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---- - ----- ---- ---- CAUTION!!! 79.4" — — - --- DO NOT ATTEMPT TO ERECT I Zb W m 3 = MEN III i1- NINE b vl / v �/ v� vy '4 - v LVOtr V02 v _ V/ -- \i \V V/ QD N VO4 Vas vf 2' 0" 2' 0" 2' 0' z• D^ T D^ r o" z• o" T D" 2' 0" TO* TO' 2 0 2' 0" TOP 2' 0" 2' O" TO" T O" 2' 0" 2' 0" T O' T O" 2' 0' 2' 0' 2' 0" 2' D" T O" T 0" T O" E' 0" T O" T 0" 2' W 2' 0" 2' 0" 2-W TO' T. V10 I N n V CD T I_ VOB Iv Iv T T T I T _ _V06 12 6v X S LCq ❑ NOT APPROVED Checking is only for confo mance with the design IA gFephf_ihe_Proltc and compliance with the_ _ t669f I ik fyolion given in the Contract Documents. .. • .. t �,,is responsible for dimensions to be { N $nd correlated at the job site; for Ftet pertains solely to the fabrication Hatch Legend Q ess3s Ca techniques of construction; and RAKE BEAM BY BUILDER; '• ordinatto f3he work of all trades. �\\ � � __ Be flrnark Engineering 3/12 VALUT CLG c * . \ S �0 : Q.; ,, SIpN�r,.• 'Lr,uu, rrr,ft taumovnl aaxxwExaxca xavenxxsremuccxraxmmxE asceac IMPORTANT W DV�RE C<lEEE0.rE acwurtvuxaooarn This DonwinB Moat Approved And mmwenauam vaxoxn•omu¢araEmxrao Fa ill RetuFatl BeforeFabricationCl xxiumxrvaxeax ceuoxm sxxarmevemrwe cxowwaloao ok Damn. Cheek All xaxcaxduxxmrvmxurc onnxlxa wAw ionsYour And Condition Dimensions And Contlitlons Prior To Approval Of Plan. ROOF LOADING FLOOR LOADING SIGNATURE BELOW INDICATES ALL TCLL: 20 PSF TCLL: NIA POP NOTES AND DIMENSIONS HAVE TCDL: 10 PSF TOOL: NIA PSF BEEN ACCEPTED. SCDL: 10 PSF 13COL: NIA PSF TOTAL: 40 PSF TOTAL: NIA PSF DURATION: 125- -- DURATION: WA ey Dale_ ALL PERMANENT BRACING MUST BED IN PLACE PRIOR TO LOADING TRUSSES. 01 SHEATHING,! SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS OF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. BackcWARNING Regan fear, VRII Not Be out Prior j Rog cafflo a of Fault witrnerWiit Prim NO Hours By Customeron By 48 Hours And In it stiaatlon By B NOEX EPTIONS. NO EXCEPTIONS. Par ronmt Sondra. And Calling And j Roof Dlaphonm Connections. ROOF PITCH: 0112 CEILING PTI 3112 TOP CHORD SITE: 2 X 4 j BOTTOM CHORD SU:E: 2 X 4 OVERKANOLENGTH: 1S" { END CUT: SQUARE CANTILEVER: NIA i TRUSS SPACING: 24" BUILDING CODE: FOC2017 RICHARD JEMISCIN LOT I BLOCK: WA SUBDNMMN: NIA - CITY: I FORT PIERCE DRAWN BY: I Gabriel S. 4108 Airport Road Plant City, FL 33567 Phone (813) 3061300 Fax (913) 3054301 ��I®f•IVI�I�l�ldll I®I�I,x� I J/ V02 " _ - ✓ i J/ J/ �V fQ %IY V/ ' N V051 41 I ._ _ 2' 0^_, 2' 0' _ 2 0" 2' 0" „ z 0"_ TO" TO' 70' TO' 2' 0". TO" 2' 0" I 2' 0" 2' 0• TO" 2' 0" 2' 0. 1 2-0- 2' 0" 2' o• 2' 0" 2 0" 2' 0" 2' 0" 7 0' 2 0• 2' O• 2' 0" 2' 0' r 0• 2 0, 2' 0• 2 0" 2' 0" 2.0° 2' 01 2-0- _ I — N Yogl T �- �� �� TI to 1 l"J55i Hatch Legend F01 RAKE BEAM BY BUILDER r J 3/12 VALUT CLG SH -VAR_QU � #.WMATIC3N AND flue INCOfViPLETE t1 MITML NOT, �OVED y'et, h�' dTryy for conformance with the desigr ^t•F7�K P�ot'r et --and -cair�iiance wlt}i-tfie �Qn'•gM� n the Contract Documents. �Lor is.. t sible for dimensions to be %fated at the job site; for Wfn that.rtiins solely to the fabrication :es or to le hues of construction; and for of,{h z rk of all trades. 'irk Engine --ring f\ e 4 e�, VdIFYkL GWENI 9 C4T01➢PgOV.LL SJNE CEInN3 x4NG nUW.F.I,..e uxmnxxoroacEawenxG sranxms mexm mxsxxer-Lx ENCUBEo IMPORTANT pVO&IREGTEWPYE oauwmrcxtEs"xrll This m B Must Approved And Imwxioairartniwie wcmxEm Renammed Before Fabtce0 Rammed Fa IaVAEAxaVa EEExae. wawa Begin. h cWill k Your Protection Check All .LeLaanEeormscww xoxcaacumoxrmm unammLrve Loxes for Dimension And ContlPoone Ptor To Approval Of Plan. ROOF LOADING FLOOR LOADING ! SIGNATURE BELOW INDICATES ALL I TCLL: 20 PSF TCOL: 10 PSF TCLL: TCOL: NIA PSF WA PSF NOTES AND DIMENSIONS NAVE BEEN ACCEPTED. SCDL: 10 PSF SCOL: WA PSF TOTAL: 40 PSF ! TOTAL: WA PSF DURATION: 1,25 DURATION: NIA By Data_ CAUTIONM 00 NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND Small SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING j TRUSSES. Va. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS j MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) SEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS SF REQUIRED) ! 4) UPLIFT AND GRAVITY REACTIONS. WARNING Swathing" WHI Not Be Accepted Regartlleas of Fault Without Prior Notification By CueMmer WINIn 48 Hours And Immdgadan By Bulldms Flmmourae NO EXCEPTIONS III The Genaml Contractor Is Responsible For All Connections Olhe, Than Tmea to Tmea Gable Shear Wall, And Connections Temporary and Permanent Smoing, And Calling And Root Displease Connections. ROOF PITCH SM2 l CEILING PITCH. W12 TOPCHOROSQE: 2X4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: 13 END CUT: SQUARE CANTILEVER: WA TRUSS SPACING: 2N' BUILDING CODE: FBCZOI7 BEARING HEIGHT SCHEDULE i RICHARD JEMISCIN PROJECT: ••�,•,••,.....� "'—'I III ADDRESS: RESIDENCE TED HATCHER ST LOT I BLOCK: NIA SUBDIVISION: WA CITY: FORT PIERCE DRAWN BY: JOB#: 1 Gabdel S. 2375578 DATE: 81=UQ0 SCALE: NTS J -PLAN L' DATE: r.XNI%%IXl(XX —.__l a408 AhUen Read Plant City, FL 33587 Phone (813)305-1300 F. EKS) 3064301 RE: 2375578 - Site Information: Customerinfo: RICHARDJEMISON Lot/Block: N/A Address: TBD I HATCHER ST, . City: Fort Pierce Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek USA, Inc. 6904 Parke East Blvd. Project Name: JEMISON RESIDENCE Model!ITMMW��BI NCE Subdivision: JEMISON RESIDENCE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 21 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 I T21106137 A01 8/24/20 T21106138 A02 8/24/20 3 T21106139 A03 8/24/20 4 T21106140 A04 8/24/20 5 T21106141 B01 8/24120 6 T21106142 B02 8/24/20' 7 T21106143 B03 8/24/20 8 T21106144 C1 8/24/20 9 T21106145 C3 8/24/20 10 T21106146 E5 8/24/20 11 T21106147 H5 8/24/20 12 T21106148 V01 8/24/20 13 T21106149 V02 8/24/20 14 T21106150 V03 8/24120 15 T21106151 VO4 8/24/20 16 T21106152 V05 8/24/20 17 T21106153 V06 8124120 18 T21106154 V07 8/24/20 19 T21106155 V08 8/24/20 20 T21106156 V09 8124/20 21 T21106157 V10 8/24/20 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, FL). 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 (a) identified and that the designs comply with ANSVfPI 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, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. August 24,2020 Lee, Julius 1 of 1 2375578 Type FL), Plant City, FL-33567, T21106137 -1-40 &3-0 78-60 23-8-12 32-o-D 13310 '1-40 &3-0 7-8-12 7-8-12 8-14 1.4-0 Scale = 1:58.8 6.00 12 Si STP = 7a = 7x8 = ST1.Sx8 STP = 3x6 = Sx6 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code FBC2017rrP12014 CSI. TIC 0.89 BC 0.75 WB 0.35 Matrix -AS DEFL. in Ved(LL) 0.25 Vert(CT) -0.40 Hons(CT) 0.07 (loc)/deft L/d 8-9 >999 360 8-9 >961 240 6 me n/a PLATES GRIP MT20 2441190 Weight: 174 lb FT=20Y LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-8, 4-9 REACTIONS. (size) 6=0-8-0, 2=0-8-0 Max Hom 2=349(LC 11) Max Uplift 6=-928(LC 12), 2=-928(LC 12) Max Grdv 6=1467(LC 1), 2=1467(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-2519/1675, 3-0=-229011654, 4-5=2290/1654, 5.6=-2519/1674 BOT CHORD 2-9=-1249/2389, 8-9=-649/1525, 6-6=-1290/2199 WEBS 4-8=-595/1074, 5-8=-512/582, 4-9=-594/1076, 3-9=513/582 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C: End.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-13 to i-7-3, Interior(1) 1-7-3 to 1M-0, Extedor(2) 16-0-0 to 19-0.0, Interior(1) 19-0-0 to 33-4-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.80 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) a 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 9t between the bottom chord and any other members, with BCDL= 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing pate capable of withstanding 928lb uplift at joint 6 and 9281b uplift at joint 2. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chard. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-7=-60, 2-9=-20, 8-9=-40, 6-8=-20 j� August 24,202( .................. _.__.. _.__.. ........-. -.. _._. _._ ....... __... ® WARNING- Verdydeslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-0473 rev. 511912020 BEFORE USE. Design valid for use only with Wei connectors. The deagn is beard only upon parameters shown. and Is for an indfadual building component,not Nit • a Imas system, Sir use, this building designer must verlfythis applicability of deal, wermatare and pmpedy incorporate this deagn Into the overall buildingdeagn. BmdMindicatadktopreventbucMingofindiOdual Wsswebandlorchommembamonly. Addlllona temporarylmne and paent bracing Is always requiredforstabJlly and to prevent collapse with possible peraanal Injury and property damage For general guidance regarding the fabrication, stomp. delivery, erection and bracing of trusses and truss systems, see ANSI?Plf gui CrlfeHa,MB-89 and BC6l Building Component 6904 Parke East Blvd. 8ahty/nhrmaBon available from Truss Plate fustian. 2670 Crein Highway, Suds 2U3 Waldorf, MD 206Ut Tampa. FL 36610 Job Truss Truss Type City Ply 2375578 A02 COMMON 1 1 T21106138 BUIMel3 Flraf509lC@Plant ON. FL1. PIaMC.NV FI -n35a7 a ............ ..........�_..._._.. .. _. .__. .. _____ a,na, a 2a20 fin, en„IYWr11W,lllt'. Man MUJ L4 ib;2i FI LULU tiK ST1.5x8 STP = 3.8 = 6.00 12 7xB = 7xB = Scale=157.1 ST1.5%B STP = Us = I¢ Plate Offsets (X Y)— 12 0-4-00 3 Ol 14 0-4-0 0-3-01 f6 O4-0 0.481 [7G 40 0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lrd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.90 Vert(LL) 0.26 7-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.40 6-7 >970 240 13CLL 0.0 Rep Stress [nor NO WB 0.35 HOR(CT) 0.07 5 fire nra BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 169 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 ['FACTIONS. (size) 1=0.8-0, 5=0-8-0 Max Horz 1=321(LC 11) Max Uplift 1=-797(LC 12), 5=-797(LC 12) Max Grav 1=1383(LC 1), 5=1383(LC 1) I'ORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2534/1737, 2-3=-2304/1714, 3-0=-2304/1714, 45=-2534/1737 BOT CHORD 1-7=-1358/2381, 6-7=-713/1510, 5-6=-1358/2214 WEBS 3.6=-603/1083, 4-6=-515/587, 3-7=.603/1084, 2-7=516/587 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 3-6,3-7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10: Vult=170mph (3-second gust) Vari 32ri TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. )I; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to l61 Extedor(2) 16-0.0 to 19.0-0, Interior(1)19-0-0 to 32-0-0 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOLE1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.01 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 1 and 797 lb uplift at joint 5. 6) This truss design requires that a minimum of 7/161'structural wood sheathing be applied directly to the lop chard and 112" gypsum sheetrock be applied directly. to the bottom chord. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Van: 1-3=60, 3-5=-60, 1-7=-20, 6-7=40, 5-6=-20 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119R020 BEFORE USE. Design valid for use onlywith MiTeM aandecnre. This design is based only upon parameters shown, and is for an Indleiduel bullEing oompanent, nor a truss system. Before use, the building deaigner must verify the appllaabllity of design parameters and property inootporete this design into the overall bulldingdesign. Bracing lndiaeted is to prevent bualding of Individual truss Web anchor Chord members only_ AnAnnnnl lemmrov nnn .a .. personal imun, and property damage. Forgenemlguidsnceregerdingthe - - lasayslems.see AN5117P11 guallfy GHterk UAB-S9 and Bcsl Building Cartoon., Nit 6904PParks East Blvd. Tampa. FL HBO August 24,202( Job 2375578 2020 T21106139 4x8 8.8-10 1&60 23-3-6 32-0.0 &B-10 736 7-&6 8.8-10 SOD 12 Sx6 = 4x8 Scale = 1:57.6 LOADING (psfl SPACING- 2-0-0 CS1. DEFL. in floc)/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.88 Vert(LL) 0.61 8-10 >630 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.81 8-10 >472 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.54 5 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -AS Weight: 1361b Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 1-9,5-7: 2x4 SP No.1 WEBS 1 Row at midpt 4-8, 2-8 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0,5=0-8-0 Max Hom 1=J21(LC 10) Max Uplift 1=-738(LC 12), 5=-738(LC 12) Max Gmv 1=1280(LC 1), 5=1280(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 1-2=-4053/2432, 2-0=2894/1720, 3-0=2894/1720, 4-5=-4053/2432 BOT CHORD 1-10=2032/3643. 8.10=-2035/3641, 6-8=-2035/3641, 5-6=2032/3643 WEBS 3-8=1060/2082, 4-8=1166/930, 4-6=0)307, 2-8=1145/930, 2-10=0/307 NOTES. 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10: Vult=170mph (3-secand gust) Vesd=132mphl TCDL=6.Opsf: BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4fp Cat. II; Exp C; End., GCpi=0.18: MWFRS (directional) and C-C Exterlodi 0-13-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0, Extedor(2) 161 to 19-0-0, Interior(1)19-0.0 to 32-0-0 zone;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 othenvise 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) Bearing at joint(s)1, 5 considers parellel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7381b uplift at joint 1 and 738 lb uplift at joint 5. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chord and 112" gypsum aftershock be applied directly to the bottom chord. ® WARNING- Verity assign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIR-7473 rev. Sri9/ 020 BEFORE USE. Design valid for use only with MiT.W connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss syalem. Before use, the building designer must verify the applicability of design parameters and property incorporate due design into the ovemll buildingdedgn. Saudi Indicated is W prevent Incising ofindividual truce web andfor chord members only. Additional temooram and nermarmot bmdn 2670 Crain Highway. Suite 203 wagon,, F, el 6904 P.6i. East Blvd. Tampa. FL 36610 August24,2021 Job Truss Truss Type City Ply T21106140 2375578 A04 SCISSORS 14 7 Job Reference (optional) uuldere FirsiSoulW(Plant City, FL), Plant City, rL-3Isar, 8.240s Mar 92020 MIlekinausure5, Inc. MOn Hug Z41S:2iA6202U rages ID:veegUMOIGNI uVDocvMeP6oz3gJg-Ilyec5ROnJe89H?Sust2NKnT4NpkLZhNGYWv7VykbaZ 4-4-0 M-10 1&0.0 23-M 32-60 133.4-0 'Y40 843-10 7-3-8 7-3-6 &8-10 14-0 3x8 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip COL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress ]nor YES BCDL 10.0 Code FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-11,6-9: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Hom 2=-049(LC 10) Max Uplift 2=-869(LC 12), 6=-869(LC 12) Max Grav 2=1364(LC 1), 6=1364(LC 1) 5x6 = 6.00 12 CSI. DEFL. in (lac) I/dell L/d PLATES TC 0.84 Vert(LL) 0.6010-12 >639 360 MT20 BC 0.90 Vert(CT) -0.8210-12 >466 240 MT20HS WB 0.76 Hom(CT) 0.54 6 ITS na Matrix -AS Weight: 140lb BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS IRaw at midpt 5.10,3-10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4028/2281, 3-4=-2883/1635, 4-5=-2683/1600, 5-6=-4028/2306 BOT CHORD 2-12=1841/3656, 10-12=-184113661, 8-10=-1913/3626, 6-8=1913/3615 WEBS 4-10=966/2058, 5-10=-1166/920, 5-8=0/300, 3-10=1143/924, 3-12=0/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph: TCDL=6.Opsf: BCDL=6.Opsf; h=25ft; B=4511; L=24ft: eave=oft Cat. II; Exp C; End., GCpi=0.18: MWFRS (directional) and C-C Exterior(2)-1-4-13 to 1-7-3, Interior(1)1-7-3 to 16-0-0, EMedar(2)16-0-0 to 19-0-D, Interior(l) 19-0-0 to 33-4-13 zone;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 an the bottom chord in all areas where a rectangle 3-6-0 tal I by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 2,6 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 7) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 869 lb uplift at joint 2 and 869 lb uplift at joint 6. 8) This truss design requires that a minimum of 7/1 T' structural wood sheathing be applied directly to the top chord and I IZ' gypsum sheetrock be applied directly to the bottom chord. ® WARNING -Venfy design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Idll-4413 rev. E1912020 BEFORE USE. Design valid for use only with MIRISS 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 buildingdesign. Bmdnglndluted lstopmventb.cHing oflndivldueltmsawebandbrchoNmembe..H, Additional Numoraryandpermaned bracing Scale = 1:58.2 3x8 GRIP 244/190 1871143 FT = 20% WOW 6904 Palle East Blvd. Tampa. FL 36610 August 24,202( ANSNIP/1 gual/ty anthems, BSB-e9 and SCSI Bullding component 203 Waldorf. MD 20601 2375578 GIRDER T21100141 4x10NIl - ID:veegUMOIGNI 5x8 = 4x10 MT20HS = 6.00 Fi-2 d 17 18 19 4 20 21 22 5 4.8 = 4x4 = See - 4x4 = To, �- Aug 24 4x8 = Scale=1:44.2 T (4 Plate Offsets (X Y)- f2 0-" 0-0-41 [3,0-6-8 0-1-121 [5-0-6-8 0-1-121 [6 0-0.0 0.0.41 [9:04-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(ILL) 0.68 9-10 �420 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) 0.56 9-10 >517 240 MT20HS 187/143 BCLL 0.0 " Rep Stress Incr NO WB 0.58 HOM(CT) -0.18 6 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1091to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 `Except" 3-5: 2x4 SP M 31 BOTCHORD 2x4SPNo.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2-0-8-0, 6=0-8.0 Max Holz 2=129(LC 7) Max Uplift 2=-2166(LC 8). 6=-2166(LC 8) Max Gray 2=1577(LC 1). 6=1577(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-2 on pur ins. BOT CHORD Rigid ceiling directly applied or 2-1-12 oc bracing. WEBS 1Row at midpt 4-10,48 FORCES. file) - Max. Comp./Max. Ten. -All farces 250 (Ile) or less except when shown. TOP CHORD 2-3=.2953/4034, 3-0=-2635/3744, 4-5=-2635/3744, 56=-2953/4034 BOT CHORD 2-10=3448/2588, 9-10=5325/4014, 8-9=-5325/4014, 6-8=3435/2588 WEBS 3-10=1234/831, 4-10=-1517/1929, 4-9=-473/465, 4-8=1517/1942, 5-8=1239/831 NOTES- 1) Unbalanced rooflive loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf: BCDL=6.Opsf: h=25ft; 13=4511: L=24ft; eave=4ft; Cat. II; Exp C; End., GCpi=0.18: MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 2166 Ib uplift at joint 2 and 2166 lb uplift at joint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 212 lb down and 364 In up at 5-0-0, 82 No down and 183 to up at 7-0-12, 82 lb down and 183 lb up at 9-0-12, 82 to down and 183 Ile up at 11-0-12. 82 I6 down and 183 lb up at 12-11-4. 82 to down and 183 Ito up at 14-114, and 82 lb down and 183 to up at 16-11-4, and 2121b down and 384 lb up at 19-0-0 on top chord, and 204 to down and 392 Ile up at 5.0-0, 48 Ile down and 114 Ile up at 7-0-12, 48 Ile down and 114 Ile up at 9-0-12, 48 He down and 114 Its up at 11.0-12, 48 lb down and 114 lb up at 12-11.4, 48 to down and 11416 up at 14-11-4, and 481b down and l l41b up at 16-11-4, and 204lb down and 392lb up at 18-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-5=60, 5.7=-60, 11-14=-20 August 24,2021 ® WARNING- Vadfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-MS rev. 511911/1/ BEFORE UBE. oil Design valid for use only with MiTel® connectors. THIS design is based only upon parameters shown, and Is for an maternal building component, not e trues syaiam. Before uae, the running designer must vedfythe applicability of design pmametarsand pmmdy incmporste this design into the overall budding design. Bracing indicated is to preventhuekling of Individual truss web andlor chord members only. Additional temporary and permanent bracing le �( Is always neutral! foratability and to prevent collapse with possible personal injury and property damage.. Forgenerelguidancaregardingthe k' fabdwtlon, staraBe,delivery, erectipn antl bracing of trusses antl tmsa systems,see ANSIRITH quality enteda,DSE-89 and Beef Building component 6904 Parke East Blvd. SBAnylaformaean available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Wadden. MD 20601 Tampa. FL 36610 2375578 B01 IHIP GIRDER 12 1 I T21106141 8.240 a Mar LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=87(B) 5=-87(B) 10=129(B) 8=-129(8)17=-67(B) 18=-67(B) 19=-67(B) 20=-67(B) 21=67(e) 22=-67(B) 23=-39(B) 24=39(B) 25=-39(B) 26=J9(B) 27=39(13)28=-39(B) ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. SMW2020 BEFORE USE. Design valid for use only with MiT.M wnnectois. This design Is based only upon parametem shown, and is for an individual building component, not Vldual hose web anWor chord members only. Additional temporary and permanent bracing :Ible personal Injury and property damage. For general guidance regarding the id m ae syalems. sea ANSUTPlf Qualily Crl6vla. MR-89 and SCSI Building c Crain Highway, Sure 203 Waldorf, MD 20601 Well( IYI ell( 6904 Palle East Bivd. Tampa, FL 36610 2375578 FL), Type T21106142 4xl0 MT20HS ID:VeegUMQIGN1 3x4 = 19 4 20 4x101%l b 3x6 = 3x4 = 4xG = 3x4 = 396 = Scale =1: 14.2 Plate Offsets (X Y)— 12:0-0-0 0-0-21 f3:0-5-4 0-1-81 15:0-5-4 0-1-81 16:G-0-0 0-0-21 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in floc) Wag Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ved(LL) 0.54 8-10 >535 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Vert(CT) 0.44 8-10 >651 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WE 0.26 HorzfCT) -0.06 6 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 105 Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except` 3-5: 2x4 SP No.2 SOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8.0 Max Horz 2=169(LC 11) Max Uplift 2=-1266(LC 12). 6=1266(LC 12) Max Grav 2=1044(LC 1). 6=1044(LC 1) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (Ito) or less except when shown. TOP CHORD 2-3=-1651/3230, 3-4=1415/3075, 4-5=-1415/3075, 5-6=-1651/3230 BOTCHORD 2-10=2657/1401, 8-10=2889/1609, 6-8=-2689/1401 WEBS 3.10=995/415, 4-10=-341/305, 4-8=-341/305, 5.8=995/415 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10: VullTOmph (3-second gust) Val32mph; TCDL=6.Opsf: BCDL=6.Opsf; h=25ft; B=4511; L=24tt; eave=4f, Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2)-1-4-13 to 1-7-3, Interior(l) 1-7-3 to 7-0-0, Exterior(2) 7-0-0 to 11-2-15, Intedodl)11-2-15 to 17-0-0, Exledor(2)17-0-0 to 21.2-15, Interior(1) 21-2-15 to 25-4-13 zone; parch left exposil for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3).Provide adequate drainage to prevent water fording. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 1266lb uplift at joint 2 and 1266 lb uplift atloint6. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be appled directly to the top chord and 117 gypsum sheatrock be applied directly to the bottom chord. August 24,202( ® WARNING- Verdy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE All-9473 rev. 5119ldo20 BEFORE USE. Design valid far use oNy with Min ekOconnemems. This design is based only upon parameters shown, and Is for an individual building component, not a observation. Before use, the building designer must wsmythe applioability of design para oatam and prosody Imar,mate this design into the overall mildingdecign. BmcingindiwtedistopreventbucWingofindividualtmsswebandlorchoMmembemonly. Additional temporary and permanent fuming �'� ' Is always required for stability and to prevent collapse wllh possible personal injury and property damage, Forgenemlguidancege rerdingthe rl fabrication, storage, dellu ry, arson.. and bracing of Vusaea and truss systems, see ANSVTF11 qualify Criteria, 0.5E-8e and SCSI Building Component 6904 Parke East Blvd. Stlerylnhmwtion available from Trues Plate Institute, 2570 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2375378 Type City, FL - 8.240s Mar 9 T21106143 11 On = 2021 2223 4x8 = 5ca1e=1:43.9 3x8 - Sing = 3x4 = 3x4 = 3x8 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inor YES Code FBC2017ITP12014 CSI. TC 0.73 BC 0.52 WB 0.37 Matrix -AS DEFL. in Vert(LL) 0.47 Vert(CT) 0.39 Horz(CT) -0.06 floc) Well L/d 9-17 >615 360 9-17 �747 240 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 117111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except- TOP CHORD Structural wood sheathing directly applied. 4-5:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3. REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Hom 2=210(LC 11) Max Uplift 2=-1266(LC 12). 7=-1266(LC 12) Max Grev 2=1044(LC 1). 7=1044(LC 1) FORCES. (III - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1717/3247, 3-4=.1417/2857, 4.5=-1221/2675, 5-6=-1417/2857, 6-7=1717/3247 BOT GHORD 2-11=2805/1514, 9-11=-2260/1221, 7-9=-2837/1514 WEBS 3.11=346/669, 4-11=-914/369, 5-9=-920/369, 6-9=375/669 NOTES- 1) Unbalanced rooflive loads have been considered forthis design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.OpsE BCDL=6.Opsf; h=25ft; B=4511; L=24ft; eave=4ft: Cat. II; Fxp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-13 to 1-7-3, ntenor(1) 1-7-3 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15, Intenor(1) 13-2-15 to 15-0-0, Externor(2) 15-0-0 to 19-2-15, Interil 19-2-15 to 254-13 zone; porch left exposeci 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 nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 12661b uplift at joint 2 and 1266111 uplift atjolnt7. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. August 24,202( ® WARNING- Verify design parameters .,,it READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 'All-7473 rev. 8/192020 BEFORE USE. Design valid for use only with MITeIA mnnealas. This design is based only upon parameters shown, and is for an individual building component, not A arras system. Before use, the building designer.rat verify the applicability of design parematam and pmpedy incorporate mis design into the overall building design. Brsang indicated is to prevent buckling of individual bass web endfor chord members only. Additional temporary and permanent bracing A is always required rarsaebJay and to prevent callapse wish possible personal injury and propertymce ' daage. For general guidanregarding the to' fabrication, atorepa. dellvery, erection and bracing of trussas and truss systems, sae ANSIRP/l quality Called, MB-69 and SCSI Budd fng Gampamef 6904 Pmke East Blvd. SalaWinlormaaon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf MD 20601 Tampa, FL 36610 Job Truss Truss Type Qly Ply T21106144 2375578 C1 Jack -Open 8 1 J b Reference (optional) Builders Resource, (Plant City, FL), Plant City, FL- 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Mon Aug 2415:21:51 2020 Page 1 ID:veegUMOIGN1uVDocvMeP6oz3gJg-fGIXfpVXbrGRF2uQhPTD4NUThOkEO?96QgDgoiykbaU -1.4.0 0-17-0 1 -4.0 0-11-0 Scale =1:7.6 Plate Offsets (X Y)— 12:0-Old Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Waft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.00 5 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Ved(CT) 0.00 5 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a we BCDL 10.0 Code FBC2017ITP12014 MaM%-MP Weight: 5lb FT=20% LUMBER - fop CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical'- Max Ho¢ 2=106(LC 12) Max Uplift 3=-6(LC 1).2=-267(LC 12). 4=-21(LC 1) Max Grav 3=30(LC 12), 2=184(LC 1), 4=63(LC 12) FORCES. . (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. VOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=6.OpsC h=25ft; B=45ft; L=24ft; save=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 23 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 61b uplift atjoint 3, 267 lb uplift at joint 2 and 21 lb uplift atjoint 4. August 24,2021 I ALWARNINC- Vanfydasign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB-7473 ,ay. 9Iel BEFORE USE. ®` Design mild for use only with Mi rek®corumbora. This design is based only upon parameters shown, and is for an individual building component not ■®`■■■�II a truss system. Before use, the building designer must why, the applicability of design parameters and comedy inwmorate this design into the overall M1a building design. among Indicated Is to prevent buckling of individual truss weld codger chord members only. Additional temporary and permanent bracing is always required be stability and to prevent collapse with pwsible personal Injury and property damage For generel guidance regarding the fabroagon,storage,delivery, erection and bracing oftrusses and Wss systems, sac ANSUIPH Qualify Cdtola, peal and SCSI BulMing component 6904 Parke East Blvd. raMylMormatlon available from Truss Plate lnstime, 2670 Crain Highway. Suite 203 Waldorf. MD 20601 Tampa. FL 36610 Job Truss Truss Type Qty ply T21106145 2375578 C3 Jack -Open 8 7 �Job Reference lnnrnnall Builders Firswource(Pram uty, FL), vianrolry, FLU -3LSB t, 8.240 s Mar 92020 MiTek Industries, Inc. Mon Aug 24 15:21:52 2020 Page 1 ID:veegUMQIGN1 uVDocvMeP6oz3gJg-7SJvsBWPM901tCTcE7_Sdbl eRo2UISPGGUzEK8ykbaT Scale=1:12.7 Plate Offsets (X Y)— (2:0-0.4 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 VerhLL) 0.02 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.01 4-7 >999 24D 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 -MP Weight: 121b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=175(LC 12) Max Uplift 3=-78(LC 12), 2=-281(LC 12), 4=-52(LC 9) Max Grav 3=65(LC 1), 2=219(LC 1), 4=49(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 2-11 4 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; S=45ft; L=24ft; eave=4ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-13 to 1-7-3, Intel 1-7J to 2-10.8 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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 78 lb uplift at joint 3, 281 lb uplift at joint 2 and 521b uplift at joint 4. August 24,202( ® WARNING- Verify design cas metsm and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11A473 mv. M92020 BEFORE USE. Denign valid for use only with MiTek d connevess. Thia design Is based only upon parameters shown, and Is for an Individual building component, not fe a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall settling design. goal indicated is to prevent buckling of individual fuss web and/or chord members only. Additional temporary antl permanent trading le always required for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the fabrication. storage, delivery erection and bracing of lruases and loss systems, see ANSeTPII unsay Cndfin,LXB-89 and SCSI Building Component 6904 Parke East BIM. Salety/n/nrmagon availal,e from Truss Plate Institute, 2670 Crain Highway. Suite 203 Walded. MD 20601 Tampa. FL 36610 2375578 City. FL), T21106146 Scale=1:17.8 Plate Offsets (X Y)— f2:0-M Edger LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.16 4-7 >369 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) 0,14 4-7 >419 240 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 -AS Weight: 18lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical. 2=0-8-0, 4=Mechanical Max Horz 2=247(LC 12) Max Uplift 3=-161(LC 12), 2=-343(LC 12), 4=-94(LC 12) Max Grav 3=127(LC 1). 2=293(LC 1), 4=88(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3 second gust) Val82mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; Save=4ft; Cat. It: Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-13 to 1-7-3, InlericKi)1-7-3 to 4-11-4 zone; porch left exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pi bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 3, 343lb uplift at joint 2 and 94lb uplift at joint 4. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. August 24,202( ® WARNING- Verify design pa raft s and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-9473 rev. V1912020 BEFORE USE. seasse Design valid for use only with MITeksaconnectors. This design is based only upon parameters shown, and is for an individual building component, not NIF a truss system. Before use, the building designer must verify the applicability of design pammetem and pmpedy incorporate this resign Into the overall building design. Bral Indicated is to prevent buckling of individual truss web subpar chord members only. Additional temporary and permanent Lacing k° is always required forslabilitLand to prevent collapse with poaalble personal Injury and propertydamage. For general guidance regerding the fabrication. storage ,delivery, erection and bracing oftrusees and truss Systems, see ANSYIPIf Qui Chance, Wall and SCSI Building Component 6904 Parke East Blvd. S.AnylMwmatlnn available from Trues Plate Institute, 2670 Coln Highway. Suite 203 Wall MD M601 Tampa. FL 36610 Job . Truss Truss Type Qty Ply T21106147 Pit'75578 HIS DIAGONAL HIP GIRDER d 1 Job Reference (optional) a(Aran Coy, FL), Plant City, rL - peep, 8.240 s Mar 92020 MITek l ndusales, I no. Mon Aug 24 15:21:54 2020 Pagel ID:veegUMQIGN1 uVDocvMeP6oz3gdg-3rRgHgXPumf76Wtl7MYOwi06zsbh8DLNY6oSKPl ykbaR -2-e-15 4.1-10 7.0-2 2-9-15 41-10 2-10.8 Scale=1:19.1 to . Plate Offsets (X Y)- [2:0-0-1 Edge] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (too) I/deg Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.35 Vert(LL) 0.13 6-9 �650 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.12 6-9 >670 24D QCLL 0.0 Rep Stress [nor NO WE 0.10 Hom(CT) 0.00 2 n/a n/a BCDL - 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 31 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Hom 2=260(LC 8) Max Uplift 4=-142(LC 24), 2=-694(LC 8). 5=-250(LC 5) Max Grav 4=105(LC 17), 2=571(LC 28), 5=144(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 260 (Ib) or lass except when shown. TOP CHORD 2-3=-374/214 BOT CHORD 2-6=-295/313 WEBS 3-6=-352/332 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purims. BOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4f; Cat. 11; Grp C; Encl.. GCpi=0.18; MWFRS (directional); porch left exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 DO bottom chord live load nonconcurrenl with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 5t 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 beading plate capable of withstanding 1421b uplift at joint 4, 6941b uplift at joint 2 and 2501b uplift at joint 5. 6)' Hanger(s) or other connection devica(s) shall be provided sufficient to support Concentrated load(s)185Ito dawn and 122 lb up at 1-4-15, 1851b down and 122 Ito up at 1-4-15, and 41 lb down and 72lb up at 4-2-16, and 41 lb down and 72 lb up at 4-2-15 on top chord, and 206 to down and 9216 up at 1-4-15, 2061b down and 921b up at 1-4-15. and 4 Ito down and 6 lb up at 4-2-15, and 4Ib down and 6 to up at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 5-7=20 Concentrated Loads (Ib) Vert: 10=78(F=39,B=39)11=91(F=45,B=45)12=7(F=3,B=3) August 24,202( A WARNING- Vehry design pa..at.. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-9473 rev. W1912020 BEFORE USE. Design valid for instantly with MiTebB mnneemrs. This design 1e besetl only upon parameters.hewn, and le for an indlviduel building component, net miff a tmas ayatem. Before use, the building designer ..It verilythe applicability Of design parameters and properly mmmmata ibis design Won. overall bulldingdealgn. Bracing indicated Is to prevent buckling of Individual truss web anNor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personalinjury and prepaRy damage. For national guidance regarding the ,' fabrication, storage. delivery. erection and trading oftrusses and lmss systems, see ANS,TPIl auAlry edtole, D59.89 and SCSI Estate, Component 6904 Parke East Blvd. Safarylnhrmaeon available from Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldorf MD 10601 Tampa, FL 36510 2375578 T21106148 ID:veegIJMOIGNI 44 = 4x4 = ik Industries, Inc. Mon Aug 24 15:21:55 2020 Pagel ?2UAY1f4nskgBBwFX9EDfAg?4NyoJIKSBuxTykbaO Scale = 1:35A 3x4 G 15 14 13 12 11 10 9 3x4 Q 3x4 = a-'lu-d 9-10-8 i11-1U-6 2-0-0 21-9.0 9.10-8 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) Ii L/d PLATES GRIP TOLL 20.0 Plate Grp DOL 1.25 TC 0.21 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Hori 0.00 8 n/a n/a BCDL 10.0 Code FBG20171TPI2014 Matrix-5 Weight: 90 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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 bearings21-9-0. (Ib) - Max Hom 1=-186(LC 10) Max Uplift All uplift 1001id or less atjoint(s)1, 12. 11 except 13=246(1_C 12), 15=-228(LC 12), 10=-246(LC 12), 9=-228(LC 12) Max Grav All reactions 25016 or less atjoint(s)1, 8, 12, 11 except 13=331(LC 17), 15=307(LC 17), 10=331(LC _ 18). 9=307(LC 18) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-124/262, 4-5=-115/269, 5.6=-124/254 WEBS 3-13=254/394, 2-15=-234/340, 6-10=-254/394, 7-9=-234/340 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7.10; Vu11=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft: B=45ft; L=24ft; eave=4ft Cat. It Exp C; End., GCpi=i MWFRS (directional) and C-C Extermr(2) G-7-9 to 3-7-9, Interior(1) 3-7-9 to 9-10-8, Extedar(2) 9-10-8 to 16-1-7, Interior(1) 16-1-7 to 21-1-7 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent Water painting. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas whore a rectangle 3-6-0 tall by 2-0-0 wide will 9t between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing pate capable of withstanding 100lb uplift atjoint(s)1, 12, 11 except Qt=lb)13=246, 15=228, 10=246, 9=228. ® WARNING-VerRy design parameters and READ NOTES ON THIS AND Design valid for use only whh MITeF®cenn.a a. This design is based o RENCE PAGE Mll-7473 rev. 511912a20 BEFORE USE. on, and Is for an individual building component, not and partially incorporate this design into the overall gars only. Additional temporary and permanent bracing id truss'stams, see ANSIOU'll Quality GdM la, 0.5E-89 and 8051 Building Occasional Crain Highway. sun, M3 Weldon. MD 20601 1 6904 Parke East Blvd. Tampa, FL 36610 August 24,202( 2375578 T21106149 4.4 = 3x4 9 9 B 7 6 3x4 C 2.4 II 3x4 = 2x4 II 2x4 II Scale=1:30.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.27 Vert(ILL) n/a - n/a 999 MT20 244/190 TOOL 10.0 Lumber DOL 1.25 BC 0.15 Vert(CT) his - Na 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.12 HOR(CT) 0.00 5 The Ole BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 65 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-8-0 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. (Ib)- Max Horz 1=166(LC11) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 9=317(LC 12). 6=317(1_0 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 7 except 9=424(LC 17). 6=424(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-9=-321/409, 4-6=-321/409 NOTES- 1) unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-9 to 3-7-9, Inledor(1) 3-7-9 to 8-10-8. Exterior(2) 8-10.6 to 11-10.8, Interior(1) 11-10-8 to 17-1-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 I6 uplift at joint(s)1, 5 except of=lb) 9=317, 6=317. August 24,202( ®WARNING- Veri design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connedom. This design Is based only upon parameters shown, and is for an individual building component, not a trues s eamr. Before use, the building designer must verily the applicability of dealgn parameters and propady incorporate this design Into the overall butldingdecign. Bating indlraletl is to prevent buckling of lndlviduallmsc web anNor chortl members only. Atltlitional lemporery and permanent bracing Is always required forctaslity and to prevent collapse with possible pereonal Injury and Not damage. For generel guidance regarding the i eI fabrication, storage, calvary, erection and bracing of unions and truss systems, see ANSN7Pl1 Quality Console, DSO-89 and SCSI Building Component Sahtykabomadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Weldon,, M6904 PaAe East Blvd. 36610 D 20601 Tampa. FL East T21106150 2:375578 Y 4 City, FL), Plant City, FL-33567, 1 1 Jab Re 8.240 s Mar 9 2020 ID:veegUMOIGN1 uVDocvMeP6oz3gJ i 4x6 = 2 3x4 6 2x4 41 3x4 C Scale=1:23.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) ldeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) this - too 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.12 Hon:(CT) 0.00 3 We n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 45 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=13-8-0, 3=13-8-0, 4=13-8-0 Max Horz 1=-126(LC 10) Max Uplift 1=-158(LC 12), 3=-158(LC 12), 4=-260(LC 12) Max Grav 1=230(LC 21), 3=234(LC 18). 4=544(LC 1) FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. WEBS 2-4=-361/410 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf: BCDL=6.0psf; h=25ft: S=45ft; L=24ft; eave=4ft; Cat. II; Exp C; End., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 6-10-8, Extedor(2) 6-10-8 to 9-10-8,Interior(1) 9-10-8 to 13-1-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 5) • This truss has bean designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except Ot=lb) 1=158,3=158,4=260. August 24,202( -- --- — — .- —. ..... ..1....... .......... A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1,1I1-7473 rev. Wf912020 BEFORE USE. ------ _..-. ......... Oasignvalidforuseonly with MiTela oonnectora.Thisdesign is hand only upon parameters shown, and is for an Individual building camponent,not Me! a Puce system. Before use, the building designer must vedfythe applicability of design parameters and prepedy IncorPorete rhis design stages overall bulldingdeslgn. BmdngindiwtedIs0preventduaingofIndividualtrusswebantllorchordmembersonly. Additional temporary and permanent bracing Isalways requiretl brstebil'Ty antl W prevent wllapae with possible personal iniury and properrydamaga. Forgeneml guldance regmi ing the fabrication, storage, delivery, emdlcn and bracing of trusses and truss systems, see ANSUIPIf Quality GtlRr/a,DSO-89 and BCal Building component 6994 Parke East Blvd. Safety lrNormagan available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Weldad, MD 20501 Tampa. FL 36610 T21106151 Job 2375578 9 4 1 1 8.240 a Me ID:veegUMOIGN1 uVDocvM1 4x6 = 2 Scale =1:17.7 4 2x4 i 2x4 II 2x4 LOADING (pst) SPACING- 2-0-0 CS'. DEFL. in lice) WS111 Lid TCLL 2"0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) We - me 999 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) me - We 999 BCLL 0.0 " Rep Stress Incr YES WB 0.10 Hom(CT) 0.00 3 Flatn1a BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=9-8-0, 3=9-8-0, 4=9-8-0 PLATES GRIP MT20 244/190 Weight: 31 lb FT=20% BRACING - TOP CHORD Structural Wood sheathing directly applied or 6-0-0 cc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Max Horz 1=-85(LC 10) Max Uplift 1=-107(LC 12), 3=-107(LC 12), 4=-177(LC 12) Max Grav 1=157(LC 21), 3=159(LC 18), 4=370(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-4=-245/334 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph: TCDL=6.Opsf; BCDL=6.Opeb h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; End., GCpi=i MWFRS (directional) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-10-8, Extedor(2) 4-10-8 to 7-10-8, Interior(1) 7-10-8 to 9-1-7 zorl for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 5) " 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. 6) Provide mechanical Connection (by others) of truss to begging plate capable of withstanding 10016 uplift at joints) except (jl=1b) 1=107,3=107, 4=177. August 24,202( ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII4473 rev. v192020 BEFORE USE. DesiOn valid for use only with MiTeleb connectors. This design Is based only upon parematere shown, and Is for an individual building component, not PTO I a truss sysmem. Before use, the building dealgner must wiry the applicability of design parameters and printery incorporate this design into the overall I leltlingdesign. Brecing indicated is to prevent buckling of individual tmss Web andior chord members only. Additional temporary and permanent bracing Is always required hersta llty and to prevent collapse with possible personal Injury and property damage. Forgenerslguidameregardingthe fabrication, storage, delNery, erection and bracing of trusses and Was systems, see ANSVIPIf quality Cr/M.rla, DSB-89 and BD51 Building Camponenf 6904 parks East Blvd. Sareryloidm ni available from Tmse Plate Institute, 2670 Crain H[,W y. Butte 203 WWd.l MD 20501 Tampa. FL 36610 Job Truss Truss Type Obt Ply T21706152 2375578 V05 Valley 1 7 .InH RcrPrenne Innf'mnall v g 2.4 2 ..P3gsl Puudeoeaeo ID:veegUMOIGN1uVDacvMeP6oz3gJgOOEZKVbVjIHICHVy95c5P3qslcPuutl81F49541 3x4 — 2x4 0 Scale =1:11.7 Plate Offsets (X Y)— (2:0-2-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) We - We 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 3 We n1a BCDL 10.0 Code FBC20177rP12014 Matrix-P Weight: 16 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 1=5-8-0, 3=5-8-0 Max Holz 1=-45(LC 10) Max Uplift 1=-104(LC 12), 3=-104(LC 12) Max Grav 1=180(LC 1). 3=180(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -Al l forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-177/305, 2-3=-177/305 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3seoond gust) Vasd=132mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=411; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 1=104, 3=104. August 24,202( ® WARNING-Verdy design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rr . N19/2020 BEFORE USE. „ Design valid for uee only with MITe19 connectors. This design is hosed only upon parameters shown, and is for an individual building component, not a Ruessystem. Before use, the building designer must mrif th. appliczbllity of design pammetem and pmpedy incomorale W. design into the overall WIldingdesUn. Brecing indicated is to prevent buckling oflndlvidual truss web and/or chord! members only. Additional temporary and permanent bracing �;A ;� 4.� fc always required per stability and to prevent collapse with pandble personal injurypropertypropedamage. For general guidance regarding the IYIII�i�° fabrication, storage, ddNery,erection and bracing of leases and truss systems, see ANSIRPIf guarlfy Gdh ,WB-89 and BGS1 Building Domponent 6904 Parke East Blvd. SahryrMormation aveWable from Tmes Plate Institute, 2W0 Cmin Highway. Suite 203 Weldoa MD 2o6oi Tampa, FL 36610 2375578 1 7 Jab Reference to T21106153 6.00 12 FL), Plant City, FL-33567, 46 = 2 8.240 s Mar 92020 MITek loot ID:veegUMOIGN1 uVDocvMeP6oz3gJg-u7oxYL 15-10-8 10.0-0 2.4 11 4x6 = 11 12 3 13 14 4 3x4 i 8 7 6 3x4 2x4 II 5x6 = 2x4 II it Scale=1:35.4 v b LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 - Plate Grip DOL 1.25 TO 0.50 Ved(LL) n/a - n/a 999 MT20 2441190 TOOL 10.0 Lumber DOL 1.25 BID 0.24 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES Wit 0.12 Horz(CT) 0.00 5 n/a Na BCDL 10.0 Code FBC20177fP12014 Matrix-S Weight: 75 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x45P No.3 REACTIONS. All bearings 21-9-0 (lb) - Max Horz 1=-106(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 1=127(LC 12), 5=127(LC 12), 7=-357(LC 9). 8=-226(LC 12), 6=-226(LC 12) Max Grav All reactions 2501b or less at joints) 1, 5 except 7=415(LC 22). 8=434(LC 17), 6=425(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-334/416, 2-8=-301/366, 4-6=-293/362 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 13=45ft; L=24ft; save=4ft; Cat. It: Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) 0-7-9 to 3-7-9. 1ntertor(1) 3-7-9 to 5-10-8, Extericr(2) 5-10-8 to 10.1-7. Interior(1)10-1-7 to 15-10-8, Extedar(2)15-10-8 to 20-1-7, Interior(1) 20-1-7 to 21-1-7 zona;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 beading. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 1271b uplift at joint 1, 1271b uplift at joint 5, 357lb uplift at joint 7, 226 lb uplift at joint 8 and 22616 uplift at joint 6. [Nlh MiT.M connectors. T51a design Is based v. 5)l912020 BEFORE USE el building wmponera at f this design Into the Overall gwrery and pnmenent braaln once reeardlne the M!Tek•. 6904 Parke East Blvd. Tampa, FL 36610 August 24,202( aea ANSWPII p[ uite 203 Weldon MD 20501 2375578 FlrstSource T21106154 15:22:01 2020 I D:veegUMCIGN 1 uVDocvMePGoz3gJg- 11-10-8 6-0_0 4x6 2x4 II 4x6 = 2 11 3 12 4 Scale=1:28.9 3x4 i 8 7 6 3x4 J 2.4 II Sx6 = 2x4 II Plate Offsets (X Y) - 17:0-M 0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (Icc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) file - file 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) n/a - We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 5 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix-5 Weight: 63 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. 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 17-9-0. (lb) - Max Horz 1=-106(LC 10) Mal All uplift 100lb or less atjoint(s) except 1=128(1_C 12), 5=128(LC 12), 7=-214(LC 9), 8=-208(LC 12), 6=-208(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 5, 7 except 8=408(LC 17), 6=392(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=276/345, 4-6=-260/341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11: Exp C; End.. GCpi=0.18: MWFRS (directional) and C-C 10-7-9 to 3-7-9, 1nlerior(1) 3-7-9 to 5-10-8, Exterior(2) 5-10-8 to 10-1-7. 1nterior(1)10.1-7 to 11-10-8, Extedor(2)11-10-8 to 16-1-7. Interior(l) 16-1-7 to 17-1-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord beading. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-C-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 128 lb uplift at joint 1, 128 lb uplift at joint 5, 214 to uplift at joint 7, 208 lb uplift at joint 8 and 2081b uplift at joint 6. A WARNING- Verify deslgn parameters and REAL NOTES ON THIS AND Design valid for use only with MITek® connectors. This design Is based o e trues system. Before use, the building designer must venfy the sppliceh bulldingdeslgn. Bredng indicated is to prevent buckling of Individual trus is always required for stabl fty antl to prevent collapse with possible pars, fabrication, storage, delivery, erection and bracing of maser and truss sy Saferylnformadon available from Truss Plate Institute, 2670 Cri Hlah BENCE PAGE MII-7473 rev. 51Ig12020 BEFORE USE. and Is for an individual building component, nm and properly Im—rPorete me design into the overall Suite 203 Wall MD 20601 wig IYI 6904 Parke East Blvd. Tampa. FL 36610 August 24,202( 2375578 City, FL), Mon T21106155 d d 46 = 4x6 = 2 3x4 i 6 5 2x4 II 2x4 II 3.4 C Scale=1:22.3 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.54 BC 0.24 WB 0.10 Matrix-S DEFL. Vert(LL) Ved(CT) HOm(CT) in (loc) I/deg L/d WE - n/a 999 n/a - n/a 999 0.00 4 the Iva PLATES GRIP MT20 2441190 Weight: 48 lb FT=20%. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD structural wood sheathing directly applied or 6-0-0 no pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-8-0. (Ib)- Max Hom 1=106(LC 11) Max Uplift All uplift 100111 or less at joint(s) except 1=131(LC 12). 4=131(LC 12), 6=-157(LC 12), 5=-157(LC 12) Max Grav All reactions 250 Ib or less atjoints) 1, 4 except 6=356(LC 17), 5=340(LC 22) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=-256/322, 3-5=-242/317 NOTES- 1) Unbalanced roof IIva loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3seccnd gust) Vasd=132mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=4511; L=24ft; eave=4ft; Cat. 11; Exp C; End., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) 0-7-9 to 3-7-9. 1nierior(1) 3-7-9 to 5-10-8, Exterior(2) 5-10-8 to 12-1-7. Interior(1)12-1-7 to 13-1-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent Water pending. 4) Gable requires continuous bottom chord beading. 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 131 Ito uplift at joint 1, 131111 uplift at joint 4, 167lb uplift at joint 6 and 157 to uplift at joint 5. August 24,202( ...-....- .................. ..-_.... __. .................. _.._ .......-._. ___ ..... _._. ....-....... __.. _.. ® WARNING- Verify besign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-9473 rev. 5/1912020 BEFORE USE. Design valid for use only with MITeA9cannectors. This design Is based only upon paameters shown, and is for an Indhiamal building component, not a mussayaam. Before uae, the building designermullWrifythe applicability of design parameters and propedyIncorporatethis design Into the overallbuildingdesign. among indicated is to preventbucking ofindividual truss web andur chord members only.Additional temporary and permanent bracingMe! a always mastoid fortimbility and to preventoDllapse with posilble personal injury and property damage. For general guidance recoming the fabrication, storage, deMery, erection and bracing of increase and truss systems, see ANStTP/1 quality criteria, DSB-Ba and Best Building component 6904 Perks East Blvd. B-dwylnromratlon available from Twee Plate Institute, 2670 Crain Highway, Suits 203 Waldorf, MD 20601 Tampa. FL 36610 T21106156 Job 2375678 4 4 1 1 8.240 s Ma ID:veegUMOIGN 1 uVDocvMe 4x6 = 2 4 2x4 O 20 II 2x4 it Scale=1:17.7 61ti6 9-a-8 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - We 999 BCLL 0.0 ' Rep Stress Incr YES AB 0.10 Hom(CT) 0.00 3 n/a ma BCDL 10.0 Code FGC2017/TP12014 Matrix-S Weight: 311b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or6-0.0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=9-8-0, 3=9-8-0, 4=9-8-0 Max Horz 1=435(LC 10) Max Uplift 1=-107(LC 12). 3=-107(LC 12). 4=-177(LC 12) Max Grav 1=157(LC 21), 3=159(LC 18), 4=370(LC 1) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (Ib) or lass except when shown. WEBS 2-4=-245/334 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3second gust) Vasd=132mpb; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 13=451t; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-10-8, Exterior(2) 4-10.8 to 7-1&8, Interior(i) 7-10-8 to 9-1-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1071b uplift at joint 1, 10716 uplift at joint 3 and 177 lb uplift atjoint 4. August24,202( A WARNING- Vsrdy design paremetera and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE Mil-7473 rev. Si BEFORE USE.sesses Design valid for use only with MITeLtilaonnentors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss ayetam. Before use, Me building designer moat vedfythe applirability of design parameter and property saturates this design hand. overall r buildingdesign. Binding indicated is to prevent Incising of individual truss web anchor chord members only. Additional temporary and permanent bracing � 01C Is always regu8ed faratabil8y, and to preventmllapse with possible annumefNury and property damage For general gustation regarding the - fabricatlon, storage. delivery, erection and braNng of trustee and truss systems, set ANennall Quality Ctlferls,DSB-89 and SCSI Building Component 6904 Padre East Blvd. SarerylnPomreSon tweable from Truss Plate Institute, 2570 Crain Highway, Suite 203 Wadurf. MD 206D1 Tampa, FL 36610 Job 2375578 T21106157 2x4 i 2 3x4 = Jab Reiere a Mar 92020 Mil DocvMeP6oz3gJg 5-M 2-10-8 2x4 Scale=111.7 b Plate Offsets (X Y)— (2:0-2-0Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) III IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 VerhLL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a r9a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 16 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 1=5-8-0, 3=5-8-0 Max Ho¢ 1=-45(LC 10) Max Uplift 1=-104(LC 12). 3=-104(LC 12) Max Grav 1=180(LC 1).3=180(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 1-2=-177/305, 2-3=-177/305 BRACING - TOP CHORD Structural Wood sheathing directly applied or 5-9-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTE& 1) Unbalanced rooflive loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24fl; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrant with any other live loads. 5) • This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1041b uplift at joint 1 and 104 Is uplift at joint 3. August 24,202( WARNING- Ve* design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5I1912020 BEFORE USE. ° Design valid for use only with MlTeAD earneclors. This design Is based only upon parameters shown, and Is for an individual building component not a truss eyetem. Before use, the building designer must verify the applicabillty of design parameters, and amparly Incomoese this design into the overall bulldingdesign. 8radng indicated is to prevent buckling of individual truss web endear chord members only. Additional temporary and permanent bracing M�TeM1° laslwaysreq.I.dfaratebilxy, and to prevent collapse with possible personal Injury and property damage. 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