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HomeMy WebLinkAboutTRUSS PAPERWORKSite Information: Customer Info: TNT BUILDERS Project Name:. Model: WINDSOR Lot/Block: . Subdivision: . Address: EDWARDS ROAD,. City: FORT PIECE State: FL 6904 Parke East Blvd. Tampa, FL 33610-4115 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: FRC2017frP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 53 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# Truss Name Date No. Seal# Truss Name Date 1 T17414934 A01G 6/22/19 23 T17414956 B01G 6/22/19 RECEIVED 2 T17414935 A02 6/22/19 24 T17414957 CO3 6/22/19 3 T17414936 A03 6/22/19 25 T17414958 C04G 6/22/19 4 T17414937 A04 6/22/19 26 T17414959 CJ1 6/22/19 AUG 2 0 2019 5 T17414938 A05 6/22/19 27 T17414960 CJ3 6/22/19 6 T17414939 A06 6/22/19 28 T17414961 CJ5 6/22/19 7 T17414940 A07 6/22/19 29 T17414962 CJ5C 6/22/19 ST. Lucie County, Permitting 8 T17414941 A08 6/22/19 30 T17414963 C01 G 6/22/19 9 T17414942 A09 6/22/19 31 T17414964 CO2 6/22/19 10 T17414943 A10 6/22/19 32 T17414965 E01G 6/22/19 11 T17414944 All 6/22119 33 T17414966 E02 6/22/19 12 T17414945 Al2 6/22119 34 T17414967 H01 6/22/19 13 T17414946 A13 6/22/19 35 T17414968 HJ3 6/22/19 Loottu 14 T17414947 A15 6/22119 36 T17414969 HJ7 6/22/19 15 T17414948 A16 6/22/19 37 T17414970 HJ7C 6/22/19 C y 16 Tl7414949 A17 6/22/19 38 T17414971 HJ31 6/22/19 17 T17414950 A18 6/22/19 39 T17414972 J1 6/22/19 Re9� t/1 18 T17414951 A19 6/22/19 40 T17414973 J1A 6/22/19 19 T17414952 A20G 6/22/19 41 T17414974 J7 6/22/19 ODE D Pon 20 T17414953 B02 6/22119 42 T17414975 J7C 6/22/19 21 T17414954 B03 6/22/19 43 T17414976 V4 6/22/19 PLIANC! 22 T17414955 B04G 6/22/19 44 T17414977 V8 6/22/19 c I11V ,,,,,,,,,r , rY The truss drawing(s) referenced above have been prepared by �%% op.S F.- MiTek e dad by Builders under r my dire t Plant vision based on the parameters `�%% 0 pro 9 0 Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021.— =-v: ; ¢; IMPORTANT NOTE: The seal on these truss component designs is a ce rtffication Q% STATE that the engineer named is licensed in the judsdiction(s) identified and that the 0��'(�• �� O F(1 designs comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were ��i SS' "••' " 'C�� % given to MiTek or TRENCO. Any project specific information included is for MiTek's or /i�,�� NA; ,��% TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the Thomas A Albans PE No.39380 applicability of the design parameters or the designs for any particular building. Before use, MiTek NSA, Inc. FL cart 6634 the building designer should verity applicability of design parameters and properly 6904 Parke East Blvd. Tampa FL33610 incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. Date: June 22,2019 Albani, Thomas 1 of 2 RE: 1831116-TNT-EDWARDS - Site Information: Customer Info: TNT BUILDERS Project Name:. Model: WINDSOR Lot/Block: . Subdivision: . Address: EDWARDS-ROAD; .-- — — -- — — City: FORT PIECE State: FL No. Seal# Truss Name Date 45 T17414978 V10A 6/22/19 46 T17414979 V10B 6/22/19 47 T17414980 V10C 6/22/19 48 T17414981 VM2 6/22/19 49 T17414982 VM4 6/22/19 50 T17414983 VM4A 6/22/19 51 T17414984 VM6 6/22/19 52 T17414985 VM6A 6/22/19 53 T17414986 VMS 6/22/19 2of2 Job Truss Truss Type Oty Ply T17414934 182L1116-TNT-EDWARDS A01G ROOF SPECIAL GIRDER 1 2 Job Reference (optional) nmmers mrst source, clam Ully, FL- Jaapb, O.CLU S N.v la Lu I. am l tlM1 IIIYLLl111Ci, n14. JCI Scale = 1:59.3 5x8 = 2x4 II 3x4 = 5xB = 2x4 II 5xB = 3x4 = 2x4 II 5x8 = 1 17 18 19 2 20 21 3 22 4 23 24 525 26 27 6 7 28 8 29 30 9 16 31 32 33 1s 34 35 36 14 37 38 13 3940 41 12 42 43 11 44 45 10 3x6 11 5x12 = 5x6 = 3x8 = Sx6 = Sx12 = 3x6 11 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.53 13 >784 240 fw1T20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT)-0.6813-14 >612 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(CT) 0.13 10 Na Na BCDL 10.0 Code FBC2017ITP12014 Matni Weight: 371 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc pudins, BOT CHORD 2x4 SP N1.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-12 oc bracing. REACTIONS. (lb/size) 16=2695/Mechanical, 10=2628/Mechanical Max Uplift 16=-1437(LC 4), 10=-1402(LC 4) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-2555/1481, 1-2=-4485/2394, 2-4=-4485/2394, 4-5=-7927/4232, 5-6=-7927/4232, 6-8=-4484/2394;8-9= 4484/2394,9-10=-2512/1437 BOTCHORD 14-15=-377Of7G59, 13-14=-3770/7059, 12-13=-377117061, 11-12=3771/7061 WEBS 1-15=-2647/4959,2-15=-655/646,4-15=-2895/1548,4-14=0/454, 4-13=-520/976, 5-13=-614/600, 6-13=-518/974, 6-12=0/455, 6-11=-2898/1549, 8-11=-655/646, 9-11=-2649/4962 NOTES- 1) 2-plytmss to be connected togetherwith 10d (0.131°x3°) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCOL=5.0psf; h=15N; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcu rent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1437 Ito uplift at joint 16 and 1402 lb uplift at joint 10. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 Ib down and 140 lb up at 1-0-4, 105 lb down and 142 Ito up at 3-0-4. 105 lb down and 142 to up at 5-0-4, 105 lb down and 142 It, up at 7-0-4, 105 lb down and 1421b up at 9-04, 105 lb down and 142 lb up at 11-0-4, 105 Ito down and 142 Ito up at 13-0-4, 105 It, down and 142 lb up at 15-0-4, 105 lb down and 1421b up at 17-0-4, 105 Ib down and 142 lb up at 19-0-4, 105 lb down and 142 Ib up at 21-04, 105 It, down and 142 lb up at 23-0-4, 105 lb down and 142 It, up at 25-04, 105 lb down and 142 lb up at 27-0-4. 105 lb down and 142 lb up at 29-0-4, and 105 lb down and 142 lb up at 31-04, and 105 lb down and 142 Ito up at 33-0-4 on top chord, and 841b down at 1-04. 81 lb down at 3-04, 81 It, down at 5-04, 81 Ib down at 7-0-4, 81 Ib down at 9-04, 81 lb down at 11-04, 81 lb down at 13-04, 81 lb down at 15-04, 81 Ib down at 17-04, 81 lb down at 19-04, 81 lb down at 21-04, 81 lb down at 23-0-4. 81 lb down at 25-04. 81 lb down at 27-04, 81 It, down at 29-0-4, and 81 It, down at 31-04, and 81 It, down at 33-0-4 on bottom chord. The Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cad 6834 69D4 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNING- Vedlydeslgn parametemand READ NOTES ON TN/SANDINCLUDED M/TEKREFERANCEFAGEM0.T4TJrev. 10032015DEFOREUSE Design valid for use only with Wake 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 applicabillity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brodng MiTek' Is always required for stabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and buss systems. seeANSWII Quo QQyy CM9tlo. DSB419 and BCSI Building Component .wmfnm,MN iinhm M1nm Tmcf Rntelntfihjt.91AN.IeeShent.Suite312.Alexondrlo.VA22314, e,d 6904 Parke EaslBNd. Tampa, FL 33610 Job Truss Truss Type Dry Ply T17414934 18$1116-TNT-EDWARDS A01G ROOF SPECIAL GIRDER 1 2 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.220 a Nov 16 2018 MiTek Industries. Inc. Sat Jun 22 08:45:29 2019 Page 2 ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-KM5vFlbkgYPEnBgO6s=LdDv1 MCMFmdBCgPw9z3n04 LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-9=-54, 10-16=-20 Concentrated Loads (lb) Vert: 12=57(B)6=-105(B)8=-105(B) 11=-57(B)7=-105(B) 17=-109(B) 18=-105(B) 19=-105(B)20=-105(B)21=-105(B) 22— 105(B)23=-105(B)24=-105(B) 25=-105(B)26— 105(B) 27=-105(B) 28=-105(B) 29=-105(B)30=-105(B) 31=-59(B) 32=-57(B) 33=-57(B) 34=-57(8)35=-57(B)36_ 57(B) 37=-57(B) 38=-57(B) 39=-57(B) 40=-57(B) 41=57(B) 42— 57(B) 43=-57(B) 44— 57(B) 45=57(B) ®WARNING -Verity desigep.mmet..nd READNOMSONTRISAND/NCLUDEDMREKBEFE CEPAGEN674"..I 1Y1015BEFOFEUSE Design void for use only with We& connectors. Phis design Is based only upon parameters shown, and Is for an IndNidual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design &acing Indicated is to prevent buciding of IndlNduai truss web and/or chord members offy. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss system% SeeANSVIPII QuaII1y Cmrrdo, DSBd9 and SCSI Building Component 6904 PaiEe East Blvd. Safety mfor aboriavailable from Truss Plate Institute, 218 N. Lee Street SWte 312, Alexandra, VA 22314. Temp., FL 33610 Job Truss Truss Type Oty Ply T17414935 1811116-TNT-EDWARDS AD2 Roof Special 1 1 Job Reference o tional nunaers rim Source, clam Ury, rL- JZbbb, 3xa = 3x4 = 4x6 = 2xa II O.GLV IVVv1DLV ID IVII,tlM1I„YLLll1 le, nu. - 3x4 = 46 = 3x4 = 3 6 Scale=1:59.3 14 13 12 11 10 9 3.6 11 3x8 = Sx8 = Set = Sea = 3x6 11 7.0-10 13-11-9 20.10.7 2]-9-fi 3410-0 anon n.1 n.14 1 6-10-16 6-10-14 7-0-10 Plate Offsets(XY)- r3'0-3-OEdael 16:0-3-OEdael r10:0-3-00-3-0] I72:04-00-3-01 f13:0-3-80-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.34 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Ved(CT) -0.4711-12 >880 180 BCLL 0.0 - Rep Stress Incr YES WB 0.83 Hoa(CT) 0.08 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Weight: 1901b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 14=1278/Mechanical, 9=1278/Mechanical Max Uplift 14= 645(LC 8), 9=-645(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1214/1123, 1-2- 1944/1671, 2-4=-2859/2457, 4-5=-2859/2457, 5-7= 2860/2458, 7-8=-1944/1670,8-9=-1214/1123 BOT CHORD 12-13=-1671/1944, 11-12=-2458/2860, 10-11=-1670/1944 WEBS 1-13=-1873/2179, 2-13=-904/982, 2-12=-897/1045,4-12= 367/499, 5-11=-367/500, 7-11=-898/1045,7-10_ 904/983,8-10=-1872/2179 Structural wood sheathing directly applied or 2-11-11 oc purins, except end verticals. Rigid ceiling directly applied or 3-9-0 oc bracing. 1 Row at midpt 1-13, 2-12, 7-11, B-10 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vsl32mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Comer(3) 0-1-12 to 6-1-12, Exteror(2) 6-1-12 to 34-8-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 6451b uplift at joint 14 and 645 lb uplift at joint 9. Thomas A. Albani PE No.39380 61iTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 O WANNWG.VedfydeelgnP mefem=dNEADNOTESONTMSANDWCLUDEDMR KNEFERANCEPAGEMh74"mv. lavalzO15DEFONEUSE Design valid for use only with MOekO connectors. This design a based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate INS design Into Me overall building tleslgn Bracing Indicated is to buckling Indidual Ina web and/or chord members only.. Additional temporary and permanent bracing MOW prevent of Is always required for sfablllN and to prevent collopse Win possble personal Injury and property damage. For general guidance regarding the Seoul Parke East Blvd. fabrication, storage. delNery, erection and bracing of trusses antl%as systems.5eeANSVIPB Quality CmeM. pill and BCSI IWdhp Component Tampa, FL 33610 Safety Informations able from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexcndrlm VA 22314. Job Truss Truss Type silty Ply T17414936 183111fi-TNT-EOWAROS A03 Roof Special 1 1 Job Reference (optional) builders mrst source. I'lem sixty, 1-1.-32556, 5.22U 3 NaV 15 2Ula MI Iex Inausmes.lnc. Sat JUn 22 U1JAb:31 ZUIa 3x4 = 2 5xB = 3 3x4 = 4 Scale=1:59.3 5x6 = 5.00112 5 14 US C 6 5 3x4 I 7 13 12 11 10 9 8 3x6 II 5x6 = 3x4 = 5.6 = 3x8 = Bx8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 LumberDOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Cade FBC2017/TPI2014 CSI. TC 0.85 BC 0.76 WB 0.80 Matrix-SH DEFL. in (loc) Wall Ud Vert(LL) 0.25 10-11 >999 240 Vert(CT) -0.3310-11 >999 180 Horz(CT) 0.09 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 199 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-5oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-1-8 oc bracing. WEBS 1 Row at midpt 1-12, 2-11, 4-9 REACTIONS. (Ib/size) 13=1278/Mechanical, 8=1278/Mechanical Max Hors 13= 178(LC 13) Max Uplift 13=-644(LC 8). 8=-536(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-13=-1217/1207,1-2=-1556/1460,2-3=-2309/2223,3-4=-2383/2417, 4-5=-1704/1931, 5-6=-1869/1971,7-8=-135/290 BOT CHORD 12-13=-80/391, 11-12=1049/1556, 10-11= 1831/2321, 9-10_ 2006/2383, 8-9=-1552/1420 WEBS 1-12=-1751/1864, 2.12=-920/1075,2-11=-928/916,3-11=-388/594,4-9=-826/626, 5-9=-325/445, 6-9=-95/337, 6-8=-1717/1931 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 R 27-0-6, Comer(3) 27-0-6 to 33-0-6, Extedor(2) 33-0-6 to 34-8-4 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 644 He uplift at joint 13 and 536 lb uplift at joint S. Thomas A. Alban! PE No.39380 III ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNP/G- Ver/ydeslgirpemmetevsendl?A NOTES ON THISAND WCLUDED MMEKREB£RANCEPAGEMX74" rev. roN.4Rp15 SUCRE USE Design void for use only with Mirek4sl connectors. this design Is based only upon parameters shown, and Is for an Individual bulltling component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated b to prevent buckling of lndxdducl truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stabllity antl to prevent collapse with passible personal Injury and properly damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of musses and truss systems. seeANSVIPil Quallly Criteria. D3049 and BC31 Building Component Bees Parke East Bhd. Safety mformutionava0able from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss - Truss Type Oty Ply T17414937 18�111fi-TNT-EDWARDS A04 Hip 1 1 Job Reference (opfionap ampere mrst source, ream clry, M- szada, u.2zus Nov TOLulumllexmausmes,Inc. bat Junzz Ud:4D:s44u1U Scale = 1:60.4 2.4 II 3 Bars = 4 5.8 = 5 13 15 16 12 11 17 10 1B 9 8 6x8 = Sx8 = 3x4 = 3x4 = 5xe = 6xS = &10-6 16-1G8 25-0-6 34-10-0 {1.10A F.M19 FIL 4.G-10 Plate Offsets (X Y)-- [2:0-3-0,0-2-41 14:0-4-0,0-3-01 15:0-5-12 0-2-81 19:0-4-00-MI LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ven(LL) -0.23 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.48 8-9 >867 180 BCLL 0.0 ' Rep Stress [net YES WB 0.75 Horz(CT) 0.08 8 n1a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 2041b FT=20% LUMBER- BRACING - TOP CHORD 21 SP No.2 *Except* TOP CHORD 4-5:2x4'SP No.1 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3*Except* WEBS 1-13,7-8: 2x4 SP No.2 REACTIONS. (lb/size) 13=1278/Mechanical, 8=1278/Mechanical Max Horz 13=-212(LC 13) I Uplift 13=-627(LC 8). 8=-512(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1603/1523, 3-4=-1603/1523, 4-5=-2086/2062, 5.6=-1869/1857, 7-8=-170/378 BOT CHORD 12-13=0/266, 10-12- 1612/2089, 9-10=-1308/1681, 8-9=-1558/1530 WEBS 5-9=-71/256, 6-9=-3/318, 2-13= 1305/1386,6-8=-1747/1811. 5-11 2-12=-1554/1688,4-10=-182/291, 3-12=-442/603,4-12=-594/666 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 6-8, 2-12, 4-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=1321 TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 0-1-12 to 1-0-0. Extedor(2) 1-M to 34-8-4 zone; cantilever left and right exposed ;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 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 21 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 627lb uplift at joint 13 and 512 lb uplift at joint 8. Thomas A. Aftimi PE No.39380 MTek USA, Inc. FL Cell 6894 89D4 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 O WARNING -Vedrydeslga pammelemend READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMLL7473 rev. InVatLorSSEFOREUSE Design valid for use only with MOek® 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 opp iciabllity of design parameters cnd properly Incorporate this design Into the ovemll buildIngdeagn. Bracing Indicated is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent collome with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of muses and truss systems, seal NSWII Quality CMeda, DSB-59 and SCSI Bultlbp Component 69N Parke East BVd. Safety Informalanavollable from Truss Rate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Tnsss Truss Type CRY Ply T77414938 1831116-TNT-EDWARDS A05 Hip 1 1 Job " eference o anal Builders RW Source, Plant City, FL-32566, 8.220 s Nav 16 2018 MiTek Industries, Inc. Sat Jun 22 08:45:34 2019 Pagel ID:g2Bh3yIbyTZWSolKW UOTwzbOtF-hKvol7fse41XmZNVPC52gvvIANWTWBMCKUsACMz3n07 9-fi-6 16-2-8 23-0.8 28-9-7 34-10.0 9-Efi 6-8.2 6-9-14 5-9-1 6-0-9 Scale=1:60.4 5.00 F12 5x6 5z6 = 3x4 = Sx6 = 0 3 4 5 14 its 16 13 17 12 11 18 10 9 8 6x8 = 3,15 = 3x4 3x4 = 5x8 = 5x6 = 3.6 II I 11-2 .6 11-17 34-10-0 -d&6-8-986 2 6 6-0-9 Plate Offsets (X Y)-- 12:0.9-0 0-2-4] [3:0-3-0 0-3.4] [5:0-3-0 0-2-41 (7:Edge 0-2-81 [l0:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.25 13-14 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.49 13-14 >851 180 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -Sit Weight: 214 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 5-7: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 1-14: 2x4 SP No.2 REACTIONS. (lb/size) 14=1278/Mechanical, 8=1278IMechanical Max Ho¢ 14=-229(LC 13) Max Uplift 14=-590(LC 9), 8=490(LC 8) Max Gray 14=1290(LC 2),8=1278(LC1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1442/1448, 3-4=-1787/1840, 4-5=-1598/1748, 5-6=-1794/1807, 6-7=-1857/1880, 7-8=-1218/1415 BOT CHORD 13-14=-2571542, 11-13=-1037/1456, 10-11=-1366/1787, 9-10- 1568/1663 WEBS 5-10=-278/405, 6-10=-142/454, 6-9=-270/413,2-14=-1242/1258, 7-9=-1445/1617, 4-10=-401/197,2-13=-1133/1287,4-11=-206/430,3-13= 700/878,3-11=531/466 Structural wood sheathing directly applied or 3-10-9 oc puriins, except end verticals. Rigid ceiling directly applied or 4-8-5 oc bracing. 1 Row at rl 2-14, 4-10, 2-13 NOTES - I) 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=5.Opsf; h=15f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 0-1-12 to 3-0-0, Exterior(2) 3-0-0 to 34-8-4 zone; cantilever left and right exposed;C-Cfor members and forces 8 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 nonconcurrem 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5901b uplift at joint 14 and 4901b uplift at joint 8. Thomas A. Monti PE No.39380 MiTek USA, Inc, FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNWG- VeHrydeslgnparemefenend REAONOTESONTNASANDINCLUOEOMREKREFERANCEPAGEM14x4Mms, taUsV2015PEFORE USE. Design valid for use only with Mi1elrg 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 appllcabllity of design parameters and properly Incorporate this design Into the overall buldIngdesign. Bracing Indicated Is to prevent bull of Individual huss web and/or chord members only. Additional temporary and permanent bracing M1TeW Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems seeANSU1P11 Quality CMnlo, CSBd9 end 9CSl Building Component 6904 Parke East Blvd, Safety Informotionovollable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33810 Job Thus Thus Type OtY Ply T17414939 18g1118-TNT-EDWARDS A06 Hip 1 1 Job Reference (optional) buuaem rust bounce, Flam cny, r-L- azaap, 0.4GUbIXVV V4V,o,V111=n,l,u,u„I • ,,. a=,•,wl 6.00 12 5x8 = 2 5A 3x4 = 3 5x6 = Sx8 = 4 5 Scale =1:61.0 axe - 21 20 1918 SA = 12 11 10 9 axe 5x8 = 2.4 II 2.4 11 5x8 = 3.6 11 c.nn R-B-n an.n 14-Iu7 21-0.6 22-4-0. 25-(W 28-9-13 34-10-0 5-0-0 13.8.0 040 5-84 16-3-15 11-3-10, 2-8-0 3.9-13 6-0-3 Plate Offsets (X Y)- [2'0-5-12 0-2-8] [4'0-3-0 0-3-01 15'0-5-12 0-2-81 18:0-2-8 0-3-0] [13'0-6-0 0-4-41 117'0-5-12 0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Verf(LL) 0.21 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.27 13-14 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.97 Horz(CT) 0.14 9 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 241 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 3-19,6-11: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' 8-9: 2x4 SP No.2 REACTIONS. (lb/size) 21=1289/Mechanical, 9=1290/Mechanical Max Harz 21=-246(LC 13) Max Uplift 21-548(LC 9), 9=-483(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-2-1 oc bracing. Except: 10.0-0 oc bracing: 17-19, 11-13 WEBS 1Row at midpt 2-20 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-9001954, 2-3=-148011557, 3-4=-1920/1953, 4-5-1920/1953, 5-6= 2062/1984, 6.7=-2640/2600,7-8=-1862/1872,1-21=-1242/1398,8-9=-1228/1417 BOT CHORD 20-21-1011434, 3-17=-684/782, 16-17= 1069/1496, 14-16=-1407/1867, 13-14-202012429, 6-13=-551/465 WEBS 2-20=.1029/991, 17-20- 495/814, 2-17- 1050/1342, 3-16=-636/606, 4-16-3741502, 5-14=-384/472, 6-14=-705/884,10-13- 1678/1831,7-13-7031949, 7-1 0=-1 17711232, 1-20- 1010/1101. 8-1 0=- 1421/1608 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=5.Opsh h=15N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 5-0-0, Exterior(2) 5-0-0 to 34-8-4 zone; cantilever left and right exposed ;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 miss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 lb uplift at joint 21 and 483 lb uplift at joint 9. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARN/NG-VedfydeslgnpommefersandREAONOFESON FN/SAND INCLUDED MmEKREFERANCEPAGEM11-74" rev. uVa'Y2015BEFOREUSE. Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall Istobuckling Individual mass web and/or only.. Additional temporary and permanent bracing WOW buraingdeslgn. Bracing Indicated prevent ofchord members is always required for stabiiify, and to prevent collapse with possible personal injury and prcperly damage. For general guidance regarding the fobrlcatlon, storage, delivery, erection and bracing of Mons and truss systems, SnANSU1P11 Duality Criteria, DS549 and BCSI Building Component 69M Parke Ent Blvd. Safety Usfoanatbrpvcllable from Truss Plate Institute. 218 N. We Streot, Suite 31Z Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type - Dry Ply T77414940 1BI1116-TNT-EDWARDS A07 Hip 1 1 Job Reference (optional) ouuuars nrsr aour., ream s.ny, 11- o4aoo, 7-o-0 • r 7-0.0 • 4x10 MT20HS = 6.00 12 19 2 axis 11 5x8 = 3 4 Scale =1:63.2 3x4 = _-- 3x4 = 3xB = 1 10 9 8 2x4 11 SIB = 3x6 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.; 5 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS'. TC 0.96 BC 0.74 WB 0.96 Matrix-SH DEFL. in (loc) Well Ud Ven(LL) 0.21 11 >999 240 Ven(CT) -0.30 12-13 >999 180 Hoa(CT) 0.12 8 1 n/a PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 227111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 2-4,4-6: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-0-7 oc bracing. Except: 5-10: 2x4 SP No.3 101 oc bracing: 10-12 WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 2-15. 1-16. 5-13.4-15 1-18: 2x6 SP No.2, 7-8: 2x4 SP No.2 REACTIONS. (lb/size) 8=1284/Mechanical, 18=1278/Mechanical Max Horz 18=-264(LC 13) Max Uplift 8=-502(LC 13), 18=-515(LC 9) FORCES. (lb) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1254/1287, 2-3=-1586/1765, 3-4=-1586/1765, 4-5=-1892/1869, 5-6=-2639/2638, 6-7=-184afl873,17-18=-1278/1445,1-17- 1213/1468, 7-8=-1222/1426 BOT CHORD 16-17=-110/564, 15-16= 764/1081, 13-15=-1263/16B6, 12-13= 2133/2460, 5-12=-481/456 WEBS 2-16=-033/633,2-15=-773/802,3-15=-359/454,9-12=-1680/1850,6-12=-773/969, 6-9=-1180/1231, 1-16=-1138/1188, 7-9- 1407/1587,4-13=291/532, 5-13= 883/1127 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=1321 TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exis C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-2-12 to 6-2-12, Exterior(2) 6-2-12 to 34-8-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonco rcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5021la uplift at joint 8 and 515111 uplift at joint 18. Thomas A. Alban! PE No.38300 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 O WARNING-Ver/rydeslgn peremefexs end READNOTES ON TNISAND INCLUDED MDEKREFEMNCEPAGEM&7473rev. 1Na32015BEFORE USE Design valid for use only with MOekti, connectors. This design Is based only upon parameters shown and Is for on Individual building component, not ��- a truss system. Before use, the building designer must verify me applicability of design parameters and proper y Incarcerate this design Into the overall bulldingdesign. Bracing bucking Individual trussweband/or chord members only. Additional temporary and permanenfbrocing M!Tek' lndlcaledIstoprevent of Is always required for stability and to prevent collapse with possible personal In1ury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and iron systems. seeANSU1Pit Quality Cmulo. DS349 and BCSI Bu9tlhg Component Safety informatbrmotable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexari VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty' Ply T17474941 1811116-TNT-EDWARDS A08 Roof Special 1 1 J b Reference (opt onah c a hers ruse source, ream Illy. r. - oeaoo, Scale =1:65.4 5x6 = 5.00 12 3x4 = 5 5x6 — 3z4 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 C51. TC 0.86 BC 1.00 We 0.50 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Mail Utl -0.37 11-13 >999 240 -0.6411-13 >648 180 0.18 8 n/a n/a PLATES GRIP MT20 2441190 Weight: 205 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc pudins, 1-2: 2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. 12-14: 2x4 SP No.1 WEBS 1 Row at midpt 3-13, 3-11, 1-13 WEBS 2x4 SP No.3 *Except* 1-15: 2x4 SP No.1 REACTIONS. (lb/size) 8=1354/0-8-0, 15=1276/Mechanical Max Horz 15=-307(LC 13) Max Uplift 8=-574(LC 13), 15=-530(LC 8) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1329/1117, 2-3=-1154/1164, 3-4= 1598/1676, 4-6=-1779/1639, 6-7=-2397/1940, 7-8=-2649/2106,14-15=-1276/1146,1-14=-1211/1154 BOT CHORD 13-14=-139/481, 11-13=-899/1476, 10-11=-I33511961, 8-10=-173812382 WEBS 2-13=0/269, 3-13=611/664, 6-11=-550/543, 6-10=-220/438, 7.10=-304/417, 1 -13=-1095/1225,4-1 1 =-214/420 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 7-10-8, Exterior(2) 7-10-8 to 13-10-8, Interior(1) 13-10-8 to 18-1-9, Extedor(2) 17-2-12 to 23-2-12, Interior(1) 23-2-12 to 35-10-11 zone; cantilever left and right exposed ;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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 574 lb uplift at joint 8 and 5301la uplift at joint 15. ]<1 Thomas A Albani PE No.39380 61Tek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 O WARNWG- Verifydeslgn paremeterserd READNOTES ON TH1SANDINCLUDEDMlIEKREFERANCEPAGEM674"-- 1a=sas15BEF0BE USE Design valid for only with MBek® connectors, this design B based only upon parameters shown, and Is for an Individual building component, not �� use a truss system. Before use, the building designer must verify me applicability of design parameters and propery Incorporate Mls design Into the overall buildingdesign. Bracing Indicated Is to prevent buckiingoflndrdduaimuss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erecflon and bracing of trusses and truss systems, seeANSU1P11 Quality Criteria. D3649 and SCSI Building Component 69N Palle East BNB. Safety Infoenatbinvailable from Tres Plate Institute, 218 N. Lee Street Butte 31Z Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply T77414942 18�1116-TNT-EDWARDS A09. Root Special 1 1 Job Reference (opiionall t1u11aers First Source, Plant Guy, FL-32566, 6.4-0 I 8.6 6.4-0 2-2 6x12 MT20HS -- 5.00 12 4x6 = 5x8 = 4 8.221) s NOV 10 Lu 10 mu ex assuages, inc. Oa[ Jun ze un:Voao eu I e rdye i Si STP.= 3x4 = 3x4 = 3x4 = 3.8 = Sire — 4x6 = 3x6 II Scale =1:64.9 in LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TPI2014 CSL TO 0.97 BC 0.97 WB 0.64 Matrix-SH DEFL. in Verl 0.24 Vert(CT) -0.40 Hors(CT) 0.08 (loc) Well List 7-9 >999 240 7-9 >999 180 7 n/a n/a PLATES MT20 MT20HS Weight: 205 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structure[ wood sheathing directly applied or 2-2-0 oc pudins, 2-3: 2x4 SP M 31, 34,4-6: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 "Except' WEBS 1 Row at midpt 4-101 1-14: 2x6 SP No.2 REACTIONS. (lb/size) 14=1267/0-8-0,7=1345/0-8-0 Max Horz 14=-301(LC 13) Max Uplift 14=-548(LC 12), 7=-579(LC 13) FORCES. (Ib) - Max. Comp.INlax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1207/1460, 2-3=-1708/2260, 3-4=-1665/2261, 4-5=-1687/2155, 5-6=-2381/2735, 6-7=-2627/2931, 1-14=-1217/1612 BOT CHORD 13-14=-95/289, 11-13=-782/1050, 10-11=-1554/1716, 9-10=-2017/1939, 7-9=-2520/2361 WEBS 3-11=-364/617,3-10= 659/797,4-10= 1305/1108, 5-10=-619/979, 5-9=-393/486, 6-9=-304/640, 1-13=-1273/1206, 2-13=-462/746,2-11=-939/815 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 0-2-12 to 12-4-0, Extenor(2) 12-4-0 to 17-5-0, Comer(3) 17-5-0 to 23-5-0, Exterior(2) 23-5-0 to 35-10-11 zone; cantilever left and fight exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 lb uplift at joint 14 and 579 lb uplift at joint 7. Thomas A. Albani PE No.49380 MTek USA, Inc. FL Cart 6634 69114 Padre East Blvd. Tampa FL 33610 Bate: June 22,2019 A WARNING- Verify design iormistinsand BEAD NOTES ON MIS AND INCLUDED MITEKREFEBANCEPAGE1,17-7473niM 1GOVio15 BEFORE USE Design valid for use only WithMirekS connectors. This design Is based only upon parameters shown and is for on Individual building component, not �� a hum system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into me overall building design. Bracing Indicated S to buckling indiiidual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent. collopse with possible personal Injury and properly damage. For general guidance regarding the 69M Parke East Blvd. fobMOtion, storage, dellVery, erection and bracing of trusses and hum system£ S9mANSViPii Quality Cdfeda, 053-59 and BCS1 Balding Component Tampa, FL M610 Safety Wormatlora d obie from Truss Plate Institute. 216 N. Lee Steel. Suite 312, Alexandra. VA 22314. Job Truss Truss Type Dry Ply T77414943 1831116-TNT-EDWARDS A10 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Jun 22 08:45:39 2019 Page 1 ID:g2Bh3ylztyTZW ScIKW UOTwzbOtF-1 HihLjj?Tdgp_hRUyoGkkdWyOdzbYlLUMUGaz3nNw _ 17-530 22-7-44 { 28.95.2 I 3440-0 35-0 &-414 440 8-133 4-026 3x4 ST1.5xe STP = 6x8 = Sx8 = 46 = 4x6 = 3xe = 5x8 = 46 = Scale =1:64.9 LOADING (psi) SPACING- 2-M CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 VattI 0.25 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.42 8-10 >979 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.10 8 rda n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 2001b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, 7-9:2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 2-13, 5-11, 2-14 1-14:24 SP No.2 REACTIONS. (1 size) 14=1266/0-8-0, 8=1345/0-8-0 Max Horz 14=-301(LC 13) Max Uplift 14=-548(LC 12), 8=-579(LC 13) FORCES. (Ile) - Max. CompJMax. Ten. -All forces 250 (I e) or less except when shown. TOP CHORD 2-3=-1510/1842, 3-0=-1510/1841, 4-5=-1676/2158, 5.6=-1695/2104, 6-7=-2378/2701, 7-8=-2627/2966, 1-14=-126/341 BOT CHORD 13-14=-581/823, 11-13=-1702/1842, 10-11=-1971/1940, 8-10=2481/2361 WEBS 2-13=-1081/1100,4-13=-5327772,4-11=-553/802,5-11=-1126/1005,6-11=-614/978, 6-10=-393/467, 7-10=-306/644, 2-14=-1326/1499, 3-13=-259/338 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=4.2psh BCDL=5.Opsf; Ill Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-2-12 to 10-4-0, Exterior(2) 10-4-0 to 17-5-0, Comer(3) 17-5-0 to 23-5-0, Exterior(2) 23-5-0 to 35-10-11 zone; cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This im55 has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 lb uplift at joint 14 and 579 lb uplift at joint 8. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 22,2019 OWANNING-Verltypei9npsremefersand READ NOTES ON TN/SAND WCLVDEOMOEKREFENANCEPAGEMO7473 rev. 16N32015DEFONEUSE Design valid for use only with ]III connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a buss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to buckling indMduai trussweb and/or chord members only. A drional temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent collapse wit, possible pe,sonal Injury and property damage, For general guidance regarding the storage, delNery, erection and bracing of trusses and fora systems seeANSVTPIT Cualtly criteria, OBB49 and BC41 Building Component 6904 Palle East Blvd.fabrication, Safety mformatlonavoilabie from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexand4o, VA 22314. Tampa. FL 33610 Job Truss Truss Typo OtY Ply T77414944 183111frTNT-EDWARDS A11 Roof Spedal 1 1 Job Reference (optional) 8.220 s Nov 16 2018 Mil Industries, Inc. Sat Jun 22 08:45:41 2019 Builders First Source, Plant City, FL-32566. Boo 2x 6x8 = Sx6 = ST1.5xB STP = Sx8 = 4.6 = 34 = 5x6 = 4x6 = fi-8-13 11-1-10 17-5-0 25.4-0 34-10.0 6-8-13 4-4-13 6-3-6 ]-11-0 I 9-6.0 Scale =1:64.9 Plate Offsets (X Y)-- i2:0-3-0 0-2-41 P:0-4-0 03-01 110:0-3-0 0-3-41' LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL). -0.2811-13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.6011-13 >682 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 HDrz(CT) 0.09 8 rJa n/a BCDL 10.0 Code FBC2017frPI2014 Matnx-SH Weight: 195 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5,7-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 *Except* 8-10: 2x4 SP No.2 WEBS 2x4 SP NOS *Except* 1-14: 2x6 SP No.2 REACTIONS. (lb/size) 14=1266/0-8-0, 8=1345/0-8-0 Max Horz 14=-301(LC 13) Max Uplift 14=-548(LC 12), 8=-579(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at all 2-13, 5-11 FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (I s) or less except when shown. TOP CHORD 2-3=-1477/1700, 3-4=-1477/1700, 4-5=-1712/2099, 5-6=-1705/2181, 6-7=-2375/2775, 7-8=-2625/3042 BOT CHORD 13-14=-275/536, 11-13=-2042/2003. 10-11=-1939/1941, 8-10=-2522/2360 WEBS 2-13=-1423/1373,3-13=-248/330,4-13=-768/1157.4-11=-611/937, 5-11- 1008/957, 6-11=-605/968, 6-10=-402/447, 7-10- 307/648,2-14= 1277/1436 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=5.Opsf; Irl Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-2-12 to 8-4-0, Extedor(2) 8-4-0 to 17-5-0, Comer(3) 17-5-0 to 23-5-0. Exterior(2) 23-5-0 to 35-10-11 zone; cantilever left and right exposed ;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 psi bottom chord live load nonconcurrent with any other live loads. 5) • This Mass has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 Ile uplift at joint 14 and 5791b uplift at joint 8. Thomas A Albani PE No.39380 hNiTek USA, Inc, FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 ,&WARNING-VerlydekI9.,aaremefersand READ NOTES ON TNISANDMCLUDEDMITEKREFERANCEPAGEMU74n.re.. 10susTO1SB£FORE USE Design valid for use only with MITeF® connectors. This design a based only upon parameters shown. and Is for an bdividucl building component, not a truss system. Before use, the bull0ing designer must verify Me opplicabillty of design parameters and properly Incorporate thus design Into the overall bulldingdosign. Bracing Indicated is to buckling lndivaual tnus web and/or chord members only. Additionaltemporaryandponncnentblacing MiTek' prevent of Is always real for stabllity and to prevent collapse with posable personal Mlury and property damage. For general guidance regarding the 69M Parke East Blvd. fobrlcalion, storage, delivery, erection and bracing of trusses and Muss systems, seeklibi I1 Qualfty Cdfedo, DSM9 and SCSI Building Component Tampa, FL W610 Safety Informatbnovoiloble from Truss Plate Instur e. 218 N. Lee Sheaf, Suite 312, Alexandra, VA 22314. Job - Truss Truss Type Cry Ply T17414945 1831116-TNT-EDWARDS Al2 COMMON 5 1 Job Reference (optional) J.LLV a NOV 10 La la MI I ex measures, inc. Jar Jun LL uo:4J:41 LV In midge 1 builders rust Sourare, Plant lily, FL- 3256B, ST1.5x8 STIR= 3x6 = 5 n0119 4 3x4 = 3X6 = 3x6 = 3x6 = 3x4 = Scale = 1:59.7 6x8 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCD, 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Nor YES Code FBC2017rFP12014 CSI. TC 0.90 BC 0.95 WB 0.65 Matil DEFL. in Vert(LL) 0.30 Vert(CT) -0.42 Horz(CT) 0.12 (loc) Udell L/d 1-13 >999 240 1-13 >968 180 8 Na n/a PLATES MT20 MT20HS Weight: 172 goFT=20% GRIP 244/190 187/143 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purims. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 WEBS 9 Row at midpt 4-11 SLIDER Right 2x4 SP No.33-0-7 REACTIONS. (Ib/size) 1=1268/0-8-0, 8=126a/0-3-8 Max Horz 1=-149(LC 13) Max Uplift 1=-535(LC 12), 8=-537(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2645/3260, 2-3=-2392/2947, 3-4=-1697/2263, 4-5=-1698/2267, 5-6=-2394/2950, 6-8=-2656/3278 BOT CHORD 1-13=-2800/2380, 11-13=-20ge/1946, 9-11=2115/1954, 8-9=-2809/2398 WEBS 2-13=315/752,3-13=-485/476, 3-11=-620/982, 4-11=-1202/1003, 5-11=-629/996, 5-9=-475/472, 6-9=-328/766 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=4.2pst BCDL=5.Opst h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-4-0 to 64-4, Exterior(2) 6-4-4 to 17-5-0, Comer(3) 17-5-0 to 23-5-0, Exterior(2) 23-5-0 to 34-74 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 535 Ito uplift at joint 1 and 537 Ib uplift at joint 8. r- 14 6 Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNING. Velifydeslgnpar4met...dREADNOT SONTHISANDINCLUDWM?EKHEFEHANCEPAGEM0.74n.V. 1a=0158EFOREUSE Design valid for use only with Mrek® connectors. This design 6 based only upon parameters shown, and a for an Individual building component, not ��- ss a tosystem. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to buckling individual fruss web and/or chord members only. Additional temporary and permanent bracing M!Tek* prevent of b always required for stability and to prevent collapse wIM possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses antl truss systems, seeANSVIPII Quality Cdtorla. DSB-69 and SCSI Bull Component 6904 Parke East BlVd. Safety Mformatbrwallable from Truss Plate Instil 218 N. tee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job - Truss Truss Type Oly Ply T17414946 1811116-TNT-EDWARDS A13 COMMON 2 1 Job Reference o tional builders ruse source, Plant dry, rL-3zbeb, 6.GNSNOVIUeUl6Mllexmaa9lnes,lnc. zsmjmz4uo:w:wzol7 rage 1 4x6 = 5.00 (12 4 Scale =1:61.9 3x8 = 3x4 = ax4 = 3x8 = 3x4 = 3x4 =4x6 = LOADING (p51 TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.92 BC 0.95 WE 0.64 Matrix-SH DEFL. in Ver1(LL) 0.31 Ved(CT) -0.42 Horz(CT) 0.12 (loc) I/deft L/d 1-13 >999 240 1-13 >965 180 7 n/a n/a PLATES MT20 MT20HS Weight: 169 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.t 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 4-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1263/0-8-0, 7=1341/0-8-0 Max Horz 1=-167(LC 17) Max Uplift 1=-534(LC 12), 7=-585(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2632/3245, 2-3=-2379/2932, 3-4=-1682/2247, 4-5=-1683/2206, 5-6=-2369/2797, 6-7=-2621/3073 BOT CHORD 1-13=-2755/2369, 11-13=-2011/1934, 9-11=-2063/1936, 7-9=2568/2357 WEBS 4-11=-1180/988, 5-11=-619/979, 5-9=J81/471, 6-9=-306/645, 3-11=-621/983, 3-13=486/477, 2-13=-315I753 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-4-0 to 64-4, Exterior(2) 6-44 to 17-5-0, Comer(3) 17-5-0 to 23-5-0, Extedor(2) 23-5-0 to 35-10-11 zone; cantilever left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 534lb uplift at joint 1 and 5851b uplift at joint 7. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: June 22,2019 ,&WARNING - Verhydaegn Pdramefarsard READNOTE$ ON MISANO INCLUDED NnarnE ERANCEPAGEN&ZIm e,.. 14/1131015BEFOREUSE Design valid for use only with MOek® connectors. this design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the bulltling designer must verify the oppllcoblllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is olways required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcoXon. storage, delivery, erection and bracing of trusses and truss systems seeANSVTPI1 Quality Caloric, DSB4t9 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Informotbnavailable from Taw Rate Institute, 218 N. We Street, Suite 312, Alexal VA 22314. Job Truss Truss Type -ry PlyT77414947 18�1116-TNT-EDWARDS A15 HIP 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.220 s Nov 16 2Ol8 Mi Tek [nduMnes, ]nc. ball 2e scale: 3/16-=P 4x6 = 4x6 = 5.00 F12 5 6 0 < 0 4x6 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) /dell L/d PLATES GRIP TCLL MO Plate Grip DOL 1.25 TC 0.92 Ved(LL) 0.26 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.42 9-11 >968 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(CT) 0.12 9 n/a ri BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 1801b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP 140.2 -Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 1-3,8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/Size) 2=133910-8-0, 9=1339/0-8-0 Max Harz 2=154(LC 16) Max Uplift 2=-581(LC 12),.9=-581(LC 13) FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2615/2688, 3-0=-2365/2418, 4-5=-1697/1838, 5-6=-1524/1776, 6-7=-1697/1838, 7-8=-2365/2419, 8-9= 2615/2689 BOT CHORD 2-16=-2337/2351, 14-16=-1653/1926, 13-14=-1115/1524, 11-13=-1622/1926, 9-11=-2199/2351 WEBS 7-13=-608(786, 7-11=-402/473, 8-11=-307/654, 5-14--515/497, 6-13=-515/497, 4-14=-6081786, 4-16=401/473, 3-16=-307/654 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 35-10-11 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has beendesigned 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 581 Ib uplift at joint 2 and 581 lb uplift at joint 9. Thomas A. Albani PE Na.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:. June 22,2019 Q WARNING- Verity Eest9n parametere.d READ NOTES ON TN/SAND INCLUDED MnmrREFERANCEPAGEMIF74TJrev. latescol5BEFOREUSE Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an Ind ivIdual bullding component not a truss system. Before use, tl 9 building designer must verity the applicability of design parameters and property Incorporate mil design Into the overall building design. Brocing Indicated is to prevent budding of lndlvidual truss web and/or chord members only. Additional temporary and pennonent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems. seeANSVrp11 CoaN CModo, b41-69 and BCSI Bull Component 6904 Parke East Blvd. Safely Informatbrr croble from Truss Plate Instkute. 218 W Lee Street Suite 312 Alexandria VA 22314. Tampa, FL 33610 Tam a Job Truss Truss Type Oty Ply T17414948 1831116-TNT-EDWARDS A16 Hip 1 1 Job Reference o tional oullaers rim bource, VIM Ulty, FL-32bbb, B.2'LUSNov162U1BMlleKinaMInes,mc. batdun Lzua:Vb:4a'GmY rage i ID:g2Bh3ylztyTZWScIKWUOTwzbO1F-sR3ycmnm3TOzic V2Dug_7tYopir?A7Esit FUDz3nNq 2 15.0-0 7-02-04 10A 7-4.4 0 -0.0Io- 7712 d Scale: 3/16'=l' Sze = 5.00 F12 - 5z6 = 4 6 4x6 = 2x4 11 4z6 = 3z4 = 3x8 = 4x5 = 2x4 11 4z6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip COL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 1.00 BC 0.78 WB 0.93 Matrix-SH DEFL. Vert(LL). Vert(CT) Horz(CT) in (loc) Udell Ud 0.25 11-12 >999 240 -0.34 12-14 >999 180 0.13 7 rl n/a PLATES MT20 MT20HS Weight: 172111 GRIP 244/190 1871143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 4-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-3-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1339/0-8-0, 7=1339/0-8-0 Max Hom 2=137(LC 12) Max Uplift 2=-562(LC 12), 7=-562(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2647/2578, 3-4=-1917/1928, 4-5=-1700/1887, 5-6=-1918/1928, 6-7=-2646/2578 BOT CHORD 2-14= 2214/2358, 12-14=-2214/2354, 11-12=-1300/1700, 9-11=-2082/2353, 7-9=-2080/2358 WEBS 3-14=0/327, 3-12=-733/1007, 4-12=-339/441, 5-11=-328/441, 6-11=-733/1007, 6-9=0/327 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=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 35-10-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 562111 uplift at joint 2 and 562 lb uplift at joint 7. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 ,&WARNING-Vcftdcegn Pammetenend HEAD NOTES ON THISANO NCLUDEU MNEKHEFERANCEPAGEMR7473rev. lava29156EFOHE USE Design valid for use only with MDeW connectors. This design a based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate th6 design Into the overall bulltling design. Bracing Indicated is to prevent buclling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN$f/IPit QUOIN Cigoda, DSB-89 and BC51 Buldhp Component 6904 Parke East Blvd. Safety Informatloncovailable from Truss Plate Institute. 218 N. Lee Steel. Si 312. Alexontlria, VA 22 14 Tampa, FL 33610 Job Truss Truss Type City Ply T17414949 1831116-TNT-EDWARDS A17 Hip 1 1 Job Reference (opfona0 builders First Source, Plant City, FL- 32566, 8.220 s Nov 162018 MiTek Industries, Inc. Sat d 4.6 = 3x4 = 4x6 = 4 5 6 4x6 = 2x4 II 3x6 = 3xe = 20 11 4x6 = 3x8 — 3x6 = Scale = 1:63.3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inor YES Code FBC2017/TPI2014 CSI. TC 0.96 BC 0.82 WB 0.43 Matrix-SH DEFL. in (lac) I/defl Utl Ven(LL) 0.26 12-13 >999 240 Ven(CT)-0.4812-13 >853 180 Horz(CT) 0.13 8 n/a n/a PLATES GRIP MT20 2441190 Weight: 172111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. 4-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-9-2 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1339/0-8-0, 8=1339/0-8-0 Max Horz 2=120(LC 12) Max Uplift 2=-541(LC 12). 8— 541(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2622/2537, 34=2077/2061, 4-5=-1869/1977, 5-6=-1869/1977, 6-7=.2077/2061, 7-8=-2622/2538 BOT CHORD 2-15=-2172/2333, 13-15=-2172/2333, 12-13=-1589/1968, 10-12=-2034/2333, 8-10=-2034/2333 WEBS 3-15=0/252, 3-13=-564/837, 4-13=498/552, 5-13= 287/241, 5-12= 287/240, 6-12=499/552, 7-12=-564/837, 7-10=01252 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=S.Opsf; h=15ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Extedor(2) 4-11-5 to 35-10-11 zone; Cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pointing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541 Ib uplift at joint 2 and 541 fib uplift at joint 8. Thomas A. Alban! PE No.39380 61Tek USA, Inc. FL Ced 6934 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNING- VedIydvslgnperameferssmd BEAD NOTES ON TN6 AND INCLUDED MITEKHEFEFANCEPAGEMl1-7473rex 11110132015BEFOBE USE. Design volld for use only with MBek® connectors. Thb deslgn is based only upon parameters shown, and Is for on IndMdual building component, not a truss system. Before use. the building designer must verity the cppllcablllty of deslgn Parameters and properly Incorporate this design Into the overall building design, Bmcing Indicated Is to prevent bucking of lncMdual truss web and/or chord members only.. Additional temporary and permanent bracing MfTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. dellvery, erection and bracing of trusses and trim systems seeANSVIPII Duality CrBnb, OSB49 and BCSI Buiding Component 69N Parke East Blvd. Safety Informatbfxrvo0oble from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T17414950 18�1116-TNT.EDWARDS A18 HIP 1 1 Job Reference (optional) bullaers Hrst bourc9, Plana Glfy, FL- 32b66, 8.220 S NOV 15'LUl8 MI I eK matt6ines, Inc. bat Jun 22 08:45:4/ 2U19 Scale = 1:6E9 see = 2x4 11 US = 4x6 = 5.00 12 4 5 6 7 23 6xB2 i 3 2 3x4 21 6 ST1.5x8 STP = 2.4 11 3x6 IL 2 - - - 1 9 6 15 1 7 6 6x7a10 = 6 , 2.4 11 4.6 = 14 13 12 11 10 ST1.15x8 STP= 2.4 11 all = 3x4 US = 2x4 11 3x6 = 3-0.0 fi-8-0 11-0-0 146.0 1&2-0 23-10.0 2&0.2 34-10.0 1 1 1 3-0-0 3-8-0 4-4.0 &60 4-6-0 4-6-0 5-2-2 5.9-14 Plate Offsets (X,Y)- [1:0-6-00-1-71 [4:0-5-12 0-2-81 19:0-4-2 0-1-8]113:0-3-8 0-3-0] [15:0-4-12 0-3-81 LOADING (psf) SPACING. 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Veff(LL) 0.48 15-16 >861 240 MT20 244/190 TCDL 7.0 Lumber DO[- 1.25 BC 0.70 Ved(CT) -0.5415-16 >763 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(CT) 0.27 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 218 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 -Except' TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc puffins. 4-7: 2x4 SP No.2, 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or3-2-12 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 2-15: 2x6 SP M 26, 5-14: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 LBR SCAB 1-3 2x6 SP M 26 one side REACTIONS. (lb/size) 1=1268/0-8-0, 9=1264/0-8-0 Max Hoe 1=-98(LC 13) Max Uplift 1=-482(LC 9), 9=-084(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-473/600, 2-3=-4214/4313, 3-4=-2946/2904, 4-5=-2936/2947, 5-6=-2924/2941, 6-7=-2039/2190, 7-8=-2248/2279, 8-9= 2722J2833 BOT CHORD 2-17=4039/4027, 16-17=-4039/4027, 15-16=-2354/2689, 5-15=-182/254, 11-13=-1985/2335, 10-11=-2413/2435, 9-10= 2413/2435 WEBS 4-16=-652/667,4-15=-350/454,13-15=-1847/2163,6-15=-695A56, 6-13=-424/490, 7-11=-552/599, 8-11=-465/867,3-17= 233/333,3-16=-1454/1823, 6-11=-527/416 NOTES- 1) Attached 7-3-2 scab 1 to 3, front face(s) 2x6 SP M 26 with 2 howls) of 10d (0.131'x3') nails spaced 9' o.c.except : starting at 2-0-1 from end at joint 1, nail 2 row(s) at 3' o.c. for 2-0-0. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ABC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-4-0 to 6-4-0, Exterior(2) 6-4-0 to 34-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shaven; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 1 considers parallel to grain value using ANSI/PPI1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 482 lb uplift at joint 1 and 484 lb uplift at joint 9. Thomas A. Albani PE No.39380 Milk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 O WARNING- Ver/fydesl9nparametersend BEAD NOTES ON TNLSANDINCLUDED MVTEKN£FEBANCEPAGEM674" rev. la=016BEFOBE USE Design valid for use only vAm MITea connectors. hill design 0 based any upon parameters shown antl Is for an Individual building component, not a hula system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this all Into the overall building design. Bracing Indicated s to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication storage. delivery, erection and bracing of trusses and truss systems seeANSVIPII Qua[ Ny CdMM. D66d9 mid BCSI Buldhp Component Safety Informationavollable from Truss Plate Institute. 218 N. Lee Street Su6e M. Alexandria. VA 22314, - M!Tek' 6904 Parke East BIVE. Tampa. FL 33610 Job Truss Truss Type Cry Ply T17414951 1831116-TNT-EDWARDS A19 HIP 1 1 Job Reference (optional) aunaers rust source, rim cny, rL - seebq a.em s rvav m m i o rvn i en muwmes, mc. Sai Sun 220GA5:49 20 • os= . ID:g2Bh3ylzlyTZWScIKW UOTwzbOIF-GO14EogeLOoYZ3d3kLSNcdV3W0i2CXegYgFv4Yz3nNn 3-0-0 40-0 14fi-0 2P2-0 25-10-0 W 34-10.0 ' 3-0-0 60-0 5-6-0 5-6-0 1 5-8-0 4-2.2 ~ 4- Seale =1:65.9 6z12 MT20HS = 2z4 II 5x6 = 5.8 = 5.00 F12 18 3 4 5 6 19 20 2z4 4 ST1.5z8 STP= 2x4 11 7 3z6 I 2 3d 14 6x8 = 7x10 = 11111 2z4 11 12 11 109 ST1.5xB STP = 3.4 11 5xB = 4x6 = 3x6 = 3z4 = 28 154-6fi-00 0-2-00 255810-0-0 34A0-0 1 5 I 9 -0-0V-00 Plate Offsets(X))-- [1:0-6-00-1-7] [3:0-10-40-2-121 [5:0-3-00-3-0j j6:0-5-120-2-8][8:0-3-OEdge] [11:0-1-80-1-81 f13:0-0-120-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vol L/d PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TC 0.91 Ved(LL) 0.63 12 >654 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Ved(CT) -0.72 4 >572 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.30 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 2091b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1-3: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 3-4-14 oc bracing. BOT CHORD 2x4 SP N0.2 *Except* WEBS 1 Row at midpt 11-13 2-13: 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 LBR SCAB 1-3 2x6 SP M 26 one side REACTIONS. (Ile/size) 1=126810-8-0, 8=1264/0-8-0 Max Hoa 1=-81(LC 13) Max Uplift 1=-511(LC 9), 8=-513(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-473/595, 2-3=-3469/3326, 3-4=-0820/3707, 4-5=-3782/3681, 5-6=-2817/2825, 6-7=-2427/2425, 7-8=-2666/2904 BOT CHORD 2-14=-2969/3238, 13-14=-2987/3264, 4-13=-261/370, 11-12=-033/381, 9-11=-1846/2206, 8-9=-2502/2401 WEBS 3-14=-322(493,3-13=-6281773,11-13=-2147/2482,5-13=-1009/1081, 5-11=-809/887, 6-11=-728/823, 6-9=-234/346,7-9=-233/726 NOTES- 1) Attached 9-10-9 scab 1 to 3, front face(s) 2x6 SP M 26 with 2 row(s) of 10d (0.131 °x3°) nails spaced 9' o.c.except : starting at 2-0-1 from end at joint 1, nail 2 row(s) at 3' o.c. for 2-0-0; starting at 5-10-7 from end at joint 1, nail 2 row(s) at 7° o.c. for 3-10-13. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0pst h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Con r(3) 0-4-0 to 6-4-0, Extedor(2) 6A-0 to 34-6-0 zone; cantilever left and right exposed ;C-C for members and farces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 511 Ib uplift at joint 1 and 5131b uplift at Thomas A. Albzni PE No.39380 joint 8. hi USA, Inc. FL Cad ll 6904 Parke East Blvd. Tampa FL 33810 Date: June 22,2019 Q WARNING- Venlydrai Panrinkh ream READ NOTES ON THISANU INCLODEO MREKREEERANCEPAGEMIP7473... ldAi2olsfi FORE USE Design valid for use only with MOeklis connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the bulldIng designer must verity fire applicability of design parameters and properly incorporate this design Into the overall buildingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding Hie fabrication storage. delivery. search and bracing of trusses and truss systems, seeANSVIPII Quality Cr@nb, DS"9 and BCSI Building Component 6904 Parke East Bald. Safety InformaNarrnailable from Truss Plate Institute, 218 N. Lee Street, Suee 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T17414952 1831116-TNT-EDWARDS A20G HIP GIRDER 1 3 Job Relerence o floral pwlaers rasr bourse, rlam Glly, rL- JLJbb, a.eLV tl 1YV V IY CV ,O IVII I GI, II IU W I,IGJ, ,11,.. JBI aYI, cc VVr+.+, c,,,a 5.00 12 5x8 3x4 = 2x4 11 7x10 = 3x4 = 6x8 = a 20 4 21 522 23 24 6 25 26 7 27 B 2.4 II 2.4 II ex° II 1. - 7x10 = 13 30 31 32 72 33 ST1.5xS STP = 3x4 11 6xe = 3C 11 35 10 7x10 = 2x4 Scale=1:65.3 ST1.5XS STP = 3x6 = LOADING (psf) SPACING- 2-0-0 CS]. DEFL, in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.62 14-15 >662 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.7414-15 >554 180 BCLL 0.0Rep Stress lncr NO WB 0.97 Horz(CT) 0.28 9 Isla n/a BCDL 10.0 Code FBC2017/1PI2014 Matrix-SH Weight: 6421b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP NO.2 -Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins. 13: 2x6 SP M 26, 8-9:2x4 SP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except' 2-14: 2x6 SP M 26, 11-13.9-11: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=2677/03-0, 9=2580/0-8-0 Max Ho¢ 1=-58(LC 9) Max Uplift 1=-1520(LC 5), 9=-1550(LC 4) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 file) or less except when shown. TOP CHORD 1-2=-1006/600, 23=-10086/5959, 3-4=-11650/6949, 4-5=-12919f76B3, 5-6=-12651/7534, 6-7- 8772/5235,7-8=-7673/4678, 8-9=-6070/3765 BOT CHORD 2-16=-5568/9531, 15-16=-5654/9684, 14-15=-6835/11649, 13-14=-33/289, 5-14=-255/301, 12-13=-834/1457, 11-12=AS62t7672, 10-11=3378/5492, 9-10=-3392/5517 WEBS 3-16=-1054/1883,12-14=-4484/7629,6-14=-2412/4089, 6-12=-2305/1574, 7-12=-659/1314,7-11=-1205/831,8-11=-1416/2688,8-10=-306/575, 3-15=-1304/2289, 4-15=-809/562, 4-14=-81611450 NOTES- 1) 3-ply truss to be connected together with 1Od (0.131'x3') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Go, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurmnt with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of beating surface. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 15201le uplift at joint 1 and 15501b uplift at joint 9. Thomas A Albani PE No.39380 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 ContinuedoGone A WARNING- Vexlly Eesl9n PAramefef4end BEAD NOTES ON THISANDINCLUDED MDEKREFERANCEPAGEMII-74nnn, 10ISIG915BEFOBEUSE. volid far use only wdih Mgek0connectors. ThIs design Is based only upon parameters shown. and Is for an Individual building component, not MINDesign a truss system. Before use. The building designer must verify the appllcobllltyof design parameters and properly Incorporate this design Interne overall bulltling design. Bracing indicated is to prevent buckling of hdMdual tnss web and/or chord members only. Addl6onai temporary and permanent bracing M!Tek' Is always rewired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrica6or storage. deiNery, erection and bracing of trusses and truss systems saeANSVW11 Quality CMah, DSB49 and BCSI Building Component 6904 Parke East 91vtl. Safety NformaNprwailoble from Truss Plate Institute. 218 N. We Street Suite 312 Alexandria. VA 22314. Tampa. FL 33610 Jab Truss Truss Type Cry Ply T17414952 1831116-TNT-EDWARDS A20G HIP GIRDER 1 3 Job Reference (opliona0 Builders First Source, Plant City, FL- 32566, 8.220 S NOV 18 Lul u MI I ex mauslnes, Mo. bat Jun 24 U15:40:01 4U I C rage z ID:g2Bh3ylzlyTZWSolKW UOTwzbOtF-hbODtpsXeJB6OXMePU44EG7dzEI5Ptl6FdUZhtz3nNk NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 741b down and 1071b up at 7-0-0, 63 He down and 1071b up at 9-0-12, 63 Ib down and 1071b up at 11-0-12, 63 Ile down and 1071b up at 13-0-12, 105 Ib down and 162 lb up at 15-0-12, 105 Ib down and 162 Ib up at 17-0-12, 105 Ib down and 162111 up at 17-9-4, 105111 down and 162.Ib up at 19-94, 105 lb down and 162 Ib up at 21-9-4, 105 lb down and 162 Ib up at 23-9-4, and 105 Ib down and 162 Ib up at 25-9-4, and 187 lb down and 288 Ile up at 27-10.0 on top chord, and 575 lb down and 417 lb up at 7-0-0, 1071b down and 69 lb up at 9-0-12, 107 lb down and 69 Ile up at 11-0-12, 1071b down and 69 Ib up at 13-0-12, 81 lb down at 15-0-12, 81 Ib down at 17-0-12, 81 Ib down at 17-9-4, 81 Ile down at 19-94„81 It, down at 21-9-4, 81 lb down at 23-9-4, and 81 lb down at 25-94, and 331 to down and 381 Ile up at 27-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-76, 2-3=-54, 3-8=-54, 8-9=-54, 2-14=-20, 9-13=-20 Concentrated Loads (Ib) Vert: 3=55(F)8=-139(F) 11=-57(F) 16=-575(F)7=-105(F) 10=-331(F) 15=-107(F) 4=-55(F) 20=-55(F) 21=-55(F) 22=-105(F) 23=-105(F) 24=-105(F) 25=-105(F) 26=-105(F) 27=-105(F) 28=-107(F)29=C07(F)30=-57(F) 31=-57 F 32=-57(F) 33=-57(F) 34=-57(F)35=-57(F) ,&WARNING -Verily design snarrefers and READ NOTES ON THISANDINCLUUEDMREKREFERANCE PAGE M/ lilnhsV. IOUJI015 BEFORE USE Design valid for use only with MBekO connectors. this design 6 based only upon parameters shown, and Is for an Individual building component, not a buss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Racing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabilty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ding Component fabrication, storage, delivery, erection and bracing of trusses and truss systems. SeeANSWIPII Quality Criteria, DSB49 and BCSI Building Parke East East BNtl. Safety InformalbW eailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL Job - Truss Truss Type Oty Ply T17414953 1831116-TNT-EDWARDS B02 HIP 1 1 Job Reference (optional) Cunaers rim boards, tiara Gay, rL- JZJob, 5x6 = 5.00 F12 3x6 = 4 5 2x4 11 3x6 = 3x4 = 5x8 = 6 7 8 9 2x4 83 1019 1 ST1.5x8 STP= 4x6 = Scale = 1:74.6 2 20 17 16 15 14 13 ST1.5x8 STP= 3x8 = 4s5 = ST1.5x8 STP = 5x6 = 3x4 = 4x6 = 6x8 = LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20177TPI2014 CSI. TC 0.90 BC 0.91 WB 0.84 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl Ud 0.48 15-17 >467 240 0.4015-17 >556 180 0.04 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 1991b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc punins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-6-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 8-15 REACTIONS. (lb/size) 2=577/0-8-0, 15=1844/0-8-0, 11=714/0-8-0 Max Horz 2=86(LC 12) Max Uplift 2=-564(LC 8), 15=-1283(LC 8), 11=-329(LC 13) Max Grav 2=597(LC 23), 15=1844(LC 1), 11=732(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-836/1734, 3-4=-578/1381, 4-5=-493/1316,5-6= 978/866, 6-8=-978/866, 8-9=-428/246,9-10=-9057772, 10-11=-1152/1089 BOT CHORD 2-17=-1498/728, 14-15=0/428, 13-14=-280/810, 11-13=-751/1016 WEBS 3.17=-284/671, 4-17=-296/122,5-17=-11351599, 5-15=-1055/1762, 6-15=-303/410, 8-15=-1417/1340, 8-14=-152/402, 9-14=-477/599, 9-13=-290/399, 10-13=-271/604 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10;'Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 42-0-11 zone; cantilever left and night exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water porting. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 564 lb uplift at joint 2, 1283 Ito uplift at joint 15 and 329 It, uplift at joint 11. Thomas A. Alban PE No.39389 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNING - Veritydesign parameters. READ NOTES ON THMANO INCLUOEDM?EKBEFEBANCEPAGEMs"IM-v. 1G1)Y1015BEF0RE USE Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design into tine overall building design. Bracing indicated Is to to prevent t of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW MITW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrP11 Quality Calsdo. DSB4S9 and SCSI Bul CamOonent 69N Parke East Blvd. Safely Informatiord,olloble from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandra, VA 223314. Tampa. FL 33610 Jab - Truss Truss Type Oty Ply T17414954 1831116-TNT-EDWARDS B03 Hip 1 1 Job Reference o tional Culloers rain Jounce, rium Glry,. rL- JLaoo, II 1-0-0 fi-65 11-0-0 19&-00--00 24 b 2.4 II Sz8 = 3.6 = 5.00 F12 4 5 6 a.GCu.1VVV IO CV Ia M11 CM1 111UYJ1„Ctl, un:. oa,uul l cc uu..uu cv... 3x4 = sxs = 7 8 Scale = 1:74.6 3x4 G 3z4 3 9 20 21 _ d 1 2 - -- - - - - - -10 11 Lij Q ST1.5x8 STP= 22 19 18 17 16 15 14 13 12 ST1.5xe STP= 4x6 = 2.4 11 3z4 = 3z6.= ST1.5x8 STP = 3z4 = 3x6 = 3x4 = 2z4 H 4x6 = 6x8 = LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TPI2014 CSI. TC 0.77 BC 0.52 WB 0.59 Matrix-SH DEFL. Ved(LL) Vert(CT) Horz(CT) in (loc) Vdefl L/d 0.26 16-18 >866 240 0.21 16-18 >999 180 0.04 10 Ida n/a PLATES GRIP MT20 244/190 Weight: 2091b FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP No.1 'Except* TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc puriins. 4-6,6-8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-1-2 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at micipt 7-16, 4-16 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=565/0-8-0, 16=1865/0-8-0, 10=70410-8-0 Max Horz 2=-103(LC 13) Max Uplift 2=-552(LC 8),16=-1250(LC 8), 10=-343(LC 13) Max Gmv 2=599(LC 23), 16=1865(LC 1). 10=729(LC 24) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-851/1705, 3-4=-394/953, 4-5= 760/733, 5-7=-76Of733, 8-9= 705/589, 9-10=-1176/1002 BOT CHORD 2-19=-14401719, 18-19=-1440/719, 16-18=-528/329, 15-16=0/487, 13-15=-79/611, 12-13---65311017,10-12= 653/1017 WEBS 3-19=-340/211, 3-18=-471/1096,4-18=-963/429; 5-16=-418/569,7-16=-1122/1045, 7-15=-301/464, 8-15=-561/668, 8-13= 338/377, 9-13=-4891740,4-16=-1137/1996 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpk0.18; MW FRS (envelope) and C-C Conrl-1-0-11 to 4-11-5, Extenor(2) 4-11-5 to 42-0-11 zone; canLlever left and right exposed ; porch left exposed;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 nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 552 Ib uplift at joint 2, 1250 Ib uplift at joint 16 and 343 Us uplift at joint 10. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNING- Venly OesiynpmemefcMMd REAONOTESON WN ANDMCLUOEOMUEKREFERANCEPAGEMIF74T4re✓. la=mISBEFOREUSE. Design valid for use only with MBek® 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 fine applicability of design parameters and propetiy Incorporate ihls design Into the overall a buckling Individual truss web end/or chord members any. Additional temporary and permanent bracing MOW building design. Bracing indicated to prevent of Is alwoysrequired for stability and W prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSVIP11 Quality Ci foda, DS949 and SCSI Building Component Safely Inlormatbllwolioble from Truss Plate Intl 218 N. Lee Street, Sure 312, Aicke rlo. VA 22314. 69" Parke East BNd.. Tampa, FL 33610 Job Truss - - Truss Type - Oly Pty T17414955 1831116-TNT-EDWARDS B04G HALF HIP GIRDER 1 2 Joh Reference (opt'ona0 bullaers mrst source, VIM Gny, rL- 42>00, Scale=1:41.1 Sz6 = 3x4 = 5x6 = 5x8 = 5 6 7 8 5.00 12 46 4 2x4 3 2 a� 1 0 13 14 15 12 16 11 17 10 18 19 .9 e ST1.5x8 STP = 6x8 = 8x14 MT20HS= 6x8 = ax10 = ST1.5%8 STP= 4x12 4 6x8 4-6-2 7-113 11-9-0 15-2-11 18-6-9 22-4-0 4-6-2 2-10.11 411 3-5-71 3-3-15 3-9-7 Plate Offsets (X )O-- [2:0-3-5 0-2-71 15:0-3-0 0-2-41 [8:04-0 0-1-8] [10:0-3-8 0-4-41 [11:0-3-8 0-3-8] [72:0-7-0 0-4-81 f13 0-3-12 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL1 0.29 12-13 >898 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT)-0.3912-13 >675 180 MT20HS 1871143 BCLL 0.0' Rep Stress lncr NO WB 0.90 Hmnz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 325 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc pudins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 8-6-13 no bracing. 8-9: 2x8 SP 240OF 2.OE, 8-10,6-12,7-11: 2x4 SP No.2 REACTIONS. (Ih/size) 2c5505/0-8-0, 9=7665/0-8-0 Max Horz 2=292(LC 23) Max Uplift 2=-2749(LC 8), 9=-3627(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12959/6464, 34=-12978/6476, 4-5=-9377/4626, 5-6=-8722/4348, 6-7=-7405/3628, 7-8=4763/2281, 8-9=-6588/3192 BOT CHORD 2-13=-6119/11804, 12-13=-6120/11975, 11-12=-3628f7405, 10-11=-2281/4763 WEBS 3-13=-198/300,4-13=-175PJ3411,4-12=4047/2211.5-12=-1613/3356, 8-10=-380917946, 6-12=-1361/2330,7-10=4007/2115,6-11=-2074/1198, 7-11=-2383/4676 NOTES- 1) 2-plytruss to be connected togetherwith 10d (0.131°x3°) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 04-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed fora 10.0 pat bottom chord live load nonconcument with any other live loads. 7) , This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2749 lb uplift at joint 2 and 3627 lb uplift at joint 9. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2675 Ib down and 1457 lb up at Thomas A. Albani PE No.39380 7-1-8, 1258 lb down and 665 lb up at 9-0-12, 1258 in down and 664 lb up at 11-0-12, 1258 lb down and 647 Ib up at 13-0-12, MTek USA, Inc. FL Can 6634 1270 Ib down and 610 Ib up at 15-0-12, 1269 lb down and 568 lb up at 17-0-12, and 1258 Ib down and 535 lb up at 19-0-12, and 6904 Parke East Blvd. Tampa FL 33610 1256 Ib down and 550 Ib up at 21-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Date: June 22.2019 Job Truss Truss Type C]ly Ply T17414955 1831116-TNT-EDWARDS B04G HALF HIP GIRDER 1 2 Job Reference (option 1 Builders First Source, Plant City, FL- 32566, 8.220 a Nov 162018 MiTek Industries, Inc. Sat Jun 22 08:45:54 2019 Page 2 I D:g2Bh3ylztyTZW SCIKW UOTwzbO1F-SA6MVruPxEZhH_5D4cZnmlBpRpgcFuY.,SiDICz3nNh LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-8=-54, 2-9i Concentrated Loads (lb) Vert: 13=-2675(B)11=-1258(B) 14=-1258(3) 15116=-1258(B) 17= 1269(B) 18=-1258(B) 19=-1256(B) AWARNING- Venlydesignparametersand READ NOTES ON THIS AND WCLUDEDMITEKBEFEBANCE PAGE MIP7473rev. 1GN120i5 BEFORE USE Design valid for use only with MrekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, riot a Mass system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Mis design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fobticatlort storage, delivery. erection and bracing of trusses and huts systems, seeANSVPll QuolIfl8yy CMr.M, OSSd9 and BCSIBWdNp Component Safety InformatbPl ipvalloble from Truss ate Institute, 218 N. Lee Sheep Suite 312. Alexantl0a, VA 22314. 6904 Parke East Blvd. Tampa, FL 33810 Tama Jab - Truss - Truss Type city - Ply T17414956 1631116-TNT-EDWARDS 801G HIP GIRDER 1 i Job Reference (optional) oulmers mrst source, clam Ully,.rL-32bUb, 5.220 s NOV 1 B 2U16 MI I eK InaUstneS, Ina. Sat Jun 22 U6:4b:bb 2U19 5.00 r12 6x8 5x6 — 2x4 II 5x8 = 5x6 = 4x6 — 3 19 20 4 21 PR 22 523 24 6 7 25 26 8 27 28 ST1.5x8 STP = 18 29 30 17 31 32 16 33 34 35 15 36 14 13 3837 39 3x6 = 2x4 II 5x6 = 3x6 = ST1.5x8 STP = 3x6 = 8x14 MT20HS= 3x4 = 6xa = 9 10 Scale = 1:74.6 12 ST1.5x8 STP= 2x4 11 3x6 = 12-8-7 12-10-3 19-0 r-w -0 24-1-13 29-1-13 34-0-0 41-0-0 vn.n c10 ac-,.1v Plate Offsets (X,V)-- [2:0-3-0,Edge7 [3:0-4-0 0-2-2] [9:0-4-0 0-2-21 [10:03-0 Edgel rl7:0-3-00-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL). 0.21 2-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.20 12-13 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WE 0.87 Horz(CT) 0.09 10 n/a life BCDL. 10.0 Code FBC2017/fP12014 Matrix-SH Weight: 2191b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-6,6-9: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 5-16: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 2=909/0-8-0, 16=4021/0-8-0, 10=1223/0-8-0 Max Horz 2=68(LC 27) Max Uplift 2= 848(LC 4), 16=-2739(LC 4), 10=-789(LC 9) Max Gmv 2=916(LC 19), 16=4021(LC 1), 10=1230(LC 20) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-9-11 oc bracing. WEBS !Row at midpt 4-16,7-16,.B-15 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 1634/1495, 3-4=-5401705, 4-5=-1595/2392, 5-7— 1595/2392, 7-8=-463/266, 8-9= 1983/1207, 9-10=-2403/1569 BOT CHORD 2-18=-1277/1431, 17-18= 1253/1404, 16-17=-560/538, 15-16=-87/463, 13-15=-1026/1981, 12-13=-1310/2110,10-12=-1325/2135 WEBS 3-18=-489/649, 5-16=-759l714, 9-12=-307/609,4-16=-3198/2526, 3-17= 985/775, 4-17=-435/836,9-13=-163/331,7-16=3223/1930,8-13=-59/476, 7-15=-469/1104, 8-15=-1767/1213 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=5.Opst h=15ft; Cat. 11; Exia C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; 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 pad bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all: areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 848 lb uplift at joint 2, 27391b uplift at joint 16 and 789 lb uplift at joint 10. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 162 lb up at 7-0-0, 105 It, down and 162 lb up at 9-0-12, 105 lb down and 162 lb up at 11-0-12, 105 lb down and 162 lb up at 13-0-12, 105 It, down and 162 It, up at 15-0-12, 105 Ib down and 162 lb up at 17-0-12, 105 lb down and 162 Ib up at 18-6-12, 105 lb down and 162 lb up at. 20-0-0, 105 lb down and 162 lb up at 21-11-4, 105 lb down and 162 lb up at 23-11-4, 105 Ito down and 162 lb up at 25-11-4, 105 lb down and 162 lb up at 27-11-4, 105 lb down and 162 lb up at 29-11-4, and 105 lb down and 162 It, up at 31-11-4, and 187 lb down and 288 lb up at 34-0-0 on top chord, and 331 lb down and 381 lb up at 7-0-0, 81 It, down at 9-0-12, 81 lb down at 11-0-12, 81 lb down at 13-0-12, 81 lb down at 15-0-12, 81 lb down at 17-0-12, 81 Ib down at 18-0-12, 81 It, down at 20-0-0, 81 lb down at 21-11-4, 81 lb down at 23-114, 81 lb down at 25-11-4, 81 lb down at 27-11-4, 81 lb down at 29-11-4. and 81 It, down at 31-11-4, and 331 lb down and 381 lb up at 33-11-4 on bottom chord. The design/selection of such connection device(s) is the Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 AWARNING- Verifydes/gnPammetersendREADNOTESONTHISANDINCLUDED MNEKHEFENANCEPAGEMl4T473mv 10'aY1016BEFOBEUSE Design valid for use only Win MBas eId) connectors. This design Is bed only upon parameters shown and Is for on Individual building component, not �' Mile! a truss system. Before use, Inc building designer must verify the applicability of design parameters and properly Incorporate mis design into the overall building design. Bracing indicated a to prevent buciding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collopse with posder personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVTPI1 Quomy Cdlella, DS349 and BCSI Building Component 6904 Padre East Blvd. Safety Infon ationavallabie from Truss Plots Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type Ott, Ply T17414956 1831116-TNT-EDWARDS 30113 HIP ORDER 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.220 a Nov 16 2018 MiTek Industries, Inc. Sat Jun 22 08:45:56 2019 Page 2 ID:g2Bh3ylztyTZW ScIKW UOTwzbOtF-1ZE6wXwgTrpPXIFcC1 bFxJgONFSA4AprOVBKM5z3nNf NOTES- 9j 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=-54, 3-9=-54, 9-11=-54, 2-10=-20 Concentrated Loads (lb) Vert: 3=-1 05(B) 6=-1 05(B) 9=-139(B)17=57(B) 18=-331(13)12=-331(B)4=-105(B) 7=-105(B) 15=-57(B) 19= 105(B)20= 105(B) 21=-105(B) 22=-105(B) 23=-105(B) 24=-105(B)25=-105(13) 26=-105(B) 27=-105(B) 28=-1 05(B) 29=-57(B)30=-57(B)31=-57(B)32=-57(B)33=-57(B)34=-57(B)35=-57(B) 36=-57(B) 37=-57(3) 38=-57(B) 39=-57(B) AWARNING-Ven/ydeslgnpalametep;Md REAONOTES ON TRISANOINCLUDWMI KREFERANCEPAGEM/74nmr 1ND3?015BEFORE USE valid for use only with MrelkS connectors. This design is based only upon parameters shown, and is for an individual building component, not Wit a buss system. Before use, the building designer must verify Me applicability of design parameters and properly incorporate this design Into the overall buildingdesign. Bracing Indicated is to prevent buckling of individual two web and/or chord members only. Addironal temporary and permanent bracing MiTek' is always required for stability and to prevent collapse whin possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems. seeAN51RPD Qua[ NByy CMeda, DSB a9 and BCSI BuIll Component Safety Informatbnavollable from Truss Plate InsflWte. 218 N. Lee sheet, Sure 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Orly Ply T17414957 1831116-TNT-EDWARDS CO3 Common 2 1 Job Reference (optional) 6unders First Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Jun 22 08:45:57 2019 Page 1 ID:g2Bh3ylztyTZ W ScIK W UOTwzbOtF-W inU7txl E9xGBSpolk6UTXNcNftEpnq?dZxwXY.inNe 1-0-0 4-9-4 10-2-0 15-6-12 2D-4.0 21-4-0 1 1-0, 49-4 541E 5-4-12 4-9-4 1-0.0 46 = 4x6 = 46 = Scale=1:36.3 Io i-i-e 6.1-0 7-1-e LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.11 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.14 2-10 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.24 Horz(CT) -0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 901b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=803/0-8-0, 6=803/0-8-0 Max Horz 2=96(LC 12) Max Uplift 2=-358(LC 12), 6=-358(LC 13) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1409/1933, 3-4=-1197/1623, 4-5=-1197/1623, 5-fi=-1409/1933 BOT CHORD 2-10=-1642/1256, 8-10=-830/83B, 6-8=-1654/1256 WEBS 4-8=-454/378, 5-8= 2847714, 4-10=-454/378, 3-10=-2841714 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 10-2-0, Comer(3) 10-2-0 to 16-2-0, Extedor(2) 16-2-0 to 21-4-11 zone; cantilever left and right exposed;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.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 358 Ib uplift at joint 2 and 358 lb uplift at joint 6. Thomas A Miami PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 A WARNWG-Verity Easff1."samefaar.d READN01rES OMMSANDWCLUDEDM?KREFEAANCEPAGEMIP7=.v. 1a=mr5DEF0REUSE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for en Individual building component not a truss system. Before use. Me building designer must verify the appllcabillty of design parametersand properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permonent bracing Is always required for stability and to prevent collapse with possible personal h7ury and property damage. For general guidance regarding Me fobticotion, storage, delivery, erection and bracing of trusses and truss systems, seeANSUfPII Quaply Cmrrda, PSB49 and SCSI Building Component Safety Informatbmvalloble from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria. VA 22314. MiTek' 6904 Parke East Bivtl. Tampa, FL 33610 Joh Truss Truss Type Cry Ply T17414958 1831116-TNT-EDWARDS C04G ROOF SPECIAL GIRDER 1 2 Job Reference (optional) Builders First Source, Plard City, FL-32566, 8.220s Novl62018MiTekindust6es,Inc. Sat J1m2208:45:582019 Paget ID:g2Bh3ylztyTZWSCIKWUOTwzbOtF-yJ.sLDxw?S37mc0 JSdjOkwoT2CRV6PBSDgRRm3nNd 4.0-5 ]-0.0 10-2-0 73-4-0 16-3-17 20-4-0 r 1-0-0 4-0-5 2-11-11 3-2.0 &2-0 2-71-17 4-0-5 4x6 II Scale - 1:34.9 �o -- 2x4 II 6A = Bx10 = 6x0 = 3xB II 3xl2 MT20HS 4 4x12 4-0-5 7-0-0 10.2 0 13-4-0 16-3.11 20.4.0 4-M 2-11-11 3-2-0 &2-0 I 2-11-11 4-0.5 -- Plate Offsets(X1)-- f2:0-3-00-1-81 fe'0-3-50-2-71 I10:0-3-80-4-0] f11:0-5-00-4-12] [12:0-3-80A-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.23 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.3310-11 >719 180 MT20HS 187/143 BOLL 0.0 ' Rep Stress Incr NO WB 0.73 Horz(CT) 0.08 8 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Malrix-SH Weight: 239 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 5-8: 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* 5-11: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-2-11 oc bracing. REACTIONS. (lb/size) 8=6912/0-8-0, 2=4793/0-8-0 Max Harz 2=107(LC 31) Max Uplift 8=-2999(LC 9), 2=-2305(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-10911/5190, 3-4=-11169/5362, 4-5=-8790/4118, 5-6=-8794/4117, 6-7=-1143515153, 7-8= 13673/5991 BOT CHORD 2-13- 4778/9936, 12-13=-4778/9936, 11-12=-4909/10290, 10-11=-0629/10539, 9-10=-5432/12485, 8-9=-5432/12485 WEBS 5-11=-3014/6506, 6-11=-3293/1396, 6-10=-1196/3072, 7-10=--2233/915, 7-9= 721/2015, 4-11= 2958/1661, 4-12- 1463/2761, 3-12=-368/520 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131'4') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=S.Opst h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 2999111 uplift at joint 8 and 23051b uplift at joint 2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2608 lb down and 1422 lb up at 7-1-8, 1258 lb down and 6651b up at 9-0-12, 1258 Ib down and 556lb up at 11-0-12, 1258 Ito down and 5321b up at 13-0-12, 1258 Ib down and 510111 up at 15-0-12, and 1270lb down and 503 It, up at 17-0-12, and 1264111 down and 5221b up at 19-0-12 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Thomas A. Albans PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 -ontmuedl on made 2 Q WARNING- Wnsydesfgnparaorcon and READ NOTES ON TNISANDINCLUDED MMEKREFEHANCEPAGEM11-74M.. 1000,2015BEFORE USE Design valid for use only with M6eM connectors. This tlesign Is based only upon parameters shown, and Is for an Individual building component not a drum system, Before use, me building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated s to bucWing of Individual no web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery. erection antl bracing of trusses and truss systems, saeANSVrPR Quality CrBe8u1 DS549 and BCSI Building Component Safety Informotbnovolobie from Truss Rate Institute. 218 N. Lee Street Suite 312. Alexanddo. VA 22314. 6904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Cry Ply T17414958 1831116-TNT-EDWARDS C04G ROOF SPECIAL GIRDER 1 2 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Jun 22 08:45:58 2019 Page 2 ID:g2Bh3y1ztyTZWSolKWUOTwebOtF-yLSLDx?S37mc0_JSdjOkwoT2CRY6P8sDgRRzz3nNd LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-8=-54, 2-8=-20 Concentrated Loads (lb) Vert: 10=-1258(F) 12=-2608(F) 14=-1258(F) 15=-1258(F) 16=-1258(F) 17=-1270(F) 18=-1264(F) O WARNING -Verfrytlesfgn peremefers.d READNOTES ON MMANOINCLUDEDMR KNEFEa NCEPAGEMIF74M3 . 160Y1015BEFORE USE. Design valid for use only with MBek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a Muss system. Before use, the building designer must verify the appllcobllHy of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Addlh'onal temporary and permanent bracing 1s MiTeke is always required for stability and to prevent collapse with possible personal injury and. property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeAN9/Ipp Qually CdfeAa, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Informallofwallobie from Truss Plate Institute, 218 N. lee Street, Suite 312, Mexandda. VA 22314. Tempa, FL 33610 Job Truss Truss Type OtY Ply T77414959 1831116-TNT-EDWAROS CJ1 Comer Jack 19 1 Job Reference o tional Builders First Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Jun 22 08:45:59 2019 Page 1 I0:g20h3ylzlyTZW ScIKW UOTWzbOtF-S8vFYYyYmmB_OlzB198yYyS71 S1EHk7H4tQ-zPz3nNc -0-0.0 1-0-0 Scale = 1:6.5 3x8 = ST1.5x8 STP = Plate Offsets (X Y)-- f2:0-8-0 0-0-101 LOADING (pal) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Nor YES WB 0.00 Horz(CT) 0.00 3 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or 1-0-0 Do pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-12IMechanical, 2=132/0-8-0, /Mechanical Max Horz 2=45(LC 8) Max Uplift 3=-12(LC 1), 2=-11 FI LC 8) Max Grav 3=27(LC 8), 2=132(LC 1), 4=1 B(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12lb uplift at joint 3 and 1181la uplift at joint 2. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 O WARNING -Verlydeeenllaremetere and HEAD NOTES ON TM/SAND INCLUDED MNEKNEFENANCEPAGEM1474NIrev. u1Da4015BEFOREUSE Design valid for use only with MBek® connectors. This design is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters antl properly incorporate this design Into the overall bulldingdesign. Bracing Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MTek• prevent of 6 always required for stability and to prevent collapse with posslbie personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of fusses and truss systems, seeANSVIP11 Quaft Criteria, DSB-89 and BCBI Building Component 69M Parke East Blvd. Bath InformallolWoilabie from Muss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T17414960 1831116.TNT-EDWARDS CJ3 Jack -Open 12 1 Job Reference (optional) uunaers Fnsl Source, Plant City, FL-32566, 622USNOV1bzula MIIeKInaUelnes,lnc. Sa[JUn22UO:40:uU4U1U 4x6 = STP = Scale=1:10.8 LOADING (psf) SPACING- 2-" CSI. OEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ved(LL). 0.02 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.02 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES INS 0.00 Hou(CT) -o.00 3 nla rJa BCDL 10.0 Code FBC2017/TP12014 MatriX-P Weight: ll Its FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=50/Mechanical, 2=191/0-8-0, 4=26/Mechanical Max Hom 2=88(LC 12) Max Uplift 3_ 64(LC 12), 2_ 172(LC 8), 4=37(LC 8) Max Gmv 3=50(LC 1), 2=191(LC 1), 4=52(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left andright exposed; porch left elglosed;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 chard 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 641b uplift at joint 3, 1721b uplift at joint 2 and 37 lb uplift at joint 4. Thomas A. Alban! PE No.39380 i USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 O WARNING-yeNyydei yanmetersaed READNOTES ON TNLSAND INCLUDED MREKREFERANCEPAGEMl474nniv. ISM12V15BEFORE USE Design valid for use only with Miri connectors. This design is based only upon parameters shown, and 6 for an Individual building component, not a truss system. Before use, fire building designer must verify the applicability of design parameters and property Incorporate tins tleslgn into the overall building tleslgn. Bracing indicated Is to buckling indNltlual tansweb and/or chord members only. Addiflonol temporary and permanent bracing M!Tek' prevent of Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSVTPtt Qualm, Cdfeda. DS349 and SCSI Building Component 6904 Parke East Blvd. Safety Informalbmvallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL W610 Job - Truss Truss Type Dry Ply T17414961 1831116-TNT-EDWARDS CJ5 Jack -Open 10 1 Job Reference (optional) aopaers Flrel Jounce, Plant Ulty, FL- 32be5, 8.220 a Nov 16 2018 MITek Industries, Inc. Sat Jun 22 08:46:V02019 Page 1 ID:g2Bh3yIztyTZW SLIK W UOTWZbOIF-wKTdluzAW 4JRvYNRtgB59?9nso800NRJX9Ywsz3nNb -1-0" 5-0-0 1-0.0 5-0-0 Scale = 1:15.8 4x6 = ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.17 2-4 >327 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 0.16 2-4 >355 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horii -0.00 3 nia n/a BCDL 10.0 Cade FBC2017/TP12014 Matrix-P Weight: 17111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-6 oo bracing. REACTIONS. (Ib/size) 3=113IMechanical, 2=257/0-8-0, 4=46/Mechanioal Max Hom 2=134(LC 12) Max Uplift 3=-127(LC 12), 2=-215(LC 8). 4=-65(LC 8) Max Gray, 3=113(LC 1), 2=257(LC1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comen(3) zone; cantilever left and right exposed ; porch left exposed;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 1271b uplift at joint 3, 215 lb uplift at joint 2 and 65 lb uplift at joint 4. Thomas A. Albani PE Ne.39360 MTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNING -Verify Beisarsmoti and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PA BE MII-7M ray. ltsvzo15 BEFORE USE. Design valid for use only with Mffei COnnedors. This tleslgn is based only upon parameters shown and 6 for an Individual building component, not a lruss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated is to prevent buckling of Individual fuss web antl/or chord members only. Additional temporary and permanent bracing MOW 7 Is olwoys required for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regardiix the fabrication storage, calvary, erection and bracing of fusses and huss systems. seaMInfrPD Quality Crfi D5949 and BCSI Building Component Seat Parke East Blvtl. Safety Infoenatbrpvoilable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexontlrla, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oly Ply T17414962 1831116-11,11-EDW JUX: CJSC Jack -Open 2 1 Job Reference footionall Builders First Source, Plant City, FL- 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Jun 22 08:46:01 2019 Page 1 ID:g2Bh3ylztyTZWScIKWUOTwzbOtF.OW77zE oHNRhd37Z aBOeNYLKGEWledaYBv521z3nNa -1-0.0 5.0.0 44 = STLUB STP = N3 )0 5.0.0 o-:0 2.0.0 Scale = 1:15.8 Plate Offsets (X,Y)-- f2:0-0-14,Edge1 f3:0-4-4,0-1-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.71 Vert(LL) 0.12 6 >464 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.10 6 >535 180 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.07 5 rda n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 191b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 4=91/Mechanical, 2=257/D-8-0, 5=68/Mechanical Max Hoa 2=134(LC 12) Max Uplift 4=-77(LC 12), 2=127(LC 8). 5=-27(LC 12) Max Gray 4=91(LC 1), 2=257(LC 1), 5=72(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-" oc puffins. BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurfent 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 tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77lb uplift at joint 4, 127 lb uplift at joint 2 and 27 lb uplift at joint 5. Thomas A. Alban! PE No.39380 61Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 O WARNING- vedrydeelgnparamearmand READNOTES ON MIS AND RICLUOEOMREKREFERANCEPAGEMI}14"mv. fa231AMISBEFORE USE Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and h for an Individual building component, not ��- a train system. Before use, Me building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndMtlual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fobrlcatlan. storage, delivery, erection and bracing of trusses and truss systems. seeANSIAPII Quality Crlfedo, DS849 and SCSI BWtlhy Component Safety mformatbmvailoble from Truss; Rote Institute. 218 N. Lee Sheet, Suite 31Z Alexandria VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Tnus Truss Type CityPlyT17414963 rob— 31116-TNT-EDWARDS Got Hip Giber 1 1 Jab Reference (optional) Builders First Source, Plant City, FL-32566, 8.220 s Nov 16 2018 MiTek Industries. Inc. Sat Jun 22 08:46:02 2019 �1 5x8 = m 12 5xB = Scale = 1:37.1 Si STP = 3.4 = 4.6 = 2.4 11 STI.5x8 STP = 3x6 = 3x6 = Plate Offsets(X,V)-- [2:03-0,Edge] [3:04-00-1-131 [4:0-5-40-2-41 [5:0-0-10Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.19 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.28 7-9 >852 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Hou(CT) 0.08 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 831b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 3-4: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1494/0-8-0, 5=1505/0-8-0 Max Horz 2=69(LC 12) Max Uplift 2=-1018), 5=-1019) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3058/2097, 3-4=-2762/2005, 4-5= 3083/2141 BOT CHORD 2-9=-1878/2733, 7-9=-1885/2785, 5-7=-1872/2756 WEBS 3-9= 3101718, 4-7=-269/713 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc pudins. BOT CHORD Rigid ceiling directly applied or4-5-13 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1006 lb uplift at joint 2 and 1024 lb uplift at joint 5. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 124 lb down and 162 It, up at 7-0-0, 105 lb down and 162 lb up at 9-0-12, 105 lb down and 162 lb up at 10-2-0, and 1051b down and 162 lb up at 11-3-4, and 187 lb down and 288 lb up at 13-4-0 on top chord, and 331 lb down and 381 lb up at 7-M, 81 lb down at 9-0-12, 81 lb down at 10-2-0, and 81 lb down at 113-4, and 331 Ito down and 381 lb up at 13-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (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=-54, 3-4= 54, 4-6=-54, 2-5=-20 Concentrated Loads (lb) Vert: 3=-105(F)4=-139(F) 9=-331(F) 7=-331(F) 10=-105(F) 11=-105(F) 12=-105(F) 13=-57(F) 14=-57(F) 15=-57(F) Thomas A Albanl PE No.38380 61Tek USA, Inc, FL Cliff 86M 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 OWARNING-VMlydes/SnpramerersanCREADNOTES ON THIS AND INCLUDED MREKBEFERANCEPAGEM67473 rev. 1dA'42p15BEFOREUSE Design vold for use only with M6ek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a tress system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members any. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage, For general guidance regarding the fobrlcatlon, storage, delivery. erection and brocing of trusses and buss systems, meANSVrPII Qui C4fedo, DSB-09 and BCSI Buadhry Component 6904 Parke East Blvd. Safety mformatbnwoilable from Truss Rote Institute. 218 N. Lee Street, Sure 312. Alexondda, VA 22314. Tampa, FL W610 Job Truss Truss Type Oty Ply T17414964 183111fi-TNT-EDWARDS CO2 Hip 1 1 Job Reference (optional) Cullaers Hirst Source, Hlant Uny, FL- 32565, 8.220 s Nov l U 2018 MITek industnes, Inc. Sal Jun 22 OB:46:03 2U19 3 46 = 4 4x6 = 5 3x4 = '"" — 3x4 = 06 = 4x6 = Scale = 1:36.9 ]g 9-0-0 2-4.0 9-0.0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (lac) Vdefi LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.15 2-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.32 2-11 >730 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horl 0.04 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 89 in FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=803/0-8-0, 7=803/0-8-0 Max Horz 2=-86(LC 13) Max Uplift 2=-347(LC 12), 7=-347(LC 13) FORCES. (Ib) -Max. CompJMax. Ten. -AU forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1326/1461, 3-4=-1069/1127, 4-5=-952/1083, 5.6=-1069/1127, 6-7— 1326/1462 BOT CHORD 2-11=-1233/1175, 9-11=-716/952, 7-9>7094/1175 WEBS 3-11=-311/632,4-11=-296/285, 5-9=297/285, 6-9=-311/633 Structural wood sheathing directly applied or 4-6-8 oc purlins. Rigid ceiling directly applied or 5-0-9 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 21-4-11 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live lead 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 347 Ib uplift at joint 2 and 347 lb uplift at joint 7. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNING- Vedty design parameter and READ NOTES ON THIS AND INCLUDED MITEK REPERANCE PAGE 11667473 rev. 1003201SBEFOREUSE Design valid for use only with MRek® connectors. This design Is based only upon parameters shown and Is for an individual bullding component, not a truss system. Before use, the building designer must early the applicabllily of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MITek' U always required for stability and to prevent Collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlom storage, delNory. erection and bracing of masses and truss systems, seeANSVTPII Coal Cdfedo, DSB489 antl BCSI Buldhy Component 6904 Parke East Blvd. Safely Informallonavot oble from Truss Plate Insfii 218 N. Lee street Suite 31Z Aexandrla, VA 22314. Tampa, FL M610 Job Truss Truss Type ay Ply T17414965 1831116-TNT-EDWARDS E01G HIP GIRDER 1 1 Jab Reference (optional) Builders First Source, Plam City, FL-32566, 46 = 5.o0 12 Nov 162018 MiTek Industries, Inc. Sat Jun 22 08:46:04 2019 Pagel IKW UOTwzbOIF.o5j7bGOhaipGUXs8gik7F7AyETK1yzK1 E971fdz3nNX 46 = ST1.5x8 STP= 2x411 2x4 II ST1.5x8 STP= 3x4 = 3-0.0 7-0.0 taco 3-0.0 4-0-0 3-0-0 3x4 = Scale = 1:22.7 Plate Offsets (X Y)-- [2:0-2-0 Edge] [5:0-2-0 Edge] LOADING (PSO SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.04 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.03 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 371b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=441/0-8-0, 5=441/0-8-0 Max Harz 2=-35(LC 13) Max Uplift 2=-463(LC 4), 5=-464(LC 5) Max Grav 2=443(LC 19), 5=443(LC 20) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-638/686, 3-4=-555/653, 4-5=-638/686 BOT CHORD 2-8=-573/546, 7-8=-587/555, 5-7=-574/546 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-7-6 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 463 lb uplift at joint 2 and 464 Ib uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1281la down and 102 lb up at 3-0-0, and 35 Ib down and 60 It, up at 5-1-1, and 128 Ib down and 102 Ib up at 7-0-0 on top chord, and 40111 down and 122 lb up at 3-0-0, and 16 Ib down and 50 lb up at 5-1-1, and 401b down and 1221b up at 6-11-4 on bottom chord. The design(selection of such connection device(s) is the responsibility of others. 8) 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: 1-3=-54, 3-4=-54, 4-6_ 54, 2-5=-20 Concentrated Loads (Ib) Vert: 3=-2(F) 4=-2(F) 8= 16(F) 7=-16(F) 10_ 6(F) Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 ,&WARNING-VsdlydesigDpramefers.dREADN07ES ON MIS AND /NCLUDEDAMIEVREFERANCE PAGE 61-74".re.. maa2015BEFORE USE Design valid for use only with MgekO connectors. This design Is based only upon parameters shown, and Is for an Individual bu0ding component not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporote this design Into the overall building design. Bracing Indicated is to buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing M[Tek• prevent Is always required for stability and to prevent collapse WM possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of cusses and truss systems, seeANSVIPII Quality CmoM, DSB89 and BCSI Balding Component 69M Parke East Blvd. Safety Infermalbmvu le from Tnua Plate Institute. 218 N. We Street. Suite 312. Alexcmdrio, VA 22314. Tampa, FL W610 Job Truss Truss Type Cry Ply T17414966 1831116-TNT-EDWARDS E02 COMMON 1 1 Job Re�nJptal oWmnrS Ima JeurGC, lain lay, rL- Jzaoo, c.ZZUSNOVlb Luta Muexmausmes,mc. aaldun2aoa:eo:Vozuiv rage i 1 1 EgsB 3 Scale =1:22.3 ST1.5x STP = exr ° ST1.54 STP = 4x6 = 4x6 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Ven(LL) 0.08 4-6 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) 0.07 4-6 >999 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Hora(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=420/0-8-0, 4=420/0-8-0 Max Harz 2=-52(LC 17) Max Uplift 2= 369(LC 8), 4=-369(LC 9) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 503/1591, 3-4=-503/1591 BOT CHORD 2-6=-1213/410, 4-6=-12131410 WEBS 3-6=-612/214 PLATES GRIP MT20 244/190 Weight: 37 lb FT=20% Structural wood sheathing directly applied or 6-M oc pudins. Rigid ceiling directly applied or 4-10-2 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ; porch left and right exposed;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 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 369Ib uplift at joint 2 and 369Ib uplift at joint 4. Ia Thomas A. Albans PE No.39300 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNING- VWydesren paramaf...d READ NOTES ON THISAND/NCLUDED MIFEKNEFENANCEPAGE1111l rev. 16N,2VerS BEFONEUSE Deslgn valid for use only wlth MOek@ connectors. This tleslgn b based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the oppllcalottly of design parameters and properly Incorporate fins tleslgn Into the overall building tleslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additlonol temporary and permanent bracing MfTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and to ss systems, seeANSUTPII Quality Cr ierly, DS549 and SCSI Balding Component 6904 Parke East Blvd. Safety Informalbrravoaoble from Truss Plate Institute. 218 N. Lee Street, SuIm3lZ Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T17414967 1831116-TNT-EDWARDS H01 Hip Girder 1 1 Job Reference (options!) Bwlders First Source, Plant City, FL-32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Jun 22 08:46:06 2019 Page 1 5.00 12 5x6 i 5x6 ST1.5xe STP= ST1.Sx8 STIR= 2x4 = 2x4 = Scale = 1:16.6 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(CL) -0.01 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.02 7-8 >999 180 BCLL 0.0 ' Rep Stress ]nor NO WB 0.01 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-SH Weight: 241b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied Or 10-0-0 oc bracing. WEBS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 2=26110-8-0, 5=244/0-8-0 Max Horz 2_ 18(LC 39) Max Uplift 2=-129(LC 4). 5=-BB(LC 5) 'Max Grav 2=267(LC 19). 5=249(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=335/14, 3-4=-345/0, 4-5=-376/0 BOT CHORD 2-8=0/315, 7-8=0/378, 5-7=0/348 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=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Cantilever left and right exposed; 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 nonconcument 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 1291b uplift at joint 2 and 88 lb uplift at joint 5. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 84lb down and 661b up at 1-0-0, and 88 lb down and 66 lb up at 2-11-4, and 209 lb down and 161 Its up at 5-6-0 on top chord, and 0 Ile down at 1-0-0, and at 2-11-4, and 0 lb down at 5-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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=-54, 3-4=-54, 4-6=-54, 2-5=-20 Concentrated Loads (Ib) Vert: 3=17(F)4=42(F)9=17(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNING-Vedfydes/Snparame(eraeed READ NOTES ON TNLSAND INCLUDED MREKREFERANCEPAGEMD74n.m... lNaa MISBEFOREUSE. Design valid for use only with Mmek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not �� a truss system. Before use, Me bulltling designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulldingdeslgn. Bracing indicated is to prevent buckling ofindMduol"wee and/or chord membersonly. 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 Me fobticatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Cdfedo. DSB49 and BCSI Bulding Component 69M Parke East Blvd. Safety InformatbMvailable ham Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexantlda, VA 22314. Temps, FL 33610 Job Truss Truss Type Oty Ply T17414968 1831116-TNT-EDWARDS PUS Diagonal Hip Girder 2 1 Jab Reference (optional) Bu00ers First Source, Plant Glty, PL- 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Jun 22 08:46:07 2019 Page 1 ID:g2Bh3ylztyTZWScIKW UOTwzbOIF-DgOGE12ZtDCrL_ajLrlgteoPghOz9L6Tw7MPFyz3nNU 4x6 = LOADING (psf) SPACING- 2-0-0 CS'_ DEFL. in (lac) Udell L/d TOLL 2% Plate Grip DOL 1.25 TC 0.52 Ven(LL) -0.00 2 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=181/0-10-15, 4=12/Mechanical, 3=-18/Mechanical Max Horz 2=56(LC 8) Max Uplift 2=-209(LC 8), 3=-18(LC 1) Max Grav 2=181(LC 1), 4=25(LC 3). 3=42(LC 8) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. Scale =1:6.4 PLATES GRIP MT20 244/190 Weight: 6111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc puffins. 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=5.Opsf; h=15111; Cat. II; Exp C; Encl., GCpi=0.18;; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 209 Ib uplift at joint 2 and 18 lb uplift at joint 3. Thomas A. Albahi PE No.39388 MiTek USA, Inc, FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 O WARNING - Verrfx Jes/Sh Perametersdnd READNOTES ON TNISAND INCLUDED Mn-EKREFERANCEPAGEM&MMMv. 10D.aQa150EFORE USE. Design valid for use only with MBek® connectors. fits design Is based only upon parameters shown and Is for an Individual bulic hg component, not a hum system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual hum vreb and/or chord members only. Atltlitlonal temporary antl permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tobrlcalior% storage, delivery, erection chat bracing of trusses and truss systems, seeANSVIPII Quest Chub, DSB419 and BCSI Building Component 6904 Parke East Blvd.Safety Informatbnwaliable from Taus Plate Institute. 218 N. Lee Sheet. Suite 312. Alexondra, VA 22314. Tampa, FL 33510 Job Thus Truss Type Cry Ply T17414969 1831116-TNT-EDWARDS HJ7 DIAGONAL HIP GIRDER 5 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Jun 22 08:46:08 2019 Page 1 ID:g2Bh3ylztyTZWScIKW UOTwzbOIF-htyeRd3BeXKiz89wYp30rKdr4eVuk4c9n5mOz3nNT Scale=1:20.7 2x4 = 20 = �_ „ 5 . LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.37 BC 0.45 WB 0.27 Matrix-SH DEFL. in Vert(LL) 0.09 Vert(GT) 0.08 Horz(CT) -0.01 (too) Vdefl Ud 6-7 >999 240 6-7 >999 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 401b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=111/Mechanical, 2=446/0-10-15, 5=302/Mechanical Max Horz 2=195(LC 22) Max Uplift 4=424(LC 4), 2=-426(LC 4), 5=-054(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-726/699 BOTCHORD 2-7=-752/664, 6-7=-752/664 WEBS 3-7=-225/297,3-6=-723/819 NOTES- 1) Wind: ASCE 7-10; Vuli70m ah (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 last 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 124 Us uplift at joint 4, 4261b uplift at joint 2 and 3541b uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to. support concentrated load(s) 1121b down and 88 Its up at "-15, 112 Ib down and 88 Its up at 1-4-15, 36 Its down and 54lb up at 4-2-15, 36 Its down and 54 It, up at 4-2-15, and 66 Its down and 1271b up at 7-0-14, and 661b down and 127 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 12 Ib down and 50 Its up at 4-2-15, 12 Its down and 50 lb up at 4-2-15, and 36 Ib down and 881b up at 7-0-14, and 36 lb down and 88 Ib up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back(B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 8=46(F=23, B=23) 10=-73(F=-37, B=-37) 13=-36(F=-18, 8=-18) Thomas A Mbani PE No.36380 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 22,2019 ,&WARNING -Verity Ced9an rametersana READNOTES ON TNISANDNCLUDEDMITEKREFENANCEPAGEMLL7=mv. IW=015BEFOBE USE Design valid for use only with Meek® connectors. This design Is based only upon parameters shown. and Is for on Individual building component not �� a truss system. Before use, the building designer must verify the appllcabillty of design parameters and! properly Incorporate this design into the overall buildingdesign. Bracing Indicated is to prevent buckling of individual}rums web and/or chardmembersonly..Addltlonal temporary and permanent bracing 6 always required for stability and to prevent collapse with possible personal injury antl property damage. For general guidance regarding the fabrication, storage, delivery erection and bracing of trusses and truss systems, weANSVWII Quality Cmrrda. DSB-89 and SCSI Building Component Safety InformationavoJoble from Truss Plate Imflitute. 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. r� M!Tek• sods Parke East Blvd. Tampa, FL 33610 Job fuss Was ype ly T1]4149]0 t831116-TNT-EDWARDS HAc DIAGONAL HIP GIRDER 1 1 Jab Reference (optional) Guilders FhstSou ce, Fan Piece, FL 34945 8.220 a May 22 2019 M7ek Industnes, Inc. Sat Jun a 12:58:31 2019 Pa S5a 1 ID:g2Bh3ylztyTZWScIKWUOTwzbOIF-ugwBOyndGD3RvVagxxLV RnVAD88D%K9eT81HRa3k26 -1-5-0 4-1-7 5-7-7 a-1-15 9-10-1 1-5-0 4-1-7 , a Vil ' - 1-8-2 Scale = 1:21.2 ih 2x4 = 940-1 a1-7 s->-> &-1 4-1-7I too 1 o-a-tp zn p t-9 o-o-n Plate Offsets (X V)-- f2:0-7-12 0-1-81 12:1.8-11 0-2-01 f3:0-1-13 Edael 13:0-6-0 Edgel 14.0-0.4 0-1-131 19:0-0-4 0-1-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.24 3-9 >472 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.27 3-9 >418 180 BCLL 0.0 ' Rep Stress ]nor NO WE 0.12 Horz(CT) 0.07 7 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 501b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-7: 2x6 SP No.2 WEBS 2x4 SP Na.3 -Except* 3-10: 2x6 SP No.2 SLIDER Left 2x6 SP No.2 2-7-2 REACTIONS. (lb/size) 6=-71/Mechanical, 2=466/0-10-15, 7=496/Mechanical Max Hoa 2=195(LC 4) Max Uplift 6=-74(LC 3). 2- 271(LC 4), 7=-320(LC 8) Max Gmv 6=45(LC 9), 2=466(LC 1). 7=496(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Its) or less except when shown. TOP CHORD 3-4- 507/267, 4-12=-389/228, 5-12=-348/228 BOT CHORD 3-9=-312/421, 9-14=-303/407, 8-14=-303/407 WEBS 4-9=-121/259, 5-8=-523/390 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.16; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 741b uplift at joint 6, 271 It, uplift at joint 2 and 3201b uplift at joint 7. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 88 lb up at 1-4-15, 1121b down and 88111 up at 1-4-15, and 601b dawn and 79111 up at 7-0-14, and 60 lb down and 791b up at 7-0-14 on top chord, and at 14-15, at 1-4-15, 37 lb down and 721b up at 4-0-12, and 40111 down and 491b up at 7-0-14, and 40 Ib down and 49 Ib up at 7-0-14 on bottom chord. The designtselection 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 (IDII) Vert: 1-3=-54, 3-6=-54, 2-10=-20, 3-7=-20 Concentrated Loads (lb) Vert: 10=-37(B) 11=46(F=23, B=23) 12=-29(F=-15, B= 15)14=-80(F=-40, B=.40) Thomas A. Alban! PE No.39380 MiTek USA, Inc, FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNING-Vedly design pammetemand HEAD NOTES ON 7NISAND INCLUDED MREKNEF£RANCEPAGEMI474TJrev. 111413rz015GEFOREUS£ Design valid for use only with Mnek® connectors. The design Is based only upon parameters shown and b for on IndNltlual building component. not a truss system. Before use. Me building all must verity the applicability of design parameters and property Incorporate this design Into the overall bulltlingtlasign.GradingindicatedlstopreventbucklingofIndividualtrussweband/orchordmembersonly. Addlllonaltemporary and permanent adding MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcaom storage. delNery, erection and bracing of trusses and finds systems seeANSU1PI1 Quality Cdtedo, DSM9 and SCSI Building Component 69M Parke East Blvd. Safety Inlormfb anwoiiable from Muss Rate Institute. 218 N. Lee Street Strife 31Z Alakandrla. VA 22314, TamDe, FL 33810 Job Tn1ss Truss Type City Ply T17414971 1831116-TNT-EDWARDS HJ I Diagonal Hip Girder 2 1 ' Job Reference o 8onal Builders First Source, Piero City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Jun 22 08:45:07 2019 Page 1 2x4 = Scale =1:11.1 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TIC 0.38 Vert( 0.02 24 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.02 24 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/1PI2014 Matrix-P Weight: 15 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3--66/Mechar ical, 2=227/0-10-15, 4=3aimechanical Max Horz 2=102(LC 4) Max Uplift 3=-56(LC 8), 2=-214(LC 4), 4=-53(LC 4) Max Grav 3=66(LC 1). 2=227(LC 1), 4=76(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for buss to truss connections. 5) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 56lb uplift at joint 3, 214 lb uplift at joint 2 and 53 Ib uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1121b down and 88 lb up at 14-15, and 112 Ill, down and 88 lb up at 14-15 on top chord, and at 1-4-15, and at 1-4-15 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 CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 24=-20 Concentrated Loads (lb) Vert: 5=46(F=23, B=23) Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNNG- Verhydesra perzmerersend READNOTES ON TN/SANDrNCLUOMMREKRUF ANCEPAGEMd7473m. 11Ka2015BEFORE USE valid for use only with MBel� connectors. this design Is based only upon parameters shown. and Is for an Individual building component not Wit a truss system. Before use, the building designor must verify the appllcobllity, of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to buckling Individual truss web and/or chord members any. Additional temporary and permanent brocing MiTek' prevent of Is always required for stab114 and to prevent collapse with possible personal hlury and property damage. For general guidonce regarding the fabrication storage. delivery, erection and bracing of }noses and truss systems seeANSI/Rit Qualfty Calerla. DS549 and BCSI Building Component 6904 Parke East Blvd. Safety Informationavaiiable from Truss Plate Institute, 218 N. Lee Sheet. 8une 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Thus Type Oty Ply T17414972 1831116-TNT-EDWARDS J1 Jack -Open 3 1 Job Reference o banal Builders First Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Jun 22 08:46:10 2019 Page 1 ID:g2Bh3ylztyTZW ScIKWUOTwzbO1F-dF4PsJ5SA8aOCSJIOuXVGP4Gu0pMisvc5a4sHz3nNR • � 141-0 3xB = ST1.5x8 STP = LOADING (psf) SPACING- 2-" CS'_ OEFL. in (loc) Well Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.25 Vert(LL) -0.00 2 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. (lb/size) 3=-12/Mechanical, 2=132/0-8-0, 4=9/Mechanical Max Hom 2=45(LC 8) Max Uplift 3=-12(LC 1), 2=-118(LC 8) Max Grav 3=27(LC 8), 2=132(LC 1), 4=18(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:6.5 PLATES GRIP MT20 2441190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed; porch left exposed;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 pal 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 12lb uplift at joint 3 and 1181b uplift at joint 2. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 QWARNING- Ver/rydeelgn Penmetemand RMDA10TES ON TN49ANOINCLUOEOMREKREPERANCEPAGEUX74TJrex. TaMe275BEPOREUSE. Design valid for use any with MBea connectors. This deslgn Is based only upon parameters shown. and Is for an IncMdual building component, not ��• a hum system, Before use, the building designer must verify the oppllcablllN of deslgn pcmmeters and properly Incorporate this design Into the overall building design. Bracing lndlcoted 6 to buckling of hdlVdual lass web and/or chord members only. Additional temporary and pennonent bracing p� M!Tek• prevent Is always regulred for stability and to prevent collome with possible personal Injury and property dcmage. For general guldonce regardhg the fabrication, storage, delivery, erection and bracing of trusses and hum systems. seeANSVIPII Guaft Criteria, D5od9 and BCSI Building Component 6904 PaM1e East Blvd. Safety Informationavoeable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Thus Type Oty Ply T17414973 1831116-TNT-EDWARDS AA Jack -Open 3 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Jun 22 08:46:11 2019 Page 1 4x6 = 1ST1.S0 STP= 3-0.0 3-0.0 Scale - 1:10.8 Plate Offsets (X,Y)-- f2:0-0-14,Edgel LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.02 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.02 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 11 lb Ff=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=50/Mechanical,2=191/0-8-0,4=26/Mechanical Max Ham 2=88(LC 12) Max Uplift 3=-64(LC 12), 2=172(LC 8). 4=-37(LC 8) Max Grav 3=50(LO1), 2=191(LC 1), 4=52(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 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind; ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ff; Cat. II; Eli C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60.plate grip OOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 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 64 lb uplift at joint 3, 172 lb uplift at joint 2 and 37 It, uplift at joint 4. Thomas A. All PE Nc.3938D MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNING-V4dfydesignpe� tersead READNOTES ON TN/SANDMCLUOEDNR KREFERANCEPAGEM674n.re.. 10D 2015BEFORE USE Design valid for use only with MneM connectors. This design Is based only upon parameters shown, and a for an Individual building component, not a truss system. Before use, the building deslener must verity the applaol of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated is to buckling of lndMtluol hum web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delNery, erection and bracing of trusses and truss systems seeANStlfP1t pealBllryy Criteria, DS9419 and BCSI Balding Component 69tM Parka East Blvd. Safety Infermationavoioble tram Truss Plate InstWte, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Ory Ply T17414974 1831116-TNT-EDWARDS J7 JACK -OPEN 45 1 Job Reference (optional) tlufoem hirst Source, Plant City, FL- 32565, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Jun 22 08:46:12 2019 Page 1 3 1 3x8 = 4 ST1.SirB STP = Scale =1:21.1 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Ven(LL) 0.15 2< >531 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.18 2-4 >432 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-SH Weight: 231b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=159/Mechanical, 2=327/0-8-0, 4=77/Mechanical Max Horz 2=181(LC 12) Max Uplift 3=-161(LC 12). 2= 143(LC 12) Max Gmv 3=159(LC 1), 2=327(LC 1), 4=121(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 6-11-4 zone; cantilever left and right exposed ;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 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 161 Ib uplift at joint 3 and 143 lb uplift at joint 2. Thomas A. Albabi PE No.3938D MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 22,2019 ,&WARNING-Vad desrgnparemeteemmifti1D NOTES ON TH/SANDWCLUDED MIFEKREPERANCEPAGEMIF74T3 rev. la MV201SBEPORE USE Design valid for use only with MBek® connectors. ruts design is based only upon parameters shown, and Is for an Individual balding component not a truss system. Before use, Me building designer must verify the applleablllty, of tleslgn parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members any. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage, For generol guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses antl Vusssystems, seeANSUVII Qualb Cml DSO-89 and SCSI Building Component 69" Parke East Blvd. Safety Infoonationd,oaabie from Truss Rate ImMute, 218 N. Lee Street, Sulte312. Alexandria, VA 22314. Tampa, FL 33610 Ply T17414975 L,831116-TNT-EDWARDSJTnuss C J ck50pen 44 1 Job Reference (optional) aauders Furst source, Plant Ut$'FL- 32b85, 8.220 s Nov 16 2Ol8 MiTek Indmtnes, Ina Sat Jun 2298:46:12'21319 Hegel ID:g2Bh3ylztyTZ W Scl KW UOTvnbOtF-ZGB9H?6iimg8SITh8Ol?ahV9LixYgcLC4P3Ax9z3nNP -1-0.0 3-0-0 7-0-0 1.0.0 3-0-0 4-0-0 Scale = 1:19.8 46 = ST1.5,rB STP= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Ved(LL) 0.26 6 >309 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) 0.22 6 >361 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.13 5 Na We BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 28 lb FT=20% LUMBER- BRACING- / TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-5: 2x6 SP No.2 REACTIONS. (lb/size) 4=109/Mechanical, 2=327/0-8-0, 5=127/Mechanical Max Horz 2=181(LC 12) Max Uplift 4=-105(LC 12), 2=-143(LC 12), 5=-09(LC 12) Max Grav 4=109(LC 1), 2=327(LC 1), 5=135(LC 3) FORCES. (lb) - Max. CompuMax. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vull=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-11 to 4.11-5, Exledor(2) 4-11-5 to 6-11-4 zone; cantilever left and fight exposed ;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 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 Ib uplift at joint 4, 143lb uplift at joint 2 and 49 lb uplift at joint 5. Thomas A Albani PE No.39380 MTek USA, Ina FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNWG-VerifydsWlnperame(ersanCREADNOTES ON TN/SANDWCLUDEDMWEKR£FERANCEPAGEMIF74n3r .. 11VUSaerSBEFOR£ USE Design valid for use only With MRell0connectors. This design Is based only upon parameters shown, and Is for on Individual building component not �� a truss system.. Before use. Me building designer must verity the applicability of design parameters and properly incorporate this design Into Me overall bulaing design. Bracing Indicated u to prevent buckling of Individual hues web and/or chord members only. Additional temporary and permanent bracing MITek' Is always required for stablllty and to prevent collapse wiM possible personal Injury and property damage. For general guidance regording the fabrication, storage, delivery, erection and bracing of Moser and truss systems, seeANSVlptt Quality Cdteda, DSB-69 and BCSI Building Component 6904 Parke East Bind. Safety Informationavallabie from Truss Plate Institute, 218 N. We Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job - Truss Truss Type Oly Ply T17414976 1831116-TNT-EDWARDS V4 Valley 1 1 Job Reference (optional) nullaers vim source, I'lam ury, I-L- 3zbbb, 8.220 s Nov 16 2018 MiTek Industnes, Inc. Sal Jun 22 08:46:15 2079 &00 2x4 3x4 = 2x4 Scale =1:8.4 Plate Offsets (X,Y)-- f2:0-2-0Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.14 Ven(LL) n/a - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Ved(CT) n/a - nla 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na We BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 12 Ill FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=113/4-5-6,3=113/4-5-6 Max Horz 1=13(LC 12) Max Uplift 1=-48(LC 12), 3=-48(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 118/333, 2-3=-118/333 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull70mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Ely C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48lb uplift at joint 1 and 48 Ib uplift at joint 3. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 AWARNWO-Ver/fyde gnparemete..dREADNOTESONWXMDINCLUDWD KREFERANCEPAGEM6747arev.1dN34e15BEFORE USE. Design valid for use only with M6el� connectors. This tlesign Is based only upon parameters shown, and Is for an Individual builtling component, not a truss system. Before use, the building designer must verify Me applicability of tlesign parameters and properly incorporate ihls tlesign Info the overall builtling design.&acing indicated is to prevent buckling of IndMtlual hum web and/or chord members only.Additional temporary antl permanent bracingis L always required for stability antl to prevent collapse wim possible personal Injury antl property For general guidance regarding the odDasm.age. D9B-09 and BCSt Bu1tlNp Component erection and lrefit�. oftrumas and hum Sui AeNo^tltloT.OVA Safety tnfoanatlonovailo ale from Truss Plate I, 218 N. lee Street. a 312, 22314�o� 6101vd Job Truss Truss Type Oty Ply T17414977 1831116-TNT-EDWARDS V8 Valley 1 1 Job Reference (optional) tlulders mist Source, clam Lary, rL-325B6, 8.220 s Nov 162UIB MITek Industries, Inc. Sat Jun'22 U8:4b:1b 2U1B Pagel d an-m 46 = 4 3x4 9 2x4 II 3x4 Scale = 1:15.6 0 �o 0. -10 B-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.29 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) n/a - file 999 BCLL 0.0 ' Rep Stress [nor YES WE 0.14 Horz(CT) 0.00 3 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 261b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=113/8-5-6, 3=113/8-5-8, 4=296/8-5-6 Max Horz 1=30(LC 12) Max Uplift 1=-61(LC 12), 3=-66(LC 13), 4= 99(LC 12) Max Grant 1=116(LC 23), 3=116(LC 24), 4=296(LC 1) FORCES. (Ib) -Max. Comp.lMax. Ten. -AII tomes 250 (Ib) or less except when shown. WEBS 2-4=-184/464 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 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=4.2pst BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nunconcument 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 61 lb uplift at joint 1, 661b uplift at joint 3 and 99 Ib uplift at joint 4. Thomas A. Alban! PE No.39380 MTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 QWARNING-VerlrydeWgrap mmefersand READNOTES ON MSANOINCLUOEDWI REFERANCEP4GEMx7m.e. 10`03cOI5BEFORE USE Deslgn vend for use onlywith MUeM connectors. this design is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verity the appllcooltiy of design parameters and properly Incorporate Mrs design Into the overall buadingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Isalwaysrequiredforstabilityantltopreventcollapsewithpossiblepersonalinluryandpropertydamage. For general guidance regarding the MiTek- fabricator, storage. delivery. erection and bracing of Musser and truss systems seerANSUB'II pOaIBV CMaM, DSB49 and BCSI Eulding Component 6904 Parke East Blvd. Safety Infosmvlbrxrvoiloble from Truss Field Intrinsic, 218 N. lee Street. Suite 312, Alexandria. VA 22 14. Tampa. FL 33610 Job Truss Truss Type Cry Ply T17414978 1831116-TNT-EDWARDS V10A Valley 1 1 Job Reference (optional Builders First Source, Plant City, FL- 32566, 8.220s Novl620IBMilek[ndLmtnes,Inc. 6aIJUn22UB:46:132U1e Scale =1:22.3 • Sx6 = 3 11 6 4x6 = 2x4 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.01 5 riff 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) 0.02 5 nfr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 HOR(CT) 0.00 4 n/a nfa BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Weight: 39 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 ROT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=209/10-11.9,4=209/10-11-3,6=454/10-11-3 Max Hom 2=-52(LC 13) Max Uplift 2_ 11B(LC 12), 4_ 127(LC 13), 6= 149(LC 12) Max Grew 2=215(LC 23), 4=215(LC 24), 6=454(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-6=-283/679 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 1-4-12 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=5.Opsh h=15ft; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 118lb uplift at joint 2, 127 lb uplift at joint 4 and 149 lb uplift at joint 6. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cliff 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 QWARNING-yeroydesffsmrametereand READ NOTES ON TH/SAND INCLUDED MITEKNEFERANCEPAGEMiuMssnex. feAYLp15BEFOREUSE Deslgn valid for use only with MReM connectors. This design Is based only upon parameters shown and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this desgn Into the overall building design. Bracing Indicated is to buckling lndNldual hum web and/or Chad members only. Additional temporary and permanent bracing MTek• prevent of Is always requIred for stability, and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fobecoli storage, delivery. erection and brocing of trusses and tam systems, seeANSVIPII GuaBh Ceigna. D6BA9 and SCSI Building Component 6904 Parke East Blvd. Safety Nfermatbnaoailoblo from Truss Rafe Institute. 218 N. We Sheet Suite 31Z Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type OIY Ply T77414979 1831116-TNT-EDWARDS V10B Valley 1 1 Job Reference o tional Builders First Source, Plant City, FL-32566, 8.220 s Nov 162018 MITek Industries, Inc. Sat Jun 22 08:46:14 2019 Page1 ID:g2Bh3y1ztyTZW ScIKW UOTwzbOtF-W OJvihByDN4rh3d3FpwTf6aaSVlSIVKVXGYH?2z3nNN -1-1-0 — 411-0 9.10-0 10-11-0 1-1-0 4-11-0 4-11-0 1-1-0 Scale = 1:23.1 46 = 3.6 11 2x4 11 636 1 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Ven(LL) 0.01 5 ntr 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) 0.01 5 Nr 120 BCLL 0.0 ' Rep Stress Incr YES WE 0.10 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 41 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=275/9-10-0, 6=275/9-10-0, 7=296/9-10-0 Max Horz 8=71(LC 11) Max Uplift 8=-184(LC 8), 6=-184(LC 13), 7=-21(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-233/805, 2,3=-153/459, 3-4=-150/456, 4-6=-233/804 WEBS 3-7=-187/327 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 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=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and fight exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184111 uplift at joint 8, 184111 uplift at joint 6 and 21 lb uplift at joint 7. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 ,&WARNING -Verity Cfalgn parsmamrsand READ NOTES ON THISANUINCLUDED MREKREFERANCEPAGEMI7473say. lava2015BEFOREUSE Design valid for use only with MTekS connectors. This design B based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the opplicabllity of design parameters and properly Incorporate this design into the overall buildingdesign. Bracing indicated is to prevent buckling of Individual hussweb and/or chord members only. Additlanaltempowrycndpermonentbrocing MiTek' Is always required for slobillN and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and huss systems, seeANSI/1Pil Qua" CdMM, D3849 and WAI Sultlby Component 6904 Parke East BNd. Safety Inlomsalbnov:iHoble from Truss Plate Institute, 218 N. We Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T17414980 1831116-TNT-EDWARDS V10C Valley 1 1 Job Reference (optional) auimers nrsc source, ream ury,r.-azaco, ID:g2Bh3ylztyTZWScIKWUOTwzbOIF_Dtivl8a hCiJDCGpWRiCK7k3v2ilyHemMlrN r1m_n in.it.n 4x6 = 3 Scale=1:27.2 5.00 12 4.6 11 4x6 II 2 4 1 5 3.6 II 2x4 11 63x6 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loci Vdefl L/d TCLL 20.0 Plate Gnp DOL 1.25 TC 0.76 Ve I(LL) 0.01 5 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) 0.02 5 n/r 120 BCLL 0.0 ' Rep Stress (nor YES WB 0.12 HOrz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x48P No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=25919-10-0, 6=259/9-10-0, 7=326/9-10-0 Max Horz 8=-120(LC 10) Max Uplift 8=-186(LC 8), 6=-185(LC 9), 7=-37(LC 13) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-218l782, 2-3=-110/395, 3-4=-108/393, 4-6=-2181781 WEBS 3-7=-218/390 PLATES GRIP MT20 244/190 Weight: 45lb FT=20% Structural wood sheathing directly applied or 6-0-0 oe puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 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=4.2pst BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent 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 1861Is uplift at joint 8, 185 lb uplift at joint 6 and 3711a uplift at joint 7. Thomas A. Albani PE No.39380 MTak USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 ® WARNING- Verltydeslgnperamete..dREADNOTESOMMSANOINCLUDWmffEKREFERANCEPAGEMIP74M.I1GDYlOf5BEFOREUSE Design void for use only with M6elal) connectors. litls design B based only upon parameters shown, and b for on Individual building component, not a muss system. Before use, the building designer must verify%% applicability of design porometers and properly Incorporate this design Into the overall buildingdeslgn. Bracing Indicated is to buckling Individual muss web and/or chord members only. Addltlonaltempororyondpemfanentbracing MiTek- prevent of 6always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and muss systems, seeANSVIPtt Cuo1Bv Criteria. D5849 and SCSI Sol Component 6904 Parke East Blvd. Safety Infurmationcvallable mlute, from Truss Plate Irate 218 N. lee Sheet. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T17414981 1831116-TNT-EDWARDS VIN2 Valley 1 1 Jab Reference (optional) nunaers mrsr bource, ream ury, IL- bzbbb, 2x4 i ID:g2Bh3ylztyTZWScIKWUOTwrbOIF-wb72KiArWISOYWLe=TAHICEEjp4Vta DgnxcNz3nNK -.. r— 2 7 Scale =1:7.2 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) Na - We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 2 nfa Na BCDL 10.0 Code FBC2017/TP12014 Matdx-P Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-10 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ile/size) 1=51/2-1-0,2=37/2-1-0.3=14/2-1-0 Max Horz 1=33(LC 12) Max Uplift 1=19(LC 12), 2=-40(LC 12) Max Grav 1=51(LC 1), 2=37(LC i), 3=28(LC 3) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 1 and 40lb uplift at joint 2. Thomas A. Albani PE No.38380 MTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 AWARNWO-Ved/ydeslgnpemmetemandREAONOTESONTNISANDINCLUDED MREKREFEBANCEPAGEMIb7973meTtW32015BEFOBEUSE Design valid for use only with MBekG connectors. ihls design Is based only upon parameters shown, and Is for an Individual building component, not �� a Muss system. Before use, me building designer must verify the oppicablllty of tleslgn parameters and property Incorporate this design Into the overall hdlcated Is buckling Inc Mduol Mussweb and/or chord members only. Addl9anal temporory end permanent bracing MiTek' building tleslgn. Bracing to prevent of Is always required for stability, and to prevent collapse with possible personal lniu , and property damage, For general guldonce regarding the storage, delNery, erection and bracing of trusses and truss systems, seeANSUIPII Quality Cdhda. D6549 and eC51 ku6dkrp Component fi904 Parka East Blvd.fabricatlon, Safety Infonnalbmvalloble from Truss Plate Institute, 218 N. Lee Street Suss 312, Alexandria. VA 22314. Tampa, D , FL 33610 I Job Truss Truss Type Oly Ply T17414982 1831116-TNT-EDWAPIDS VM4 Valley 1 1 Job Reference optional builder; Fill Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sat Jun 22 06:45:17 2019 Pagel ID:g2Bh3ylztyTZW SCIKW UOTwzbOtF-wb72KArW ISOYW Le=TAHIC89jmOVtaxDgnxcNz3nNK 2x4 i 20 II LOADING (ps) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.46 Ved(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a - rVa 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=120/4-1-0, 3=120/4-1.0 Max Hom 1=76(LC 12) Max Uplift 1=-44(LC 12). 3= 76(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-105/325 2 3 Scale =1:11.4 PLATES GRIP MT20 244/190 Weight: 131b FT=20% Structural wood sheathing directly applied or4-1-10 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=1Sit; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 44111 uplift at joint 1 and 76 lb uplift at joint 3. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 8634 6904 Parka East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNING -Venrydesign parametemand READNOTES ON MSANDINCLVDEDMNEKREFERANCEPAGEM&74"J 4 IgAsa DISBEFORE USE Design valid for use only with Maek® connectors. this design Is based only upon parameters shown, and Is for an IndMdual bWOing component, not a auss system, Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated 6 to prevent buckling of Individual truss web and/or chord members only. Additional temporary antl permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me MiTek' fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSVIP11 Quality Cill DSE419 and BCSI Building Component 69M Parke East Blvd. Safely Nfomsationavalloble from Truss Plate ImtiMe, 218 N, Lee Street, Suite 31Z Alexandria, VA 22314. Tampa, FL 33610 Job Tmss Truss Type Oty Ply T17414983 1831116-TNT-EDWARDS VM4A Valley 1 1 Job Reference(optiona0 builders Feat bource, rlant LAty, rL-J2bbb, 6.22U5NDvdb2Ddb MIIeKInaMIneS,mc. Sal Jun2Z1RJAa:dd2G1e raged ID:g2Bh3ylztyTZW ScIKW UOTwzbOtF-OoZQx2BTHwHAgwgUf_PgylH_6lxEKg4SKW VBpz3nNJ _ 4.1-2 St-00 4.1-2 e 6 6 3.4 i 9 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) n/a - file 999 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress [net YES WB 0.00 Horz(CT) -0.00 4 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=157/5-1-0, 4=157/5-1-0 Max Horz 1=65(LC 12) Max Uplift 1=-68(LC 12), 4=-72(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-126/328, 3-0=11PJ330 4 2.4 II Scale =1:12.9 PLATES GRIP MT20 2441190 Weight: 16 lb FT=20% Structural wood sheathing directly applied or 5-1-10 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 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=S.OpsY h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 681b uplift at joint 1 and 72 lb uplift at joint 4. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 22,2019 Q WARNING -Vedlydeaignpremelemend READNOTES ON TNISANDINCLUDEDMpEKREFERANCEPAGEMb74 fflx. latY1015BEFOREUSE Design valid for use only with MReIs2 connectors, This design Is based only upon parameters shown, and Is for an Inc Mdual building component, not a hum system. Before use, the budding designer must verity the opplicabllay, of design parameters and properly Incorporate mis design Into the overall bulltlingdesign. BrocingIndicated Istoprevent buckiingofIndividual trussweband/or chord members only,. Additional temporary and permanentbrocing M!Tek' Is always mqulred for stobllity and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabricoron, storage. delivery, erection and bracing of pusses and buss systems seeANSVIRI Quality Criteria. DSB49 and !RI Building Component 69N Parka East BNd. Tampa, FL 33610 Safety elfcrtnaNaravallable from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria VA 22314. Job Truss - Truss Type Oty Ply T17414984 1831116-TNT-EDWARDB VM6 Valley 1 1 Job fleference o floral Hunaers mrsi source, Mail lAry, rL- Jabbb, 6.[[USNOVIb ZU16MIIeKmaUStn9S,InC. bat Jun ZZUIT4b:ltl[U1e ragel ID:g2Bh3ylzlyTZWScIKWUOTwzbO1F-s_7o10052vi8ngV12MVeMAHM4WLzm4Eh G2hFz9nN1 6-1-10 6-1-10 3x6 II 2 3 3x6 i 3.6 II LOADING (pso SPACING- 2-0-0 C51. DEFL, in floc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) n(a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=194/6-1-0, 3=194/6-1-0 Max Horz 1=122(LC 12) Max Uplift 1=-72(LC 12). 3= 123(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-167/515 Scale: 3/4'=1' PLATES GRIP MT20 244/190 Weight: 21 lb FT=20% Structural wood sheathing directly applied or 1-8-7 oc pur ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCO=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 721b uplift at joint 1 and 123 lb uplift at joint 3. Thomas A Albani PE No.39380 MTek USA, Inc, FL Cert 6634 6904 Parke East SNtL Tampa FL 33610 Date: June 22,2019 QWARNING-Vedlydes/9n1aremefenend READ NOTES ONTN/SANOINCLUOEOMITEKNEF£RANCEPAGEMLL74MJ 11aN32015SEFONE USE Design valid for use only wim M11'ek9connectors. This design Is based only upon parameter shown, and Is for on Individual buliding component, not a truss system. Before use, the buffding designer must verity me applicability of design parameters and properly Incorporate this tleslgn Into the overcll buildingdesIgn. Bracing Indicated is to prevent buckling of Individual trussweb and/or Chord members only. Additional temporary and permanent bracing MOW Is always required for stability, and to prevent collapse with possible personal injury and property damage. For general guidance regarding ire fctvcctlori storage. delivery, erection and bracing of trusses and truss systems, seBANSVrPII Quality CMsM. D5549 and SCSI Building Component 69M Parke East Blvd. Safety Infarmofbnwa[rable Rom Truss Plate Institute. 218 N. We Street. Suite 312, Alevandrla VA 22314. Tampa. FL 33610 , Job Truss Truss Type Oty Ply T77414985 1831116-TNT-EDWARDS VM6A Valley 1 1 Job Reference (optional) Builders First Source, Plard City, FL-32566, 8.22U 5 NOV 1b 2Ul8 MI I eK mammas, Inc. baLJUn zz uu:4e:zu eu is rage I TZWSCIKWUOTwzb01F-KAgBykCIPDg7P 4Dc41tvNge_wf2iCtNve7bDiz3nNH 46 = 2 2x4 II 5 4 3x6 4 3.6 II 2x4 11 Scale=1:17.9 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) n/a - We 999 BCLL 0.0 ' Rep Stress lncr YES WB 0.16 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matdx-SH Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 7-1-10 oc pudins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb(size) 1=164/7-1-0, 4=-165/7-1-0, 5=462/7-1-0 Max Horz 1=111(LC 12) Max Uplift 1=-63(LC 12), 4=-184(LC 23), 5=-239(LC 12) Max Grav 1=164(LC 1), 4=88(LC 12), 5=462(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 f lo) or less except when shown. WEBS 2-5=-286/529 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=S.Opsf; h=15ft; Cat. It: Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst 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 63 lb uplift at joint 1, 184 lb uplift at joint 4 and 239 Ib uplift at joint 5. Thomas A. Albani PE No.39380 hit ek USA, Inc. FL Cad 6634 6904 Parke East Blvd, Tampa FL 33610 Date: June 22,2019 QWARNWO-Vwi1ydm0gmavmerers.dREAONOTES ON MMANDWCLUOEDWm REFERANCEPAGEMtr7473r . faaA4.2af5BEFORE USE Design valid for use only with Mnek® connectors. This design Is loosed only upon parameters shown, and Is for on Intllvidual building component, not a truss system. Before use. Me building designer must verity Me Opplicpblllly of design parameters and properly Incorporate Ma design Into the overall buildingdesign. Bracing Indicated is to buckling trussweb and/or chard members only. Additional temporary and permanent bracing Mffek' prevent ofindMtlual B always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me 69M Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss system& seeANSVrPII pawlity Criteria. DS349 and BCSI Bidding Component Tampa, FL 33610 Safety mformallonavolloble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Mexondtla VA 22314. Joh + Truss Truss Type Only Ply T17414986 1831116-TNT-EDWARD1 VM8 Valley 1 1 Job Reference o tional i Builders First 5ouroe, f'lam Ulty, FL-32566, 6 6 6 6.22U S NOV la 2Ul a MI I eK InaMIneS, InC. Dal .nm 22 U0;4D:4U Zola rage i ID:g2Bh3ylztyTZW ScIKW LIOTwzbOlF-KAgBykC)pDq7P_4Dc4ltvNgfVvmwiBmNve?bDiz3nNH 2x4 It 3 5 4 2x4' 20 11 2.4 11 Scale = 1:20.6 I LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.39 Vert(LL) n/a - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 VerdCT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 HOrz(OT) -0.00 4 ri n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 301b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Stmctuml wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=92/8-1-0, 4=119/8-1-0, 5=324/8-1-0 Max Hom 1=169(LC 12) Max Uplift 4=-76(LC 12), 6=-206(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-390/105 WEBS 2-5=257f768 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.1 B; MWFRS (envelope) and C-C Corri 0-9-1 to 6-9-1, Exterior(2) 6-9-1 to 7-11-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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 761b uplift at joint 4 and 206 lb uplift at joint 5. Thomas A Albanl PE No.39388 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 22,2019 Q WARNING - yerlfydesrgnpm mehmsend READ NOTES ON TNNSANDMCLUDEDMNEKFEFERANCE PAGE MI47473reV. 14/01ahnS BEFORE USE Deslgn valld for use only with Mgek® connectors. this design 6 based only upon parameters shown, antl Is for an Indlviduol bultding component, not ��- a truss system. Before use, me building designer must verify the appncoblIty of design parameters and propeay Incorporate this design Into the overall building tleslgn..&acing indicated Is to prevent budding of lndNldual truss web and/or Chord members only. Additional temporary and permanentbrocing Welk' Is crways reculred for stability and to prevent coilopse with possrele personal Injury and property damage. For general guidance regarding me fabdcoton, storage, delivery. erection and bracing of trusses and truss systems, seeANSVIPII Quality Cr9sda, D5549 and SCSI Building Component 690 r Parke East BNd. Safely Informatio avolloble from Truss Plate Inmate. 218 N. Lee Street. SuHe 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTAITION 3 ' Center plate on joint unless x, y 14- /4 offsets are indicated. Dimensions are in ft-In-sixteenths. Apply plates to both sides of Truss and fully embed'teeth. Q/t� For 4 x 2 orientation, locate Numbering System 6u4-8 dimensions shown in ft-in-sixteenths I I (Drawings not to scale) l TOP CHORDS 3 a-2 c2-s WEBS Gq 4 c0 �> 3 c = a c O Ustack 0- A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See 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 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. al-B C6'7 C56 BOTTOM CHORDS plates 0-'ne" from outside edge of truss. i 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates THE LEFT. 7, Design assumes trusses will be suitably protected from 'Plate location details available inlMTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. the environment in accord with ANSI/IPI 1. software or upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for treated, lumber. ICC-ES Reports: use with fire retardant, preservative or green The first dlmenslon Is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESRI988 responsibility of truss fabricator. General practice is to To slots. Second dimension is ER-3907, ESR-2362, ESR-1397. ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords mast be sheathed or puriins provided at Output, Use T or I Bracing spacing Indicated on design. If Indicated. Lumber design values are in accordance with ANSI[TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location�where bearings (supports) occur. Icons vary but 40 © 2012 MITek2) All Rights Reserved 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. reaction section indicates joint number where bearings occur. 17, Install and load vertically unless Indicated otherwise. Min size shown is for crushing only, ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back words Plate Connected Wood TfU55 COnStrUCtlOn, and pictures) before use. Revlewing pictures alone DSB-89: Design Standard for Bracing. a Is not sufficient.® SCSI: Building Component Safety Information, k 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, M ITe ANSI/TPI 1 Quality criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 e y �._.!or--*1 R !aw—le EORFRI717o Ge--���5�::.A^Irk.::�:�:;5-����S/��S/l���b�1_P�4���. 11 Ut \■iw1r, Or roll'. MEN MMM1.4'1 —,1I 11010111 'Mole. i1 'a NONE NOMINEE 11 l..,.-� N re NO ROOM AiiiiA El m 1111i'I io gli r i 10, 0" 1 7' 4" TRUSS END DETAIL EOUMECtn OVERXRNO tl 6� NI1C HEFT HE GM FORCE RESISTING I-10 CATEGORY f CATEGORY 170 MPH CAUTION!! IT ATTEMPT TO ERECT S WRHOUr REFERRING TO GIBBERING DRAWINGS AND SUMMARY SHEETS. ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS SF REQUIRED) Q UPLIFT AND ORAVITY REACTIONS. WARNING Baccha ee WRI Not Be AccopUd Rdpmdlese o+FeUN VfiNOUt Pdor NWRmUcn By Cwtomer Within Q Hoe® And InvmUBation By „ S.W.. Fln:tSouna. NO EXCEPTIONS. And SCMNED BY St. LucieCuuwtif ECEIVED I Il PA 2 O 2019 `` ! ST. Lucie County, ?ermiYring MODEL. WINDSOR'B' ADDRESS: EDWARDS ROAD LOT/BLOCK:�FORT CRY: E COUNTY DRAWN BY: JL JOB*: +ST+116 HANGER LEGEND -ALL L RANGERS SHOWN ARE M26 UNLESS NOTED THERWISE - ALL 4e2 FLOOR HANGERS SHOWN ARE HHUSNI NLESS NOTED OTHERWISE GATE: U6p2HB SCALE: NTS NEVISIONS: 1. 2. VC-C HYBRID IMPORTANT , TCLL: 20 PSF TCLL: PSF TCOL: W PSF TCOL: PSF BCOL' 10 PSF BCpL: PSF By TOTAL 31 PSF TOTAL• PSF DURATION: 12 OURATON: m And Condone Prior To Approval OF PIML RE BELOW INDICATES ALL AND DINENSIONS HAVE BEEN ACCEPTED. 701 S. KINGS HIGHWAY FORT PIECE, FL UM Ph. (772)-4615475