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HomeMy WebLinkAboutTruss_�� >_����vergese_r.r_e_e_F_re.vnF_e.e_e.e_f_ee',�_erel,v_e:►_reeev:e_e;serel;J�/li lllJJJi/i.✓�.,/i-\�" 11176 ' ! ��� • \�1 ••■ �! a119 EJI M\�1 r .rrv.rra ER IRA EJ6 w� ITT 15 ••••_•-•-•-•1 1\�--\ DI 1,---. MIME Hatch Yam• •tee r ��i Legend leeeeeeel ♦eeeeeee Feeeeeeel ' eeeeeee♦ 8'-1" A.F.F PMD OVERHANG 12 WCUT B� 412` HEEL HEIGHr M 110110MRi r M MAIN WIND FORE ISTI T UCL HYBRID IMPORTANT WIND ASCET•10 ENCLOSED Thle D—Ing Must Be Approved And EXPOSURE CATEGORY C OCCUPANCY CATEGORY II Relomed SO .. FabdwUon WiR Begin. Far Yoor Protection Check AD WIND LOAD 160 MPH Dimensions And CendiUo.. Pdor To `TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PEP BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH Approval Of plan. ANY OTHER WE LOADS 64GNAMRE BELOW INDICATES ALL NOTES AND DIMENSIONS HAVE BEEN ACCEPTED. ROOF LGAGING FLOOR LOADING TCLL: 20 PSF TCLL- PSF 'DU DT PSF TCDL' PEP 'COL: 10 PSF BCDL: PEP By Oate_ TOTAL: 2T PEP TDTAL: PEP DURATION: 1.26 DURATION: CAUTIONW DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND USCI-Bt SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES, Be. SHEATHING, BEARING WALLS PLACE PRIOR TO TO FINAL ENGINEERING FOR THE FOLLOWING. IER OF GIRDER PLIES AND 2) BEARING BLOCK REQUIREMENTS. �) SCAB DUALS BF REQUIRED) 41 UPLIFT AND GRAVITY REACTIONS. WARNING eackcharges WBI Not Be ACCaPIed Regardless o1 Feo11 Withoet Pdor NDU11.11.n By Customer Wdhln 48 Nunn And Investlgadon By Evdld— Rn69ourc, NO EXCEPTIONS. The General Contractor % Responsible For All C... — lons Other Than Truss tp Tmss, Gable Sheer Wall, And Condecllunc. Temporary and Permanent B—ing, And C8III19 And Roo( Oiaphngm Connect ons. BUILDER: PORT SAINT LUCIE PROP RES: THOMAS MODEL: BRIDGEPORT ADDRESS: 1 010 S 25TH ST LOT BLOCK: — COUNTy: ST LUCIE CITY: FORT PIERCE DRAWN BY: IL JOB d: 2400T82 OAIE OTOORo SCAIE: NTS REWSIONS: 1. 2. d, Wlftsftm Frce 701 & KINGS HIGHWAY FORT PIECE• FL G4945 PR (TT2) • 461 5475 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: 2408782 - MiTek USA, Inc. Site Information: T6904 Parke East Blvd. Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: THOMAS Modelampa, FL 33610-4115 Lot/Block: . Subdivision: . Address: 5313 S 25TH ST, . City: FORT PIERCE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 43 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# 1 T20882066 Al 7/30/20 15 T20882080 2 T20882067 A2 7/30/20 16 T20882081 3 T20882068 A3 7/30/20 17 T20882082 4 T20882069 B1 7/30/20 18 T20882083 5 T20882070 B2 7/30/20 19 T20882084 6 T20882071 B3 7/30/20 20 T20882085 7 T20882072 B4 7/30/20 21 T20882086 8 T20882073 B5 7130/20 22 T20882087 9 T20882074 B6 7/30120 23 T20882088 10 T20882075 B7 7/30120 24 T20882089 11 T20882076 B8 7/30/20 25 T20882090 12 T20882077 B9 7/30/20 26 T20882091 13 T20882078 B10 7130/20 27 T20882092 14 T20882079 B11 7/30/20 28 T20882093 Truss Name Date C1 7/30/20 C2 7/30/20 COPY C3 7C4 7130/20 /30/20 F ILE C5 7/30/20 CJl 7/30/20 3 7/30/20 D17/30/20 D3 7/30/20 VIEVVE® FOR D5 7/30/20 CODE COMPLIANCE EJ1 7/30/20 EJ5 7/30/20 ST. LUCIE COUNTY This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. BOGG Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSl/TPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or 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 applicability of the design parameters or the designs for any particular building. Before use, th& building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. j ♦♦♦�♦��`lUS �F& i,♦� '\G E NS ��. • No 34869'Zo STATE OF vow Jdw LeePE tkL34M Wrek USA, Inc. FL Cert 6634 6904131ft East Bk& Tampa R.33610 NIX Lee, Julius July 30,2020 1 of 2 W1 a MiTek 0 RE: 2408782 - M!Tek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: THOMAS Model: . Lot/Block: . Subdivision: . Address: 5313 S 25TH ST, . City: FORT PIERCE State: FL No. Seal# Truss Name Date 29 T20882094 EJ6 7/30/20 30 T20882095 ER 7/30/20 31 T20882096 EJ71 7/30/20 32 T20882097 EJ72 7130/20 33 T20882098 EJ73 7/30/20 34 T20882099 EJ74 7/30/20 35 T20882100 EJ75 7/30/20 36 T20882101 EJ76 7/30120 37 T20882102 EJ77 7/30/20 38 T20882103 EJ78 7/30/20 39 T20882104 G1 7/30/20 40 T20882105 G2 7/30/20 41 T20882106 HA 7/30/20 42 T20882107 HJ5 7130/20 43 T20882108 V1 7/30/20 2 of 2 2408782 Builders First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MITek Industries, Inc. Thu Jul 30 10:04:37 2020 Page 1 ID:GD21 k_OkxBeW6ovNw5l gSNz78uO-UccbCrJ6800FChKuM5uhxvVxaYJ Hg_7NJ BTmTgysvZu -0- 7-2-0 11-3-9 14-8-2 1 -5 21-3-5 26-11-13 32-10-0 38-2-1 44-0-0 4 -0- 1-0- 7-2-0 4-i 31i-9 0-9- 5-10 3 5 8-7 5-10-3 5�-1 5-9-15 1-0- 2x4 11 ` 6,00 12 5x8 = 4x6 11 3x4 =3x6 = 3x4 = 5x8 = 3 234 524 6 7 25 8 26 27 9 S' 7-6-2 Scale=1:81.6 18 17 16 15 14 13 ST1.5x8 STP = 4x6 = 3x4 = 3x6 — 3x4 = 2x4 II 4x6 = 6x8 = 3x4 = 21-M 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 [nor YES Code FBC2017frP12014 CSI. TC 0.75 BC 0.98 WB 0.68 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft L/d -0.08 14-16 >999 360 -0.17 14-16 >999 240 0.03 11 n/a n/a 0.12 14-16 >999 240 PLATES GRIP MT20 244/190 Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-6 oc purlins. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. 5-18: 2x4 SP No.3 WEBS 1 Row at midpt 3-20, 6-18 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 20=0-10-13, 11=0-7-10 Max Horz 2=227(LC 11) Max Uplift 2=-381(LC 12), 20=-711(LC 12). 11=-629(LC 12) Max Grav 2=562(LC 17). 20=1676(LC 1), 11=1159(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=634/529, 34=120/351, 4-5=-120/351, 5-6=194/421, 6-8=-926/915, 8-9=1300/1147, 9-10=1471/1143, 10-11=-1928/1368 BOT CHORD 2-21=-164/560, 20-21 =1 62/566, 18-19=-464/898, 5-19=-300/396, 17-18=-488/903, 16-17=-721/1300, 14-16=-677/1258, 13-14=1090/1621, 11-13=-1090/1621 WEBS 3-21=0/298, 9-14=-1701368, 10-14=-507/474, 3-20=-661/267, 4-20=-822/761, 6-18=-1203/696, 6-17=-171/527, 8-17=-561/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15(t; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 7-2-0, Extedor(2) 7-2-0 to 15-6-14, Interior(1) 15-6-14 to 32-10-0, Exterior(2) 32-10-0 to 41-3-13, Interior(1) 41-3-13 to 45-0-0 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 This Item has been 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. electronically Signed and 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 sealed by Lee, Julius, PE will fit between the bottom chord and any other members. using a Digital Signature. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) Printed copies of this 2=381, 20=711, 11=629. document are not considered signed and sealed and the signature must be verified on any electronic copies. JaOtn Loa PE Nm 31669 LfiTak USA, Eta FL Cart 6634 6901 Parke East IWd. Tampa FL 37610 Daw July 30,2020 ®WARNPIG-Va*designparametemand READNOTESONTHOMDINCLIIDED M IE(REFERENCE PAGE MO-7473 rev. 5119UMBEFOREUSE. Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not., a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M Mile prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ile fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 T20882067 First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:04:38 2020 Page ID:GD21 k_OkxBeW6ovNw5l gSNz?8uO-ypAzPBKkvJ86grv4woPwU6179yhpPMfWYoCK?GysvZt -0- 5-2-0 8-11-15 12-0-2 1 -5 19-8-2 25-7-10 30-2-13 34-10-0 39-2-1 44-0-0 4 -0 1-0 5-2-0 3-9-15 3 8 3 0-9- 6 3-0 5-11 8 4 7-3 4-7-3 4 4-1 4-9 15 1-0- 6.00 12 5x6 = 3 ST1 Scale = 1:81.6 2x4 11 3x8 = 3x4 —_ 4x10 MT20HS II 3x6 = 4x6 = 3x4 = 5x8 = 4 5 624 25 7 8 9 26 27 10 11 2x4 i 12 28 ES 4 .5x8 STP = 23 22 18 1314 — , ,, — 20 19 _ h J — 4x10 MT20HS = 3x4 = 17 16 15 ST1.5x8 STP = 46 = 6x8 = 2x4 II 5x8 = 5x6 = 4x6 = 5- 30-2-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.18 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.39 13-15 >959 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.05 13 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Wind(LL) 0.23 17 >999 240 Weight: 236 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 5-2-4 oc bracing. 6-20: 2x4 SP No.1, 9-17: 2x4 SP No.3 WEBS 1 Row at midpt 7-20 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 22=0-10-13, 13=0-7-10 Max Horz 2=184(LC 11) Max Uplift 2=-266(LC 12), 22=-826(LC 12), 13=-629(LC 12) Max Grav 2=382(LC 17). 22=1840(LC 1), 13=1159(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=337/285, 3-0=252/329, 4-5=137/592, 5-6=137/592, 6-7=0/311, 7-9=-1425/1105, 9-10=2314/1664, 10-11=-1694/1321, 11-12=-1683/1188, 12-13=-1913/1403 BOT CHORD 2-23=-50/320, 21-22=-592/513, 20-21=-539/1002, 6-21=-274/451, 19-20=-732/1425, 18-1 9=-1 309/2347, 9-18=-36/305, 15-16=-759/1459, 13-15=-1114/1647 WEBS 7-19=-223/607, 16-18=-950/1704, 10-18=423/766, 10-16=-707/551, 11-16=-308/418, 11-15=115/354, 12-15=-299/403, 5-22=-823/644, 4-23=-164/423, 4-22=-586/432, 7-20=-1964/1173,9-19=-1057/659 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 13-6-14, Interior(1) 13-6-14 to 34-10-0, Exterior(2) 34-10-0 to 43-3-13, Interior(1) 43-3-13 to 45-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for This item has been reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. electronically signed and 4) All plates are MT20 plates unless otherwise indicated. Sealed by Lee, Julius, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed Copies Of this will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) document are not considered 2=266, 22=826, 13=629. signed and sealed and the signature must be verified on any electronic copies. JWUSLssPEK&3M ffiT*kUSkk=FLCatWU 613r?4PaftEM Blvd.TwWaFL3M0 Iran: July 30,2020 A -LNG- Ve*destgn parameters and REAL) NOTES ON THIS MO.RiUMED MITEIC RIEFERENCE PAGE MD-7473 rev. 5N2r4M BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability 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 MTek' 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, see ANSIITP11 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty ['y T20882068 2408782 A3 Hip Girder 1 n L Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:04:43 2020 Page 1 ID:GD21k_OkxBeW6ovNw5lgSNz78uO-ImzsTvNsksmPwcn2jL_5BAlznz014caFh4w5hTysvZo -0 3-2-0 6-9-10 10-8-14 11 - 0 16-6-1 21-1-11 25-7-10 31-2-13 36-10-0 44-0-0 4 -0- 1-0- 3-2-0 3-7-10 3-11 4 0- -1 4-11-7 4-7-11 4-5-15 5-7� 5-7-3 7-2-0 1-0- NAILED NAILED NAILED NAILED NAILED NAILED NAILED x8 — NAILED 2x4 II NAILED NAILED NAILED NAILED NAILED 6.00 12 NAILED NAILED 5x12 = 5x8 = NAILED NAILED 2x4 II 5x8 = NAILED 28 3 29 30 4 31 5 6 32 33 34 7835 36 9 37 38 10 39 11 40 12 41 42 44 27 45 46 26 47 ST1.5x8 STP = NAILED NAILED 2x4 II NAILS NAILED NAILED 25 23 D 3x8 = 2x4 II 7xl0 = 2 48 22 49 50 21 51 52 5x12 = NAILED 5x12 = 19 53 NAILED NAILED 3x4 II NAILED NAILED NAILED NAILED NAILED 6x8 = 13 NAILED 1415 Scale = 1:81.7 54 18 55 1756 16 57 ST1.5x8 STP = NAILED 6x8 = 5x8 = 2x4 II NAILED NAILED NAILED NAILED NAILED 3-2-0 6-9-10 10-8-14 11 - 0 16-6-1 21-1-11 31-2-13 36-1%0 44-0-0 3-2-0 3 7-10 3-11 4 0- -1 4 11-7 4-7-11 10-1-2 5-7-3 7-2-0 Plate Offsets (X,Y)— [3:0-4-0,0-1-15], [7:0-3-10,0-2-8], [13:0-4-0,0-1-15], [14:0-9-11,Edge], [18:0-3-0,0-2-12], [20:0-3-8,0-3-4], [22:0-3-8,0-2-8], [24:0-3-4,0-2-0], [25:0-5-0 ,0-4-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.24 20 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.45 20-21 >884 240 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.04 14 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.37 20 >999 240 LUMBER - TOP CHORD 2x6 SP No.2 *Except* 1-3,13-15: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 *Except* 10-19: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except` 5-25: 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-7-10, 25=0-10-13, 14=0-7-10 Max Horz 2=138(LC 7) Max Uplift 2=-191(LC 8), 25=2555(LC 8), 14=-1320(LC 8) Max Grav 2=123(LC 29), 25=4387(LC 29), 14=2378(LC 30) PLATES GRIP MT20 244/190 Weight: 579 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7/289, 3-4=-946/2037, 4-5=-2318/4311, 5-6=-2318/4311, 6-8=-2702/1647, 8-9=6110/3514, 9-10=7758/4374, 10-12=-7647/4321, 12-13=-5256/2938, 13-14=-4428/2337 BOT CHORD 2-27=-261/186, 26-27=-299/204, 25-26=-2104/1177, 24-25=-4344/2548, 6-24=-1047/651, 22-23=-2279/1344,21-22=-1417/2668,20-21=-3284/6053,10-20=426/423, 18-19=-275/544,16-18=-1924/3801,14-16=-1927/3824 WEBS 3-27=-203/400, 3-26=-1993/1055, 4-26=-397/848, 18-20=-2494/4760, 12-20=-1498/2597, 12-18=1760/1257, 13-18=925/1692, 13-16=-81/608, 5-25=-2077/1245, 4-25=-2434/1467, 9-20=-956/1833, 6-22=-3058/5439, 9-21=-1218/795, 8-22=-1955/1227, 8-21=-207513788 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are 4x6 MT20 unless otherwise indicated, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Ln PE No.94869 1Ur4* U&% ilo. FL Cat 8634 6994PaksEastB11Ad Tan9aFL39619 "r July 30,2020 14=1320. • ® WARNING- Verify desgn pararrreters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. SH9/2M BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability 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 pA MeW 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, see ANS11TPlf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type T20882068 city ["' 2408782 A3 Hip Girder 1 .� Builders First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:04:43 ID:GD21 k_OkxBeW 6ovNw51 gSNz78u0-ImzsTvNsksmPwcn2jL_5BAIznzOI4caFh NOTES- 10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. LOAD CAASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-13=-54, 13-15=-54, 2-24=-20, 20-23=-20, 14-19=-20 Conc0itrated Loads (lb) Vert: 13=113(F) 26=-109(F) 4=41(F) 12=-111(F) 18=-59(F) 16=59(F) 5=-65(F) 11=-111(F) 9=-60(F) 21=-109(F) 28=-18(F) 29=41(F) 30=-41(F) 31=-41(F) 32=-60(F) 34=-60(F) 35=-60(F) 36=-60(F) 37=-60(F) 38=-60(F) 39=-111(F) 41=-111(F) 42=-111(F) 43=-74(F) 44=134(F) 45=-109(F) 46=109(F) 47=-109(F) 48=-109(F) 49=-109(F) 50=109(F) 51=-109(F) 52=109(F) 53=-59(F) 54=-59(F) 55=59(F) 56=-59(F) 57=-241(F) • AWARNING-Verifydesign pwatme&-is and READ NOTES ON THIS AND INCLUDED MIiIXREFERENCE PAGE 1110-7473 rev. SM92M BEFORE USE. s Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NOW prevent 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, see ANSYTPIf Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 1Bi Lommon Builders First Source, Plant City, FL - 32566, ID:GD21k_ 0- 9-11-13 13-5-15 20-0-0 .0. 5-8-0 4-3-13 3-6-2 6-6-1 Sx6 = 0 ST1.5x8 STP = 3x6 = 9- - 7 8.240 s Mar 9 19 Industries, Inc. Thu Jul 30 10:04:44 2020 Page 1 Scale=1:75.2 2 m Ics 16 14 .- �t1.oxeair = ST1.5x8 STP = 3x6 = 3x8 = 5x8 = 4x6 = 6x8 = 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.25 13-14 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.46 11-13 >771 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.04 11 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Wind(LL) 0.13 11-13 >999 240 Weight: 214 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD I Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-16, 8-14 REACTIONS. (size) 2=0-7-10, 16=0-7-10, 11=0-7-10 Max Horz 2=456(LC 11) Max Uplift 2=-126(LC 12), 16=-880(LC 12), 11=-574(LC 12) Max Grav 2=243(LC 21), 16=1991(LC 17), 11=1197(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-139/410, 3-5=292/707, 5-6=-208/689, 6-7=-834/627, 7-8=-789/640, 8-10=-16731947, 10-11 =-1 920/1036 BOT CHORD 2-16=-515/233, 14-16=-180/323, 13-14=-403/1062, 11-13=-718/1609 WEBS 3-16=-416/401, 6-16=-14471913, 6-14=-212/732, 7-14=-187/385, 8-14=-847/597, 8-13=225/640, 10-13=-392/404 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 20-0-0, Exterior(2) 20-0-0 to 26-0-0, Interior(1) 26-0-0 to 41-0-0 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 This Item has been will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) electronically signed and 2=126, 16=880, 11=574. sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius La PE No.3M WTek USA, tnra FL Cdrt6874 WI14 Parke EwtMvd.Tarnpa FL 33iS10 Date: July 30,2020 • s ®wARNPIG- Veafydesgn paramelersand READ NOTES ON 7M AND INCLUDED MIiEK REFERENCE PAGE MI47473 rev. SI19/2020 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M7eW 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, see ANS11rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 Builders First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MITek Industries, Inc. Thu Jul 30 10:04:47 2020 Page ' ID:GD21 k_OkxBeW 6ovNw51 gSNz?8uO-BXCN IGRNn4GgPD5pyB31 LOvg?anSOY6rciulgFysvZk 0 fi-11-14 135-15 20-0-0 26-61 33-0-2 40-M 41-0 0-0 6-11-14 6-6-1 6-6-1 6-6-1 6-6 1 6-11-14 0-0 5x6 = 19 Scale = 1:72.7 l 1 ZZ ]$ ST1.5x8 STP = 16 15 21 14 22 13 12 ST1.5x8 STP = 46 — 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 46 10-2-15 20-0-0 29-9-1 40-0-0 10-2-15 9-9-1 9-9-1 10-2-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.30 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.52 14-16 >911 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC20171-rP12014 Matrix-SH Wind(LL) 0.22 14 >999 240 Weight: 207 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 2=0-7-10, 10=0-7-10 Max Horz 2=456(LC 11) Max Uplift 2=-790(LC 12), 10=-790(LC 12) Max Grav 2=1622(LC 17), 10=1622(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2818/1581, 3-5=-2580/1497, 5-6=-176111205, 6-7=-176111205, 7-9=-2580/1498, 9-10=-2819/1581 BOT CHORD 2-16=-1218/2742, 14-16=-889/2224, 12-14=912/1938, 10-12=-1207/2400 WEBS 6-14=-697/1215, 7-14=-836/588, 7-12=-211/621, 9-12=-362/386, 5-14=836/588, 5-16=-211 /621, 3-16=-362/386 Structural wood sheathing directly applied or 2-7-13 oc pudins. Rigid ceiling directly applied or 5-5-14 oc bracing. 1 Row at midpt 6-14, 7-14, 5-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 20-0-0, Exterior(2) 20-0-0 to 26-0-0, Interior(1) 26-0-0 to 41-0-0 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=790, 10=790. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius ILes PE Na 3M W'TakusA, ire FL Cat SS1l4 6404PaftIEaAMv ,TamFL33619 naz.: July 30,2020 a AWAtRNING-Verify design pwaxneteis and READ NOTES ON THIS AND INCLUDED .MM REFERENCE PAGE RM7473 rev W1912= BEFORE USE p Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mifek` prevent 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, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safelyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 Builders First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:04:49 2020 Page 1 ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-7wK7jySdJiVvYeXEC3c5VRR?OHNS4UOW84?NPu7ysvZi 0- 6-11-14 13-5-15 19-2-0 0-10-0 26-6-1 33-0-2 40-0-0 41-0- 0-0 6-11-14 6 6-1 5 8-1 1-8-0 5-8-1 6 6-1 6-11-14 0- Scale = 1:74.1 5x6 = 5x6 = 6 7 m I$ ST1.5X8 STP = 10 I 16 15 ST1.5X8 STP = 4x6 = 3x4 = 3x6 = 3x4 =3x4 = 3x6 = 3x4 = 4x6 = 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 FBC2017/TP12014 CSI. TC 0.70 BC 0.85 WB 0.71 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl L/d -0.33 13-15 >999 360 -0.55 13-15 >864 240 0.12 11 n/a n/a 0.22 16-18 >999 240 PLATES GRIP MT20 2441190 Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc purlins. BOT CHORD 2x4 SP NoA 'Except` BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing. 14-17: 2x4 SP No.2 WEBS 1 Row at midpt 8-15, 5-16 WEBS 2x4 SP No.3 REACTIONS. (size) 11=0-7-10, 2=0-7-10 Max Horz 2=-438(LC 10) Max Uplift 11=-790(LC 12), 2=-790(LC 12) Max Grav 11=1615(LC 18), 2=1615(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2810/1647, 3-5=-257011562, 5-6=-1772/1306, 6-7=-1524/1236, 7-8=-1772/1306, 8-10=-2571/1562, 10-11=2810/1647 BOT CHORD 2-18=-1322/2721, 16-18=-1001/2192, 15-16=-588/1669, 13-15=-995/1915, 11-13=1317/2393 WEBS 8-15=-820/645, 8-13=-204/640, 10-13=-366/391, 6-16=-394/609, 7-15=-394/609, 5-16=-820/645, 5-18=-204/640, 3-18=-366/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 19-2-0, Exterior(2) 19-2-0 to 29-3-13, Interior(1) 29-3-13 to 41-0-0 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 This Item has been 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. electronically Signed and 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 sealed by Lee, Julius, PE will fit between the bottom chord and any other members, with BCDL = 10.Opsf. using a Digital Signature. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Printed copies of this 11=790,2=790. document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Ln PE Nm 3U3 Wok USA, tee FL Ceti 1i694 MW Poke East BNd Tampa FL 33610 DAr July 30,2020 ®WARNING- Vm7ydesign patanuders and READ NaTM ON THIS AND INCLUDED IdIiEK REFERENCE PAGE MH-7473 rev. 5Ngf20'tD BEFORE USE. Design valid for use only with MiTek® connectors, This design Is based only upon parameters shown, and is far an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M7eW 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, see ANS11TP/t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ITruss ITruss Type IQty IPIy T20882072 2408782 m d First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:04:50 2020 Page 1 ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-b6uWxiTF4?fPGhpOdJckzeXCSnIMDruHJflyQZysvZh 0- 58-0 9-11-13 13-5-15 18-1%8 21-1-8 26-8-1 33-0-2 40-0-0 41-0- 0- 5-8-0 4-3-13 3-6-2 5-4-9 2-3-0 5� 9 6-6-1 6-11-14 -0- Scale = 1:75.0 5x6 = 5x8 = 7 ST1.5x8 STP = 18 " 1` 16 15 LO .1 ST1.5x8 STP = 3x6 = ST1.5x8 STP = 3x6 = 3x8 = 3x4 = 5x8 = 4x6 = 6x8 = 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 FBC2017TTP12014 CSI. TC 0.61 BC 0.98 WB 0.77 Matrix-SH DEFL, Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.22 16-18 >999 360 -0.47 12-14 >762 240 0.04 12 n/a n/a 0.13 12-14 >999 240 PLATES GRIP MT20 244/190 Weight: 239 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-1 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-18, 7-16, 8-16, 9-15 REACTIONS. (size) 12=0-7-10, 18=0-7-10, 2=0-7-10 Max Horz 2=432(LC 11) Max Uplift 12=-577(LC 12), 18=-869(LC 12). 2=-135(LC 12) Max Grav 12=1201(LC 18). 18=1958(LC 17), 2=248(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1501368, 3-5=-297/661, 5-6=-177/630, 6-7=-779/655, 7-8=-631/655, 8-9=-872/714, 9-11=1680/990, 11-12=-1930/1071 BOT CHORD 2-18=-467/240, 16-18=-147/321, 15-16=-80/714, 14-15=-475/1063, 12-14=-821/1619 WEBS 3-18=-409/397, 6-18=-1401/924, 8-16=-577/361, 8-15=-438/728, 6-16=-262/703, 9-15=-793/637, 9-14=-231/642, 11-14=-403/408 I$ NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 18-10-8, Exterior(2) 18-10-8 to 29-7-5, Interior(1) 29-7-5 to 41-0-0 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 psf bottom chord live load nonconcurrent with any other live loads. • This item has been 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. electronically Signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) sealed by Lee, Julius, PE 12=577, 18=869, 2=135. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Les PE Na 3M WTek USA, lam FL Cat WN 6664 Pmks Easft Blw&Tampa FL 33618 Dab: July 30,2020 WARNING- Veify design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERENCE PAGE M11-7473 rev. SH92026 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, notEl a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing /' Mel( MI I is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 Type Hip T20882073 First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:04:51 2020 Page 1 ID:GD21k_OkxBeW6ovNw5lgSNz?8u0-3JSu8eUurJnGugOaB18zWs4LZB79yHnRXJsWzOysvZg 0- 6-11-14 %-15 17-2-0 22-10-0 26-6-1 33-0-2 40.0-0 41-0- 0- 6-11-14 6-6-1 3 8-1 5-8-0 3-8-1 6-6-1 6-11-14 0- Scale = 1:74.1 5x6 = 5x8 = 6 7 ST1.5x8 STP = I `I " j' 1s " 14 ` " " ST1.5x8 STP = 46 = 3x4 = 3x8 = 3x4 = 5x8 = 46 = 3x6 = 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 FBC2017/rP12014 CSI. TC 0.72 BC 0.88 WB 0.79 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft L/d -0.24 11-13 >999 360 -0.53 11-13 >893 240 0.12 11 n/a file 0.21 14-15 >999 240 PLATES GRIP MT20 244/190 Weight: 226 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc puriins. BOT CHORD 2x4 SP No.1 `Except` BOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing. 13-16: 2x4 SP No.2 WEBS 1 Row at midpt 7-15 WEBS 2x4 SP No.3 REACTIONS. (size) 11=0-7-10, 2=0-7-10 Max Horz 2=-395(LC 10) Max Uplift 11=-790(LC 12), 2=-790(LC 12) Max Grav 11=1632(LC 18), 2=1627(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2810/1745, 3-5=2578/1656, 5-6=-1952/1465, 6-7=-1729/1364, 7-8=1965/1467, 8-10=-2589/1660,10-11=-2822/1749 BOT CHORD 2-17=-1424/2704, 15-17=-1049/2182, 14-15=-768/1778, 13-14=-1045/1935, 11-13=1422/2419 WEBS 8-14=-681/584, 8-13=-232/586, 10-13=389/402, 6-15=-381/639, 7-14=452/810. 5-15=-681/581, 5-17=-231/588, 3-17=-388/400 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 17-2-0, Exterior(2) 17-2-0 to 313-13, Intedor(1) 31-3-13 to 41-0-0 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 This item has been 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. electronically Signed and 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 sealed by Lee, Julius, PE will fit between the bottom chord and any other members, with BCDL = IO.Opsf. using a Digital Signature. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) Printed copies of this 11=790, 2=790. document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lea PE No.34tI69 6LTek USA, Ino. FL Ca tW4 6904 Parke Eat Blvd. Tampa FL=0 Date: July 30,2020 o ®WAR =-Verdydesign Parmnelusand READ NOTIESONTFiISAND INCLUDED NIn7(REFERQdCE PAGE Un-7473 rev. 5H912M BEIKIRE US. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability 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 M7ek' 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, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T20882074 2408782 B6 Hip 1 1 Job Reference (optional) Builders First Source, mani city, FL - az000, ,•,�, ,.•, , �.. "- -...-- .-. ...- --• -- • -•- •-- ---- ID:GD21 k_OkxBeW6ovNw51 gSNz78uO-YVOGL_U Wcdv7V_znkkfC23dTxbU Hhg5amzc3VSysvZf A- 7-9-15 15-2-0 20-0-0 24-10-0 32-2-1 i 40-0-0 41-0- 0 7-9-15 7 4 1 4-10-0 4-10-0 7-4-1 7-9-15 -0- m d 5x6 = • 6.00 12 3x4 = 4 18 5 5x6 = 19 6 Scale = 1:74.1 ST1.5x8 STP = 15 11 13 12 10 ST1.5x8 STP = 46 = 2x4 II 3x6 = 3x8 = 3x8 = 3x6 = 2x4 II 46 = -4- 7-4-1 40-0-0 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 FBC2017frP12014 cSl. TC 0.93 BC 0.82 WB 0.40 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl L/d -0.34 12-13 >999 360 -0.61 12-13 >778 240 0.13 8 n/a n/a 0.23 12-13 >999 240 PLATES GRIP MT20 244/190 Weight: 211 lb 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 `Except' BOT CHORD Rigid ceiling directly applied or 4-7-11 oc bracing. 11-14: 2x4 SP No.1 WEBS 1 Row at midpt 3-13, 5-13, 5-12, 7-12 WEBS 2x4 SP No.3 REACTIONS. (size) 8=0-7-10, 2=0-7-10 Max Horz 2=-351(LC 10) Max Uplift 8=-790(LC 12), 2=-790(LC 12) Max Grav 8=1564(LC 18), 2=1564(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2702/1802, 3-4=2086/1510, 4--5=-1815/1471, 5-6=-1815/1471, 6-7=2086/1510, 7-8=2703/1802 BOT CHORD 2-15=-1468/2554, 13-15=1469/2552, 12-13=-987/1923, 10-12=-1462/2309, 8-10=-1462/2311 WEBS 3-15=0/306, 3-13=-717/613, 4-13=-354/639, 5-13=2971244, 5-12=-297/244, 6-12=-354/639, 7-12=-718/613, 7-10=0/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 8=45ft; L=60ft; eave=7ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 15-2-0, Exterior(2) 15-2-0 to 23-7-13, Interjor(1) 23-7-13 to 24-10-0, Exterior(2) 24-10-0 to 33-3-13, Interjor(1) 33-3-13 to 41-0-0 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 This Item has been 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. electronically Signed and 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 sealed by Lee, Julius, PE will fit between the bottom chord and any other members, with BCDL = IO.Opsf. using a Digital Signature. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Printed copies of this s=7so, 2=7so. document are not considered signed and sealed and the signature must be verified on any electronic copies. Jug= Lae PE Na 3M WTak USA, him FL Cart W4 - W04iPmksEadWvd.TampaFL33610 Dal . July 30,2020 AWARN@IG- Verity design parameters and READ NOTES ON THIS AND INCLUDED WrBC REFERENCE PAGE MB-7473 rev. 51192020 BEFORE USE Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual 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, see ANSNPPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type uty my T20882075 2408782 1137 Roof Special 1 1 _ . Builders First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:04:53 ID:GD21k OkxBeW6ovNw5lgSNz78uO-OhaeZJV8Nw1_78YzISARbH9g2_gNQ9Ak'. 39-11-0 1-0 5-0-0 9-11-13 18-10-8 23-1.9 30-03 M:ff fi-10-11 39-0-12 -0-0 SA-0 4-3 8-10-11 fi-3-0 6-10-11 SJJ 1-7-5 2.5-1 0.7 5x6 = 5x8 = 7 STP = 19 ST1.5x8 STP = 17 15 14 — 12 11 3x6 = ST1.5x8 STP = 5x8 = 3x4 = 3x6 = 4x6 = 5x6 = 6x8 = 3x6 = 39-11-0 Scale = 1:78.7 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 FBC2017/TPI2014 CSI. TC 0.72 BC 0.83 WB 0.92 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefi Ud -0.19 11-12 >999 360 -0.39 11-12 >907 240 0.03 19 n/a n/a 0.10 12-14 >999 240 PLATES GRIP MT20 2441190 Weight: 229 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-9-9 oc bracing. 10-11: 2x4 SP No.2 WEBS 1 Row at midpt 6-15, 7-15, 8-14 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 17=0-7-10, 2=0-7-10, 19=0-6-10 Max Horz 2=-345(LC 10) Max Uplift 17=-878(LC 12), 2=-127(LC 12), 19=-460(LC 12) 'Max Grav 17=1784(LC 17), 2=271(LC 21), 19=1028(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-185/315, 3-5=-290/525, 5-6=-689/547, 6-7=-531/581, 7-8=-1062/774, 8-9=-1654/975, 9-10=-332/140, 11-18=-567/1027, 10-18=-567/1027 BOT CHORD 2-17=-359/184, 15-17=-488/410, 14-15=-357/813, 12-14=-784/1403, 11-12=-989/1644 WEBS 3-17=-357/342, 5-17=-141511093, 5-15=-651/1097, 7-15=-665/411, 7-14=-254/648, 8-14=-767/532, 8-12=0/374, 9-11=-I613/1044, 10-1 9=-1 216/698 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-0 to 5-0-0, Interior(1) 5-0-0 to 16-10-8, Extedor(2) 16-10-8 to 29-1-8, Intedor(1) 29-1-8 to 39-2-0 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 This item has been 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. electronically Signed and 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 sealed by Lee, Julius, PE will fit between the bottom chord and any other members, with BCDL = I0.0psf. using a Digital Signature. 6) Bearing at joint(s) 19 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify Printed Copies Of this capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) document are not considered 17=878, 2=127,19=460. signed and sealed and the signature must be verified on any electronic copies. J&&s Lsa PE NcL 3,11169 lGTek USA, Ina FL Cent 88U 6904 Parke EW Bhd. Tampa FL 33610 Data: July 30,2020 ®WARI4[NG- Verify design parameters and READ NOTES ON THIS AND INCLUDEO MM REFERENCE PAGE MI47473 rcv.51f92020 BEFORE USE. 0 Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability 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 Raw 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, see AAISIITP11 Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job 2408782 Special a T20882076 Builders First Source, Plant City, FL- 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:04:54 2020 Page 1 ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-Uu7OmfWm8E9r117gs9hg8UirHOAt9hgtDH5AZLysvZd 0 7-8-3 14-10-8 1 -3-1 20-7-13 25-1 8 29-8-7 34-3-6 3% 0 11 39-3-12 39 11 1-0- 7 38 7-2-5 55 4 4 0 4-5-12 4-6-15 4-6-15 0-7- 4-5-1 0-7 Scale=1:78.2 6.00' 13x6 =2 2x4 II 3x4 = 5x6 = 4 5 22 6 23 7 STP = cn 19 N To d ST1.5x8 STP = 17 i0 15 L° GO 14 "' 12 11 3x6 = 2x4 11 3x6 = ST1.5x8 STP = 3x8 = 3x6 = 3x4 = 5x6 = 6x8 = 7-8-3 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 Incr YES Code FBC2017/rP12014 CSI. TC 0.75 BC 0.81 WB 0.58 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Lld -0.22 11-12 >999 360 -0.46 11-12 >611 240 0.05 19 n/a n/a 0.09 2-17 >999 240 PLATES GRIP MT20 244/190 Weight: 231 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. OTHERS 2x8 SP 240OF 2.0E WEBS 1 Row at midpt 3-15, 6-15 REACTIONS. (size) 15=0-7-10, 2=0-7-10, 19=0-6-10 Max Horz 2=-283(LC 10) Max Uplift 15=-687(LC 12), 2=-379(LC 12), 19=399(LC 12) Max Grav 15=1507(LC 1), 2=700(LC 17), 19=806(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=889/596, 3-4=-1721281, 4-5=-65/360, 5-6=65/360, 6-7=-623/648, 7-8=-729/669, 8-9=-11141756,11-18=-404/690,10-18=-404/690 BOT CHORD 2-17=-6351899, 15-17=-636/896, 14-15=-298/404, 12-14=-603/948, 11-12=-824/1172 WEBS 3-17=01337, 3-15=-842/603, 5-15=-398/345, 8-14=-580/447, 8-12=-28/356, 6-15=-822/566, 6-14=-308/636, 9-12=-2631248, 9-11=-1141/852, 10-19=-844/541 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 14-10-8, Exterior(2) 14-10-8 to 20-7-13, Interior(1) 20-7-13 to 25-1-8, Exterior(2) 25-1-8 to 31-1-8, Interjor(1) 31-1-8 to 39-2-0 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 psf bottom chord live load nonconcurrent with any other live loads. This Item has been 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 electronically signed and will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Sealed by Lee, Julius, PE 6) Bearing atjoint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify using a Digital Signature. capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) Printed COp12S Of this 15=687, 2=379,19=399. document are not considered signed and sealed and the signature must be verified on any electronic copies. Afts La PE Na.3M Wtek USA, hla FL Cart 6634 • 6904 Parks EntBlyd Tampa FL 3=0 Die: July 30,2020 o ® WARNING- Ver fydesign parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE NIQ7473 rev. 5119/204D BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �t�� building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M7ek` 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, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type caty Pry T20882077 2408782 B9 Roof Special 1 1 Job Reference (ootional) Builders First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:04:55 2020 Page 1 ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-y4hP_?XOvYHiMSiLQtCvgiF1 foV Wu4GOSxgj6nysvZc -0- 6-9-15 13-2-0 16-3-13 21-6-15 26-1%11 33-2-11 3 -3 39-3-12 39 11 0 -0- 6-9-15 6�-1 3-1-13 5-3-2 5-3-2 6 4-11 1-0-1 5-0-6 01 7 5x6 = 2x4 II 5x6 = 3x4 = 4 20 5 21 226 23 7 Scale = 1:76.7 24 6x8 = STP = m dr 17 Io ST1.5x8 STP = 10 GO 9 LO 13 ` GO 12 11 10 3x6 = 3x4 ST1.5x8 STP = 5x8 = 3x4 = 2x4 I I 3x6 = 6x8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017frP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x8 SP 240OF 2.0E 5.3-2 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.64 Vert(LL) -0.3212-13 >870 360 MT20 244/190 BC 0.85 Vert(CT) -0.57 12-13 >491 240 WB 0.89 Horz(CT) 0.02 17 n/a n/a Matrix-SH Wind(LL) 0.07 2-15 >999 240 Weight: 231 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-13 REACTIONS. (size) 2=0-7-10, 13=0-7-10, 17=0-6-10 Max Horz 2=-230(LC 10) Max Uplift 2=-214(LC 12), 13=-959(LC 12), 17=-292(LC 12) Max Grav 2=448(LC 21). 13=1971(LC 17), 17=677(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-385/129, 4-5=-314/623, 5-6=-313/623, 6-7=-531/427, 7-8=-626/356, 8-9=-903/547 BOT CHORD 2-15=-267/387, 13-15=-3461308, 11-12=-562/918 WEBS 3-15=-466/490, 4-15=-340/615, 4-13=-856/656, 5-13=-252/275, 6-13=-1037/767, 6-12=-400/705, 8-11=373/344, 8-12=-490/424, 9-11=544/894, 9-17=-695/414 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-2-0, Exterior(2) 13-2-0 to 19-2-0, Interior(1) 19-2-0 to 26-10-0, Exterior(2) 26-10-0 to 32-10-0, Interior(1) 32-10-0 to 39-2-0 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 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) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=214, 13=959, 17=292. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE Nix 30Q69 NtTek USA, Inc. FL Cert8634 99at Park@ East Blvd. Tampa FL 33610 Dab: July 30,2020 AWAf KING- Vedy design parameters and READ NOTES ON THIS AND INCLUDED WiEK REFERENCE PAGE MI1-7473 rev. 5)10202111 BEFORE USE. 6 Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent 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, see ANSI1rP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T20882078 2408782 B10 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:04:45 2020 Page 1 ID:GD21 k_OkxBeW 6ovNw51 gSNz78uO-F95dtaP7FT07AvxQgml ZGbglim3fYWJY90PCIMysvZm -0- 5-9-15 11-2-0 16-3-13 22-6-1 28-1%11 34-3-6 3 -2-11 39-11-0 -0 5-9-15 5 4-1 5-1-13 6-2-4 6 4-0 5-5-6 0-11- 4-8-5 3x4 = 5x6 = 2x4 II 3x6 = 4 21 5 22 6 723 24 5x8 = 8 Scale = 1:76.7 25 6x8 = STP = m N M 19 a " I4 ST1.5x8 STP = It 15 14 10 12 11 3x6 = 3x4 = ST1.5x8 STP = 3x4 = 3x6 = 3x4 = 5x6 = 3x6 = 6x8 = 16-3-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.31 11-12 >892 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.63 11-12 >441 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.02 19 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.05 12 >999 240 Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2x8 SP 240OF 2.0E WEBS 1 Row at midpt 7-15, 8-14 REACTIONS. (size) 2=0-7-10, 15=0-7-10, 19=0-6-10 Max Horz 2=-206(LC 10) Max Uplift 2=-232(LC 12), 15=-935(LC 12), 19=-298(LC 12) Max Grav 2=492(LC 17), 15=1858(LC 1), 19=690(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-509/215, 34=-305/129, 4-5=-367/633, 5-7=367/633, 7-8=-312/249, 8-9=-816/459, 11-18=-348/597, 10-18=-348/597 BOT CHORD 2-17=-316/533, 14-15=-40/312, 12-14=-281/671, 11-12=-700/986 WEBS 3-17=-376/438, 4-17=-277/570,4-15=-875/662, 5-15=-330/360, 7-15=-1172/793, 7-14=-203/464, 8-14=-541/372, 8-12=-57/439, 9-12=-382/449, 9-11=-941/746, 10-19=-727/439 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-2-0, Exterior(2) 11-2-0 to 17-2-0, Interior(1) 17-2-0 to 28-10-0, Exterior(2) 28-10-0 to 34-10-0, Interior(1) 34-10-0 to 39-2-0 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 This Item has been 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. electronically signed and 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 sealed by Lee, Julius, PE will fit between the bottom chord and any other members, with BCDL = 10.Opsf. using a Digital Signature. 6) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Printed Copies of this capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) document are not considered 2=232, 15=935,19=298. signed and sealed and the signature must be verified on any electronic copies. JuGw Lm PE Na 3 WTek tMk tare. FL CeTtffiU 6904Pab E&dwv&-r=paFL3=i9 Date: July 30,2020 A N WARNING -Veit design paaametens and READ NOTES ON THIS AND INCLUDED rdRflC REFERENCE PAGE MI.7473 rev. 5119BEFORE USE v Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MTek` 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, see ANS17rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 1311 Roof Special 1 1 T20882079 rat Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:04:46 2020 Page 1 ID:GD21k OkxBeW6ovNw5lgSNz?8uC-jLf?5wQI0nBzn3WdOUYopoNT2AT9H4giO281HoysvZl -0- 4-9-15 9-2-0 16-3-13 23-6-1 30-10-0 34:-6 37-2-11 39-11-0 0 4-9-15 4-0-1 7-1-13 7-2 4 7 4-0 3-5-6 2-11-5 2 8 5 5x8 = 2x4 II 3x6 = 3x4 = 5x8 = 6.00 12 4 22 23 5 6 7 2425 26 8 612 MT20HS = 2x4 20 "6x6321 2 ST1.5x8 STP = 17 16 15 14 1312 11 3x6 = 3x4 = ST1.5x8 STP = 3x4 = 3x6 = 4x6 = 4x63x6 = 6x8 = 7-2-4 iTP = 19 Scale = 1:76.7 M toIo 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 FBC2017/TP12O14 CSI. TC 0.83 BC 0.67 WB 0.52 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft L/d -0.14 2-17 >999 360 -0.30 2-17 >646 240 0.03 19 n/a n/a 0.06 12-14 >999 240 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 208 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOTCHORD Rigid ceiling directly applied or 6-5-8 oc bracing. 10-18: 2x8 SP 240OF 2.0E WEBS 1 Row at midpt 4-15, 7-15, 8-14 REACTIONS. (size) 2=0-7-10,15=0-7-10,19=0-6-10 Max Horz 2=-181(LC 10) Max Uplift 2=-264(LC 12),15=-886(LC 12),19=-315(LC 12) Max Grav 2=514(LC 17),15=1786(LC 1), 19=707(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-556/364, 3-4=-288/144, 4-5=-350/602, 5-7=-350/602, 7-8=-568/402, 8-9=1006/596, 9-10=-252/93,11-18=-502/725, 10-18=-5021725 BOTCHORD 2-17=-397/580,15-17=-58/269,14-15=-206/568,12-14=-403/840,11-12=-810/1099 WEBS 3-17=-361/413, 4-17=-1051397, 4-15=-928/669, 5-15=-420/443, 7-15=-1335/874, 7-14=-86/423, 8-14=-375/292, B-12=-5/361, 9-12=-334/417, 9-11=-1074/898, 10-19=-897/545 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-2-0, Exterior(2) 9-2-0 to 15-2-0, Interior(1) 15-2-0 to 30-10-0, Exterior(2) 30-10-0 to 36-10-0, Interior(1) 36-10-0 to 39-2-0 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 This Item has been 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. electronically Signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Lee, Julius, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed copies of this 7) Bearing atjoint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify document are not considered capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=lb) signed and sealed and the 2=264,15=886,19=315. signature must be verified on any electronic copies. Julius Lee PE No. 34869 lAN7¢k USA, ha FL Cod 6634 6984 Parks East BNtL Tampa FL 3XID Dam: July 30,2020 • ®WARNING-Vgdydesignparmnelersant! READ NOTES ON THIS AND INCLUDED MIiEK REFERENCE PAGE Mll-7473 rev 51192t20 BEFORE USEDesign valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, nota truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of individual Wss web and/or chord members only. Additional temporary and permanent bracingMTek•Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding thefabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 Type T20882080 m g 0 First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:04:56 2020 Page 1 ID:GD21k_OkxBeW6ovNw5lgSNz78uO-QGFnBLYOgrPZ_cHYzaj8DvnAHCgQdbjAhbaHeDysvZb -0 6-9-15 13-2-0 20-1-12 26-10-0 8 6-14 34-1 3 39-11-0 1-0- -0-0 6-9-15 6.4-1 6-11-12 6 8 4 1 e-14 5 6-5 5-9-13 1-0 Scale = 1:71.7 5x8 = 2x4 II 5x6 = 4 23 24 0 25 26 6 2x4 II 2x4 II 5x8 = 2x4 II 3xs II 34-1-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Ildefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.25 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.50 16-17 >933 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.15 13 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.20 17 >999 240 Weight: 247 lb FT = 20% LUMBER- BRAC ING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc puriins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 7-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 13=0-3-8 Max Horz 2=412(LC 11) Max Uplift 2=-777(LC 12). 13=-801(LC 12) Max Grav 2=1564(LC 17), 13=1597(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2745/1809, 3-4=-219911556, 4-5=-2133/1639, 5-6=-2133/1639, 6-7=2271!1731 O N N 7-8=-2258/1575,8-9=-1546/1067 BOT CHORD 2-20=-1537/2585, 19-20=-1537/2585, 17-19=-1070/2061, 16-17=-969/1821, 7-16=-253/350 WEBS 3-20=01280, 3-19=-605/535, 4-19=-191/472, 4-17=-3001497, 5-17=-422/471, 6-17=-342/581, 14-16=-767/1350, 8-16=-347/825, 8-14=-991[723, 9-14=-875/1402, 9-13=-1471/1126, 6-16=-424/610 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-2-0, Extedor(2) 13-2-0 to 21-7-13, Interior(1) 21-7-13 to 26-10-0, Exterior(2) 26-10-0 to 35-3-13, Interior(1) 35-3-13 to 41-0-0 zone; cantilever left and right This item has been exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. Sealed by Lee, Julius, PE 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed Copies Of this will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) document are not considered 2=777,13=801. signed and sealed and the signature must be verified on any electronic copies. JU6=LtePENG.W0 Wrek USA, irc. FL CertM4 6M Palen EAd BIvd.Tampa FL 33610 Data: July 30,2020 ®WARNING-Verifydesijn parametersand READ NOTES ON TFJSAND INCLUDED.MITEK Riff RENCEPAGE MR-7473 rev.51IM= BEFORE USE. 0 Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not. a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( prevent 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, see ANSIllI if Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 Type T20882081 First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:04:57 2020 Page 1 ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-uSp9PhYeQ9XQclskXl EN17KN 1 cCbM3HJwFJgAfysvZa 0- 5-9-15 11-2-0 17 4 9 22-10-14 28-10-0 34-2-12 39-11-0 -0-0 5-9-15 5-4 1 6-2-9 5-6-5 5-11-2 5 4-12 5-4- Scale=1:72.3 5x6 = 5x6 = 3x4 = 5x6 = 4 23 5 2425 6 26 7 27 <4 Q I I 10 0 to N N 15 14 13 1211 2x4 II 5x8 = 2x4 3x6 II 34-2-12 39-3-2 39,11, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.22 17-19 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.46 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.16 12 n1a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Wind(LL) 0.24 17 >999 240 Weight: 236 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc pudins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 7-14: 2x4 SP No.3, 16-18: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-7-6 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 5-19, 6-16 REACTIONS. (size) 2=0-7-10, 12=0-3-8 Max Horz 2=254(LC 11) Max Uplift 2=-781(LC 12). 12=-702(LC 12) Max Grav 2=1545(LC 17), 12=1504(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2724/1847, 3-4=-231311630, 4-5=-2057/1554, 5-6=-2475/1797, 6-7=-1965/1484, 7-8=2242/1573, 8-9=-1498/1031 BOT CHORD 2-20=-1571/2507, 19-20=-1571/2507, 17-19=-1455/2495, 16-17=-1441/2411, 7-16=-404/699 WEBS 3-19=-445/456, 4-19=-405/725, 5-19=-677/462, 6-17=0/276, 6-16=-750/499, 13-16=-863/1359, 8-16=-337/822, 8-13=-101W785, 9-13=-905/1395, 9-12=-1460/1140 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-2-0, Exterior(2) 11-2-0 to 19-7-13, Interior(1) 19-7-13 to 28-10-0, Exterior(2) 28-10-0 to 37-3-13, Interior(1) 37-3-13 to 39-9.4 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 This Item has been 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. electronically Signed and 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 sealed by Lee, Julius, PE will fit between the bottom chord and any other members, with BCDL = 10.Opsf. using a Digital Signature. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) Printed copies of this 2-781 12=702 document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Les PE Na 34869 MirekUSA, Ina FLCett8694 - 6901 Parks East Bkrd. Tampa FL 33610 DO: July 30,2020 0 ®WARNNG- Verdydesign parameters and READ NOTES ON THIS AND INCWDEO MM REFERENCE PAGE MI1-7473 rev. 5/1912t120 BEFORE USE. Design valid for use only with MITekOO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual 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, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 Type T20882082 First Source, Plant City, FL - 32566. 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:04:59 2020 Page 1 ID:GD21 k_OkxBeW6ovNw51 gSNz?BuO-rrxvpNavymn7r3?7flHrrYPhgPsVgtbcNZoxFYysvZY - -0 4-9-15 9-2-0 16-1-14 21-10-8 28-6-14 30-10-0 39-11-0 -0-0 4-9-15 4 4-1 6-11-14 5-8-10 6-8 6 2-3-2 9-1-0 5x6 = 3x4 = a nn F_,)_ 4 21 22 5 23 5x6 = 2x4 II 5x12 = 624 25 7 8 28-6- Scale = 1:72.3 8 J II m 10 IN 1N 14 13 1211 2x4 II 5x8 = 3x4 = 3x6 11 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 [nor YES Code FBC20171-rP12014 CSI. TC 0.77 BC 0.85 WB 0.86 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft L/d -0.28 15-16 >999 360 -0.64 15-16 >732 240 0.20 12 n/a n/a 0.32 15-16 >999 240 PLATES GRIP MT20 244/190 Weight: 226 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 8-10: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.1 `Except' BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. 7-14: 2x4 SP No.3, 11-14: 2x4 SP No.2 WEBS 1 Row at midpt 5A8, 6-15, 8-13, 9-13 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 12=0-3-8 Max Horz 2=211(LC 11) Max Uplift 2=-782(LC 12), 12=-705(LC 12) Max Grav 2=1507(LC 1), 12=1483(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2643/1859, 3-4=-2451/1667, 4-5=-2168/1581, 5-6=-3000/2074, 6-7=-2384/1743, 7-8=-2346/1718, 8-9=-1727/1184, 10-11=469/195 BOT CHORD 2-18=-157512282, 16-18=1760/2911, 15-16=-1817/2963, 7-15=-278/256 WEBS 3-18=-244/364, 4-18=-416/773, 5-18=-975/668, 5-16=0/276, 6-15=-759/475, 13-15=-1092/1980,8-15=-1394/2266,8-13=-1624/1051,9-13=-74211366, 9-12=-1531/1540 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-2-0, Exterior(2) 9-2-0 to 17-7-13, Interior(1) 17-7-13 to 30-10-0, Exterior(2) 30-10-0 to 39-1-6, Interior(1) 39-1-6 to 39-9-4 zone; cantilever left and right This item has been exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 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. sealed by Lee, Julius, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Printed copies of this 2=782, 12=705. document are not considered signed and sealed and the signature must be verified on any electronic copies. J911= La PE ft 3aw WTekUSA,rtc.FLCatWU 6W Psb EastBlyd.T=pn FL 33610 Dft July 30,2020 ® WARNING- Ve lydesign parameters and READ NOTES ON THIS AND INCLUDED rdtiEC REFERENCE PAGE MD-7473 rev. SN92020 BEFORE USE Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MeW 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, see ANS11TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 Type HALF HIP T20882083 rs First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:04:59 2020 Page 1 ID:GD21k_OkxBeW6ovNw5lgSNz78uO-rnropNavymn7r377fiHrrYPhZPuRgvRcNZoxFYysvZY 1-1-0 7-1-0 15-5-11 23-8-10 32-1-6 1-1-0 7-1-0 8-4-11 8-2-15 8-4-12 46 = a nn 5 Scale = 1:56.4 3x4 = 3x6 = 3x4 = 3x8 = 15 4 16 5 6 17 18 7 ST1.5x8 STP = 5x8 = 3x6 = 3x4 = 5x6 = 3x6 I I 3x6 11 15 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 125 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 CSI. TC 0.78 BC 0.72 WB 0.75 Matrix-SH DEFL. in Vert(LL) -0.13 Vert(CT) -0.27 Horz(CT) 0.04 Wind(LL) 0.13 (loc) I/defl Lid 8-9 >999 360 8-9 >999 240 8 n/a n/a 9-10 >999 240 PLATES GRIP MT20 244/190 Weight: 189 lb FT = 20% LUMBER- BRAC ING- 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 except end verticals. WEBS 2x4 SP No.3 `Except* BOT CHORD Rigid ceiling directly applied or 5-4-8 oc bracing. 2-13: 2x6 SP No.2 WEBS 1 Row at midpt 7-8, 4-12, 7-9 REACTIONS. (size) 8=0-3-8, 13=0-6-10 Max Horz 13=336(LC 12) Max Uplift 8=-587(LC 12), 13=-628(LC 12) Max Grav 8=1224(LC 17), 13=1275(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1408/895, 3-4=-1227/906, 4-6=-1762/1198, 6-7=-1372/887, 7-8=-1099/826, 2-13=-1216/958 BOT CHORD 12-13=-520/263, 10-12=-1198/1762, 9-10=-887/1372 WEBS 3-12=0/333, 4-12=-734/371, 4-10=-92/303, 6-10=-394/472, 6-9=-729/690, 7-9=-1052/1631, 2-12=-522/1107 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 6=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2) -1-1-0 to 4-11-0, Interior(1) 4-11-0 to 7-1-0, Exterior(2) 7-1-0 to 15-5-11, Interior(1) 15-5-11 to 31-11-10 zone; cantilever left and right exposed ; end vertical left 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. This item has been 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, with BCDL = I O.Opsf. electronically Signed and 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) sealed by Lee, Julius, PE 8=587,13=628. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE Na 34M NU%k USA, Ino. FL Cert 66M 6904 Parke Eest Bhd Tampa FL 3XID Data: July 30,2020 Am"G-verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII-7473 rev. 3/192020 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and Is for an Individual building component, not . a truss system. Before use, the building designer must verify the applicability 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 Mel( 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, see ANSIITPII Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job (Truss Truss Type IQ ty Ply T20882084 2408782 C5 HALF HIP 1 1 rs First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:05:00 2020 Page' ID:GD21 k_OkxBeW6ovNw51 gSNz78u0-J 1 VI1jbXj4v_TDaJCQo4Nlyv, pGfZNGmcDYUnysvZX 1-1-0 5-1-0 11-10-15 18-7-3 25�-6 32-1-6 1-1-0 5-1-0 6-10-0 6-8-3 6-10-0 N-4 4x6 = 6.00 12 3 3x4 = 4 15 16 Scale =1:56A 3x4 = 3x6 = 3x4 = 3x6 = 17 5 6 7 18 19 8 14 13 12 11 lu s ST1.5x8 STP = 5x8 = 5x6 = 3x4 = 5x6 = 3x6 I I 3x6 11 6- 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 FBC2017/i"P12014 CS1. TC 0.61 BC 0.60 WB 0.64 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl L/d -0.12 11-12 >999 360 -0.24 11-12 >999 240 0.06 9 n/a n/a 0.16 11-12 >999 240 PLATES GRIP MT20 244/190 Weight: 189 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. 2-14: 2x6 SP No.2 WEBS 1 Row at micipt 8-10, 4-13 REACTIONS. (size) 9=0-3-8, 14=0-6-10 Max Horz 14=283(LC 12) Max Uplift 9=578(LC 12), 14=-637(LC 12) Max Grav 9=1173(LC 1), 14=1247(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1261/861, 3-4=-1081/852, 4-5=-1916/1352, 5-7=-1994/1311, 7-8=-1392/895, 8-9=1112/800, 2-14=-1204/976 BOT CHORD 13-14=355/178, 12-13=-1352/1916, 11-12=-1311/1994, 10-11=-895/1392 WEBS 3-13=-47/323, 2-13=-638/1128, 8-1 0=-1 070/1669, 4-13=-1019/609, 7-10=-814/690, 4-12=0/314, 7-11 =-51 gf734, 5-11=-289/361 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-1-0 to 13-6-13, Interior(1) 13-6-13 to 31-11-10 zone; cantilever left and right exposed ; end vertical left 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. This item has been 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. electronically Signed and 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) sealed by Lee, Julius, PE 9=578,14=637. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Air=Lw PE No.31E69 IffckUSA,1= FL Cat6634 MWIllaftEWEllirtill.Tampall11.33610 Cab: July 30,2020 ®WARNING— Verify design parameters and READ NOTES ON THIS AND INCLUDED MM REFERENCE PAGE MB-7473 rev. SH92020 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ppA�;;� MITGI ' prevent 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, see ANS11TPf1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T20882085 2408782 C6 HALF HIP GIRDER 1 1 Job Reference o tional buuaers rust aource, riant guy, rL - JGaoo, � �,,, ID:GD21 k_OkxBeW 6ovNw51 gSNz78uO-FQc2SOcnFh9iiXkiKrgYSA1 Fhdtdl Dh23X1 bstysvzV 1-1-0 8-8-8 145-13 20-3-1 26-0-6 32-1-6 1-1-0 8-8-8 5-9-4 5-9-4 5-9-4 6-1-0 Scale = 1:56.4 NAILED NAILED NAILED NAILED NAILED NAILED NAILED 6.00 12 5x6 = 5x6 = 3x4 = 5x6 = 3x4 = 3x8 = 4x12 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAllPn 3 10 10 vn 4 9`1 99 215 2d A 25 7 26 27 8 28 29 30 9 5A 2 1� 17 U 611 U U U till U Ifl till D& U 011 6t1 U 16 31 15 32 ST1.5x8 STP = 7xl0 = 3x6 II NAILED NAILED 3-1-0 33 34 14 35 36 3713 38 39 12 40 41 11 42 43 10 NAILED 8x10 = NAILED 3x4 = NAILED 7x10 = NAILED 6x8 = NAILED NAILED 3x6 II NAILED NAILED NAILED NAILED NAILED NAILED NAILED 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 NO Code FBC2017frP12014 CS1. TC 0.59 BC 0.88 WB 0.91 MatrixSH DEFL, Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Lid -0.25 12-13 >999 360 -0.48 12-13 >795 240 0.10 10 n/a n/a 0.38 12-13 >999 240 PLATES GRIP MT20 244/190 Weight: 235 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins, 1-3: 2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-7-5 oc bracing. 12-14: 2x6 SP M 26 WEBS 1 Row at midpt 9-11, 4-15, 5-14 WEBS 2x4 SP No.3 *Except* 9-10,2-16: 2x6 SP No.2, 9-11,4-15,8-12,5-14,7-13: 2x4 SP No.2 REACTIONS. (size) 10=0-3-8, 16=0-6-10 Max Harz 16=221(LC 8) Max Uplift 10=-1334(LC 8), 16=-1453(LC 8) Max Grav 10=2540(LC 29), 16=2661(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2217/1184, 3-4=1958/1089, 4-5=-4776/2555, 5-7=-5962/3155, 7-8=-5609/2955, 8-9=-3687/1938, 9-10=-2409/1361, 2-16=-2600/1394 BOT CHORD 14-15=-2555/4776, 13-14=-3155/5962, 12-13=-2955/5609, 11-12=-1938/3687 WEBS 3-15=-194/574, 2-15=-1169/2414, 9-11=-2201/4190, 4-15=-3320/1717, 8-11=-1858/1282, 4-14=-216/1006, 8-12=-1190/2247, 5-14=1406/701, 7-12=-871/734, 5-13=0/315, 7-13=-245/413 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 This item has been plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. electronically Signed and 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Lee, Julius, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed copies of this 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) document are not Considered 10=1334, 16=1453. 7) "NAILED" indicates 3-1 Old (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. Signed and Sealed and the 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signature must be Verified LOAD CASE(S) Standard on any electronic copies. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 JulfusLes PEKim 34869 Uniform Loads (plf) wrokusA,trim FLcart Gm Vert: 1-2=-54, 2-3=-54, 3-9=-54, 10-16=-20 6904 parka East MY& Tampa FL33610 Dab: July 30,2020 ®wARtd84G - Verdydesfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE.MU-7473 rev. 5119i202D BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent 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, see ANSLTP11 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job 2408782 HALF HIP GIRDER T20882085 Builders First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MITek Industries, Inc. Thu Jul 30 10:05:02 2020 Page ID:GD21 k_OkxBeW6ovNw51 gSNz?8uC-FQc2SOcnFh9iiXkiKrgYSA1 Fhdtdl Dh23X1 bstysvZV LOAD CASE(S) Standard Concentrated Loads (lb) Vert: ll=59(B) 8=-111(B) 12=-59(B) 7=-111(B) 17=-18(B) 18=-111(B) 19=-111(B) 20=-111(B) 21=-111(B) 22=-111(B) 23=-111(B) 24=-111(B) 25=-111(B) 26=-111(B)27=-111(B)28=-111(B)30=-111(B) 31=-174(B)32=-59(B)33=-59(B)34=-59(B)35=59(B)36=-59(B)37=-59(B)38=-59(B) 39=-59(B)40=-59(B) 41=-59(B) 42=-59(B) 43=-59(B) ,&";.ING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MQEK REFERENCE PAGE MR-7473 rev. 5/19r2020 BEFORE USE. 0 Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Indlvidual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent 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, see ANSI1rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job sTruss Type City PIYT20882086 2408782 Ic'Juls Comer Jack 2 1 Job Reference (optional) an 4 n.n C•nQ anon D2nn 1 Builders First Source, Plant City, FL- 32566, o.tffu a roar U <u Fn , ---- ID:GD21k OkxBeW6ovNw5lgSNz?8uO-jcAQfkdPO?HZKgJuuYLn?OaYuOQXmu4CIBmBOJysvZU 1-0-0 1-0-0 1-0-0 1-0-0 2x4 = ST1.5x8 STP = 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 ;/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Wind(LL) 0.00 2 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=66(LC 12) Max Uplift 3=-8(LC 1), 2=-139(LC 12) Max Grav 3=23(LC 12), 2=128(LC 17), 4=18(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. V 6 a Scale = 1:7.2 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at --lb) 2=139. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MITek USA, Inc. FL Cart 6634 6904 Padu East Blvd. Tampa FL 33810 Date: July 30,2020 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 -- _ 2408782 CJ3 Comer Jack- 2 1 1 1 T20882087 Builders First Source, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:06:03 2020 Page ID:GD21k_OkxBeW6ovNw5lgSNzTBuOjcAQfkdPOTHZKgJuuYLn70aX20PTmu4CIBm8OJysvZU 1-0-0 3-0-0 1-0-0 3-0-0 2x4 = ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 2-4 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Wind(LL) 0.00 2 "'. 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=118(LC 12) Max Uplift 3=-56(LC 12), 2=146(LC 12) Max Grav 3=72(LC 17), 2=191(LC 17), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:12.2 PLATES GRIP MT20 2441190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except et=lb) 2=146. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MiTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Data: July 30,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MII-7473 rev. 0912020 BEFORE USE; Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buckling Individual truss web and/or members only. Additional temporary and permanent bracing MiTek" building design. Bracing Indicated is to prevent of chord 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; see ANS11TPl1 Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job 2408782 ID1 Supported Gable T20882088 Builders First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:05:04 2020 Page' ID:GD21 k_0kxBeW6ovNw51 gSNz?8u0-Bpkot4el nlPQxqu4RGtOXb6jVQmwVKwLXrWiwlysvZT 1-0-0 9-10-0 i 19-8-0 20-8-0 1-0-0 9-10-0 9-10-0 1-0-0 I Scale = 1:36.0 4x6 = 3x4 = 23 22 21 20 19 18 17 16 15 14 3x4 = 3x6 = I00 19-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 13 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 13 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-SH Weight: 99 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-8-0. (lb) - Max Harz 2=235(LC 11) Max Uplift All uplift 100 lb or less atjoint(s) 20, 21, 23, 17, 16, 14 except 2=-101(LC 12), 22=-104(LC 12),, 15=-104(LC 12),12=-101(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 2, 19, 20, 21, 22, 23, 17, 16, 15, 14,12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-100/283, 6-7=102/367, 7-8=-102/373, 8-9=71/288 WEBS 6-20=-145/300, 5-21=132/299, 4-22=-137/294, 3-23=-130/270, 8-17=143/300, 9-16=-132/299, 10A5=-136/294, 11-14=-128/270 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=60ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -1-0-0 to 5-0-0, Extedor(2) 5-0-0 to 9-10-0, Corner(3) 9-10-0 to 15-10-0, Exterior(2) 15-10-0 to 20-8-0 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. This item has been 6) Gable studs spaced at 2-0-0 Do. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 8) . 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 sealed by Lee, Julius, PE will fit between the bottom chord and any other members. using a Digital Signature. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 23, 17, 16, Printed copies of this 14 except (jt=lb) 2=101, 22=104, 15=104,12=101. document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Leo PE No.34869 MiTek USA, Inc. FL Cork 6634 • 6904 Parke East Blvd. Tampa FL 33610 Data: July 30,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE.° Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability 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` 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, see ANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab ITruss ITruss Type Iuty IPIy T20882089 2408782 Builders First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:05:05 2020 Page 1 ID:GD21 k—OkxBeW6ovNw51 gSNz?8uC-f?IB4QfgYcYHZ—TG?zOF4pflFquYE19VIVFFSCysvZS -1-0-0 6-2-4 8-1-8 8-9-5 9-10-0 10-10-11 1-6-8 135-12 1943-0 20-8-0 1-0-0 6-2� 1-11A -7-13 1-0-11 1-0-11 7-13 1-11� 6-2-0 Scale=1:35.7 3x6 = 3x8 = 5 3x8 = 4 6 6.00 12 2x4 I 2x4 II 3 7 oi 14 15 1. 41. 13 16 2 1 g i e it e 12 11 10 e e ST1.5x8 STP = 2x4 I I 3x8 MT20HS = 2x4 I I ST1.5x8 STP = 4x6 = 4x6 = 6-2-4 13-5-12 19-8-0 6-2-4 7-3-8 6-2-4 Plate Offsets (X Y)— [5:0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.42 10-12 >548 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.64 10-12 >357 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) -0.28 8-10 >819 240 Weight: 78 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 'Except' 8-11: 2x4 SP No.1 WEBS 2x4 SP No.2 REACTIONS. (size) 2=0-7-10, 8=0-7-10 Max Horz 2=235(LC 11) Max Uplift 2=-388(LC 12), 8=-388(LC 12) Max Grav 2=1052(LC 18), 8=1052(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1638/591, 3-4=-1278/636, 4-5=-447/1087, 5-6=449A092, 6-7=-12761634, 7-8=1 631/589 BOT CHORD 2-12=-336/1376, 10-12=-336/1376, 8-10=-336/1376 WEBS 4-6=-2494/1181, 7-10=0/537, 3-12=0/546 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-10-0, Exterior(2) 9-10-0 to 15-10-0, Interior(1) 15-10-0 to 20-8-0 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-6 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 2=388, 8=388. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 30,2020 ,&WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MiTek@ connectors, This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability 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 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, see ANSLITP11 Quality criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 Builders First Source, Plant City, FL - 32566, 1711181713 T20882090 11A -1-0-0 5-1-15 9-10-0 12-7-2 1-0-0 5-1-15 4-8-1 2-9-2 5x6 = ST1.5x8 STP = 6 3x4 = 3x4 = 6x8 = Scale = 1:34A 5-1-15 , 12-7-2 5-1-15 753 Plate Offsets KY)— [2:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.08 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.16 6-7 >892 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH Wind(LL) 0.03 2-7 >999 240 Weight: 68 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-13 oc bracing. REACTIONS. (size) 2=0-7-10, 6=0-5-8 Max Horz 2=233(LC 12) Max Uplift 2=-287(LC 12), 6=238(LC 12) Max Grav 2=542(LC 17), 6=446(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-694/428, 3-4=-737/657 BOT CHORD 2-7=559/649 WEBS 3-7=-328/459, 4-7=-537/661, 4-6=-400/413 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2) -1-0-0 to 5-1-15, Interior(1) 5-1-15 to 9-10-0, Exterior(2) 9-10-0 to 12-5-6 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 100 lb uplift at joint(s) except at --lb) This item has been 2=287, 6=238. electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 NTsk USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 30,2020 ®WARNING -Verily design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/260 BEFORE USE. " Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability 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 MOW 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job 2408782 T20882091 Hip Builders First t City, FL - 32566, 8.240 s Mar 9 2020 MITek Industries, Inc. Thu Jul 30 10:05:07 2020 Page 1 ID:GD21k OkxBeW6ovNw5lgSNz?8uO-cOQxV6gw4Do?pldf7OQj9Ek7lefaiiloDpkMX4ysvZQ 1-0-0 6-9-10 9-10-8 12-5-2 6-9-10 3-0-14 2-6-10 ST1.5x8 STP = 9 3x6 = 3xs II 46 = 2x4 II 10 Scale = 1:34.5 6-9-10 3-0-14 ' 2-6-10 Plate Offsets (X Y)-- (2.0-6-0 0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.05 2-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.11 2-9 >666 240 BCLL 0.0 Rep Stress ]nor YES WB 0.05 Horz(CT) -0.01 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.06 2-9 >999 240 Weight: 61 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 `Except` except end verticals. 3-9: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-M oc bracing: 6-7. REACTIONS. (size) 2=0-7-10, 9=0-3-8, 10=0-3-8 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL Max Harz 2=305(LC 12) LOADS IMPOSED BY SUPPORTS (BEARINGS). Max Uplift 2=-89(LC 12), 9=-358(LC 12), 10=-71(LC 12) Max Grav 2=269(LC 1), 9=614(LC 17), 10=158(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-352/151 BOT CHORD 8-9=-536/650, 3-8=-482/655 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Intedor(1) 5-0-0 to 9-10-8, Exterior(2) 9-10-8 to 12-3-6 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) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify This Item has been capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10 except electronically signed and (jt=lb) 9=358. sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 MiTek USA, Inc FL Cart 6634 6604 Parke East Blvd. Tampa FL 33610 Date•. July 30,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1912020 BEFORE USE. " Design valid for use only with MITek@ connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to buckling of Individual truss 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, delivery, erection and bracing of trusses and truss systems, see ANS11FPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 Type T20882092 Plant City, FL - 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:05:07 2020 Page 1 ID:GD21 k_OkxBeW6ovNw5lgSNz78u0-cOQxV6gw4Do7pldf7OQj9EkEueo_113oDpkMX4ysvZQ 1.0.0 2-0-0 1-0-0 2-0-0 Scale = 1:9.7 2x4 = ST1.5x8 STP = 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(LL) 0.00 2 "" 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=92(LC 12) Max Uplift 3=-34(LC 9), 2=-122(LC 12) Max Grav 3=49(LC 17), 2=149(LC 17), 4=38(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 8 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except (jt=lb) 2=122. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MiTek USA, Inc. FL Cart $634 6604 Parke East Blvd. Tampa FL 33610 Date: July 30,2020 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev, 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability 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 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, see ANSUTPII Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:05:08 2020 Page 1 ID:GD21 k_OkxBeW6ovNw51 gSNz?8u0-4a_J iShYrXwsQSBrg5xyiRHH 114kR9JxRTUv3XysvZP 1-0-0 5-0-0 1_0-0 } 5-0-0 3x4 = ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.03 2-4 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.00 2 "" 240 LU MBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Harz 2=172(LC 12) Max Uplift 3=-126(LC 12). 2=-157(LC 12) Max Grav 3=147(LC 17). 2=261(LC 17), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.2 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural woad sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at —lb) 3=126, 2=157. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 MITok USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 30,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Is buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` building design. Bracing indicated to 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, see ANS11TI li Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 T20882094 12408782 EJ6 Monopitch 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:05:08 2020 Page 1 I0:GD21 k_OkxBeW6ovNw51 gSNz18uO-4a_JiShYrXwsQSBrg5xyiRHDa1 OiR9JxRTUv3XysvZP -1-0-0 6-9-10 1-0 6-9-10 2x4 I I Scale = 1:25.7 3 ST1.5x8 STP = 4 3x4 = 2x4 II 6-9-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.10 2-4 >786 360 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.19 2-4 >393 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-P Wind(LL) 0.00 2 "" 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 4=0-3.8, 2=0-7-10 Max Harz 2=218(LC 12) Max Uplift 4=-149(LC 12), 2=-171(LC 12) Max Grav 4=271(LC 17), 2=325(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-207/380 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-7-14 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at —lb) 4=149, 2=171. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lae PE No. U868 MiTek USA, Inc. FL Cori 6634 6904 Parks East Blvd. Tampa FL 33610 Data: July 30,2020 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MD'EK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability 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 MOWis 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, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab 2408782 Builders First Source, Plant City, FL - 32566. 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:05:09 2020 Page 1 ID:GD21 k_okxBeW6ovNw51 gSNz78uO-YmXhwoiAcr2j2bm2EpSBEfgPQRJOAcZ4g7DTbzysvZO 1-0-0 7-2-0 1-0-0 7-2-0 I 3x6 = ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.09 2-4 >912 360 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.20 2-4 >406 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.15 2-4 >525 240 LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=230(LC 12) Max Uplift 3=-170(LC 12). 2=175(LC 12) Max Gram 3=206(LC 17), 2=342(LC 17), 4=124(LC 3) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:25.4 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-M to 7-1-4 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 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=170, 2=175. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 MITek USA, Inc. FL Celt 6634 6904 Padre EastBlvd. Tampa FL 33810 Date: July 30,2020 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev, SM9/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability 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' 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, see ANSIIFPlf Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ITruss ITruss Type IQIy IPIy T20882096 2408782 First Source, Plant City, FL - 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:05:10 2020 Page 1 ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-Oz5477ioN8AagILEoWzQnsMZurfSv3oEvnzOBPysvZN -1-0-0 7-0-0 7-2-0 1-0-0 7-0-0 01 3x4 i 3x4 i ST1.5x8 STP = 5 4x6 = Scale = 1:26.6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.09 2-5 >911 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.20 2-5 >405 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.16 2-5 >516 240 Weight: 26lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 *Except* 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 2=0-7-10, 5=Mechanical Max Horz 2=223(LC 12) Max Uplift 4=-167(LC 12), 2=-181(LC 12) Max Grav 4=207(LC 17), 2=345(LC 17), 5=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 13=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 7-2-0 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 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 4=167, 2=181. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34809 M1Tak USA, Inc. FL Can 6834 6904 Parks East Blvd. Tampa FL 33610 Date: July 30,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTea connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss 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, delivery, erection and bracing of trusses and truss systems, see ANSI117P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ITruss ITruss Type IQty IHly T20882097 2408782 Builders First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:05:10 2020 Page 1 ID:GD21 k_OkxBeW6ovNw51 gSNz78uO-Oz5477ioN8AagILEoWzQnsMagrhZv22EvnzOSPysvZN 1-0-0 6-0-0 1-0-0 6-0-0 1-2-0 4x6 = ST1.5x8 STP = Zx4 11 5 3x6 = Scale = 1:23.4 6-0-0 7-2-0 r 6-0-0 Plate Offsets (X Y)— [2.0-6-0 0-0-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.10 2-6 >783 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.23 2-6 >360 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.07 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.24 2-6 >343 240 Weight: 28 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-7-10, 5=Mechanical Max Horz 2=201(LC 12) Max Uplift 4=-13(LC 8), 2=-189(LC 12), 5=-143(LC 12) Max Grav 4=59(LC 22), 2=345(LC 17), 5=227(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-179/379 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-0-0, Exterior(2) 6-0-0 to 7-1-4 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) This Item has been 2=189, 5=143. electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lae PE No.34869 MiTek USA, Inc. FL Cart$634 6904 Park@ East Blvd. Tampa FL 33610 Data: July 30,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 5/19/2020 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall is buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° building design. Bracing indicated to 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, see ANSL Pl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type 2408782 JEJ73 IHalf Hip Supported T20882098 Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MITek Industries, Inc. Thu Jul 30 10:05:11 2020 Page 1 ID: GD21 k_OkxBeW6ovNw51 gSNz?8uO-U9fSLTjQ7SIQHvwQMEVfK4vtBF8xeUmN8RiagrysvZM 1-0-0 4-0-0 7-2-0 1-0-0 4-M 3-2-0 Scale = 1:16.4 3x6 = 2x4 II 2x4 II 3x6 = 2x4 II 2x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 7-2-0. (lb) - Max Horz 2=147(LC 12) Max Uplift All uplift 100 lb or less at joints) 7, 2, 8 except 9=-129(LC 12) Max Grav All reactions 250 lb or less at joint(s) 7, 2, 8 except 9=259(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-9=-187/491 Structural wood sheathing directly applied or 6-0-0 oc purlins, 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live'load nonconcurrent with any other live loads. 8) • 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 7, 2, 8 except Qt=lb) 9=129. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lae PE No.34869 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 30,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability 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` 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, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 Type Girder T20882099 Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:05:12 2020 Page ID:GD21 k_OkxBeW6ovNw5I gSNz?8uO-yLDgYpk3umQHv3VdvxOusHS_Mf0?Ny?XM4S7ClysvZL 1-0-0 5-0-0 7-2-0 1-07 5-0-0 2-2-0 Special 46 = ST1.5x8 STP 3x4 = Special LOADING (psfl SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.16 2-6 >501 360 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.32 2-6 >256 240 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) 0.14 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 MatrixSH Wind(LL) 0.26 2-6 >310 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x4 SP M 31 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-7-10, 5=Mechanical Max Horz 2=174(LC 8) Max Uplift 4=-80(LC 5), 2=-243(LC 8), 5=-148(LC 8) Max Grav 4=128(LC 18), 2=415(LC 29), 5=289(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-239/280 Scale = 1:22.0 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 2=243, 5=148. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 328 lb down and 336 lb up at 5-0-0 on top chord, and 112 lb down at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 3=-136(F) 6=-69(F) This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34889 MiTek USA, Inc. FL Cert 8634 6904 Parks East Blvd. Tampa FL 33610 Date: July 30,2020 ®WARNING - Verify designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19f2020 BEFORE USE. " Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMPH Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 Type T20882100 City, FL - 32566, 8.240 s Mar 9 2020 MITek Industries, Inc. Thu Jul 30 10:05:12 2020 Page ' ID:GD21 k_OkxBeW6ovNw5lgSNz?8uO-yLDgYpk3umQHv3VdvxOusHStKfNCNzIXM4S7CIysvZL 1-0-0 2-7-10 7-2-0 1-0-0 2-7-10 4-6-6 !7 46 = 2x4 II ST1.5x8 STP = 2-7-10 7-2-0 2-7-10 4-6-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.08 3 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.15 3 >542 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.12 5 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-R Wind(LL) 0.19 3 >420 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 *Except* 2-6: 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 2=0-7-10, 5=Mechanical Max Harz 2=230(LC 12) Max Uplift 4=-115(LC 12), 2=176(LC 12), 5=-46(LC 12) Max Grav 4=141(LC 17), 2=340(LC 17), 5=148(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:25A m m A 0 A PLATES GRIP MT20 244/190 Weight: 31 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 6=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Intedor(1) 5-0-0 to 7-1-4 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 psf bottom chord live load nonconcurrent With any other live loads. 3) « This truss has been designed for a jive 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 100 lb uplift at joint(s) 5 except Qt=1b) 4=115, 2=176. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34889 Mj rek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 30,2020 ®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 0912020 BEFORE USE. ��" Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing Welk' 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, see ANSUTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety /nformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job 2408782 Builders First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:05:13 2020 Page 1 ID:GD21 k_OkxBeW6ovNw51 gSNz?8u0-QXnC191hf3Y8XD4pTfX7PV_Ak2i46QYgbkBgkkysvZK 1-0-0 5-5-4 7-2-0 r 1-0 00 5-5.4 1-8-12 I ST1.5x8 STP = 2x4 11 4x6 = 3x6 11 Scale = 1:26.8 5-5-4 5-5-4 _ 7-2-0 1-8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.05 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.08 7 >963 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.07 5 n/a n/a BCDL 10.0 Cade FBC2017rTP12014 MatrixSH Wind(LL) 0.11 7 >744 240 Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-7-10, 5=Mechanical Max Horz 2=227(LC 12) Max Uplift 4=-91(LC 12), 2=-175(LC 12), 5=68(LC 12) Max Grav 4=143(LC 17), 2=338(LC 17), 5=144(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 5-3-8, Interior(1) 5-3-8 to 7-0-4 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) All plates are MT20 plates unless otherwise indicated. 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 100 lb uplift at joint(s) 4, 5 except at--Ib) 2=175. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MiTek USA, Ina FL Cart 6634 6904 Parke East BNd Tampa FL 33610 Data: July 30,2020 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 511912020 BEFORE USE. " Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to buckling of individual truss 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, delivery, erection and bracing of trusses and truss systems, see ANS11TPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 Type T20882102 Builders First Source, Plant City, FL - I 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:05:14 2020 Page 1 ID:GD21 k—OkxBeW6ovNw51gSNz?8uO-ukLazVIJQNg?8Nf?1 M2MxiXJMS5IrtopgOxEHAysvZJ 1-0-0 1 5-5-4 11-8-12 ST1.5x8 STP = 5x6 5-5-4 7-2' 5-5-4 1-8-12 Plate Offsets (X Y)— f2:0-8-11 0-0-11] (3:0-10-9 0-2-15] 13.4-2-7 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.13 3 >638 360 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.20 3 >409 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.17 5 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH Wind(LL) 0.30 3 >268 240 LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP No.2 REACTIONS. (size) 4=Mechanical, 2=0-7-10, 5=Mechanical Max Horz 2=229(LC 12) Max Uplift 4=-95(LC 12), 2=201(LC 12), 5=77(1_C 12) Max Grav 4=118(LC 17), 2=287(LC 17), 5=153(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:24.8 PLATES GRIP MT20 244/190 Weight: 35 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 7-1-4 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 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 100 lb uplift at joint(s) 4, 5 except (]t=1b) 2=201. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 Mick USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 30,2020 ®WARNING -Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. SM912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability 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 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, see ANS11TPl1 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T20882103 2408782 EJ78 Jack -Open Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:05:14 2020 Page 1 I0:GD21 k_OkxBeW6ovNw51 gSNz?8uO-u kLazVIJQNg?8Nf? 1 M2MxiXDmS4?rtlpgOxEHAysvZJ 1-0-0 6-0-0 7-2-0 1-0-0 6-0-0 1-2-0 Special Scale = 1:23.7 46 = I ST1.5xB STP = 7-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.20 3 >414 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.31 3 >260 240 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(CT) -0.19 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.33 3 >244 240 Weight: 33lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 2-3: 2x6 SP No.2 2x4 SP No.3 WEBS REACTIONS. (size) 5=Mechanical, 2=0-7-10, 6=Mechanical Max Horz 2=200(LC 8) Max Uplift 5=-53(LC 8), 2=-215(LC 8), 6=-107(LC 8) Max Grav 5=78(LC 29), 2=296(LC 29). 6=190(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 cc purling. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 5 except Qt=lb) 2=215, 6=107. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 178 lb down and 102 lb up at 6-0-0 on top chord, and 20 lb down at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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, 4-5=-54, 3-6=-20 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Loa PE No.34669 MiTek USA, Inc. FL Cert 6634 6964 Parke East Blvd. Tampa FL 33610 Date: July 30,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ITruss ITruss Type IQty Ply T20682104 2408782 Source, Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:05:15 2020 Page ID:GD21 k_OkxBeW6ovNw5l gSNz?8uO-NwvzArmxBhosm WEBb3ZbUw4SBsISaJnz22gnpdysvZl 1-0-D 4-11-0 9-10-0 10-10-0 1-0-0 4-11-0 4-11-0 1-OA 46 = cx4 i ST1.5x8 STP ST1.5x8 STP = = 3x6 = 3x8 II Scale=1:22.7 R 4-11-0 ' 4-2-10 0-8-6 Plate Offsets (X Y)- [2.0 6 0 0 0 6] [4.0 7-4 0-0-21 [4.0-0-8 1-0-51 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.01 4-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.03 4-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH Wind(LL) 0.02 4-6 >999 240 Weight: 40 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x6 SP No.2 REACTIONS. (size) 2=0-7-10, 4=0-7-10 Max Harz 2=128(LC 11) Max Uplift 2=-259(LC 12), 4=-259(LC 12) Max Grav 2=411(LC 1), 4=411(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-448/389, 3-4=-448/389 BOT CHORD 2-6=-173/359, 4-6=173/359 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(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) 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 100 lb uplift atjoint(s) except Gt=lb) 2=259, 4=259. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lao PE No.34869 MTsk USA, Inc. FL Cart 0634 6804 Parks East Blvd. Tampa FL 33610 Dats: July 30,2020 ,&WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 511SQ020 BEFORE USE. " Design valid for use only with MITekOO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability, of design parameters and properly Incorporate this design into the overall indicated is buckling Individual truss web chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing to prevent of and/or 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, see ANS117P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job 2408782 Supported Gable T20882105 Builders First Source, Plant I LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 d.z4u s Mar s zuzu mi I eK inaustries, Inc. i nu uui su i u:uo:ie zuzu rage ID:GD21 k_OkxBeW6ovNw5lgSNz78uO-r6TLOBnZy_wjOgpO8n4gl7clUGrRJID6HiQKL3ysvZH 4-11-0 4-11-0 11-" 46 = Scale = 1:21.9 3x4 = 2x4 Ilu 2x4 II 2x4 II 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 CSI. DEFL. in (loc) I/defl L/d TC 0.19 Vert(LL) 0.00 6 n/r 120 BC 0.08 Vert(CT) 0.00 7 n/r 120 WB 0.13 Horz(CT) 0.00 6 n/a n/a Matrix-SH PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-10-0. (lb) - Max Horz 2=-128(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-139(LC 12), 6=-139(LC 12), 10=122(LC 12), 8=-122(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 2, 6, 9 except 10=255(LC 17). 8=254(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 34=-67/251, 4-5=-66/250 I¢ 0 WEBS 3-10=-189/448, 5-8=-188/448 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIIrPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-M oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This item has been 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. electronically Signed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 2, 139 lb uplift at sealed by Lee, Julius, PE joint 6, 122 lb uplift at joint 10 and 122 ib uplift at joint 8. using a Digital Signature. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 6. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 MTak USA, Inc. FL Cart 6634 • 6904 Parke East BNd. Tampa FL 33810 Data: July 30,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ��° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability 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` 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, see ANS11TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 1-5-0 3x4 = 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:05:16 2020 Page ID:GD21k—OkxBeW6ovNw5lgSNz?8uO-r6TLOBnZy wjOgpO8n4gI7cfdGsnJn16HiQKL3ysvZH 2-8-7 2-8-1 Plate Offsets (X Y)— 12:0-1-9 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.00 2-4 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Wind(LL) 0.00 2 "" 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-10-1, 4=Mechanical Max Horz 2=89(LC 12) Max Uplift 3=-29(LC 9), 2=-209(LC 12) Max Grav 3=37(LC 17), 2=215(LC 1), 4=46(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.5 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 3 and 209 lb uplift at joint 2. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 MiTek USA, Inc. FL Cart 6634 6904 Parks East Blvd Tampa FL 33810 Date: July 30,2020 ®WARNING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must vedfy the applicability 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' 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, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job 2408782 IHJ5 T20882107 Hip Girder First Plant City, FL - 32566, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 3010:05:17 2020 Page 1 ID:GD21 k_OkxBeW6ovNw5lgSNz?8uC-JJOjbXoBjl2a?gNaiUb3ZL9pZg5K2EXGWM9utVysvZG 15-0 6-11-6 i S-0 6-11-6 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.08 2-4 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.16 2-4 >483 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) -0.08 2-4 >958 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-10-7, 4=Mechanical Max Horz 2=169(LC 8) Max Uplift 3=-145(LC 8), 2=263(LC 8) Max Grav 3=172(LC 28), 2=313(LC 1). 4=117(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:16.9 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5:0psf; h=15ft; 13=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 20.0psf an 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 145 lb uplift at joint 3 and 263 lb uplift at joint 2. 6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 5=44(F=22, B=22) This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Les PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 30,2020 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE, ' Design valid for use only with MiTekOO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2408782 Builders 2x4 2-8-0 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Jul 30 10:05:18 2020 Page 1 ID:GD21 k_OkxBeW6ovNw5lgSNz78uO-nVa5ptppUcARdymGC716Yi5a3W9ngnPIOvRQyysvZF 2x4 11 3 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 We n/a BCDL 10.0 Code FBC2017/TP12014 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. (size) 1=3-3-2, 4=3-3-2 Max Harz 1=56(LC 12) Max Uplift 1=-33(LC 12), 4=-56(LC 12) Max Grav 1=99(LC 17), 4=101(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 2441190 Weight: 10 lb FT = 20% Structural wood sheathing directly applied or 3-3-10 oc purlins, 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 1 and 56 lb uplift at joint 4. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 30,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability 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* 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, see ANS11TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety /nfarmatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1/leg - -I- For 4 x 2 orientation, locate plates 0- 'hc' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 X 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to.Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 I.7 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved �m W1 9 M!Tek a MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIIrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIrrPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.