 79 Ib up at 4-4-0. and 176 Its down and 144 lb up at 7-1-15. and 176 lb down and 1441b up at 7-1-15 on top chord, and 27 lb down and 61b up at 1-6-1, 271b down and 6lb up at 1-6-1. 27 Its down and 13 lb up at 4-4-0. 271b down and 13 lb up at 4-4-0, and 521b down and 2516 up at 7-1-15, and 52 Ib down and 25 lb 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.(pif) 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 No.22839 MiTek USA, Inc. FL Celt 6634 6904 Parke Earn Bhd. Tampa FL 33610 Date: May 2,2019 ®WARNING- Verily novas panmef se and NEAD NOTES ON This, AND INCLUDED MREKREFERENCE PAGE W9 AGN?rev, 10/0111015 BEFORE USE ' Design valid for use only with WOOD Connectors. This design is based only upon parameters shown, and is for an for ividual building component not a truss system. Serve use, the building designer must verify the applicability of design parameters and pmpedy incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web shutter chord members only. Additional temporary and permanent bracing MiTek' Is always re puked far stability and to prevent wliapse with possible personal Injury end property damage. For general guidance regarding the Wheat storage, tle6very, ereWon and among of INSeeS and Miss systems. see ANSM11 Quality CMe6a, MB49 and SCSI Building Component about Parke East BIM. Sarerylnlommfion avalable (rum Truss Plate Instgute, 21a N Lee 3Veet. Suite J12, Alexantlda, VA22314. Tampa, FL 36510 Symbols PLATE LOCATION AND ORIENTATION 3 - Center plate on joint unless x, y 5Eoffsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. �'yTtfi r I For 4 x 2 orientation, locate plates 0- y4' 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 by symbol shown and/or th by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-48 1 1 dimensions shown o scale) fxteenths (Drawings not to sple) 1 2 3 TOP CHORDS 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 ANSIrrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved �m �ma 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 orX-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide tmss 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 moss 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 ANSITPI 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-stmdural 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 puffins provided at spacing indicated on design. 14. Bottom chores require lateral bracing at 10 ft. spacing, or less, if no calling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. ifi. Do not col or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 16. 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 ANSIlrPI 1 Quality Criteria.