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Home My WebLink AboutTRUSS PAPERWORKRE: M11412 MiTek USA, Inc. CARLTON 299 6904 Parke East Blvd. Tampa, Fl- 33610-4115 Site Information: SCANNED Customer: Wynne Development Corp Project Name: M11412 �� Lot/Block: Model: Sterling Address: unknown Subdivision: St. LucieCowty City: St Lucie County State: FL General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T17089636 a 5/17/2019 2 T17089637 al 5/17/2019 3 T17089638 a2 5/17/2019 4 T17089639 a3 5/17/2019 5 T17089640 a4 5/17/2019 6 T17089641 a5 5/17/2019 7 T17089642 ate 5/17/2019 8 T17089643 sib 5/17/2019 9 T17089644 atc 5/17/2019 10 T17089645 bha 5/17/2019 11 T17089646 gra 5/17/2019 12 T17089647 i2 5/17/2019 13 T17089648 j4 5/17/2019 14 T17089649 j6 5/17/2019 15 T17089650 i8 5/17/2019 16 T17089651 jab 5/17/2019 17 T17089652 kj8 5/17/2019 18 T17089653 kja8 5/17/2019 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Alban!, Thomas My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MTek. Any project specific information included is for MTek customers file reference purpose only, and was not taken Into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1, Chapter 2. A_vIEWED FOR ODE COMPLIANCE LUCIE COUNTY ROCC p,o^A ' ? S C'�•';, CENS No 3931 * I STATE �4OR� -•�r1111111�•" Thomas A Albani PE No.3838 MITak USA, Inc. R. Cart 66M 6904 Padw East Blvd. Tampa R. 33610 May 17, 2019 1 of 1 Albani, Thomas Jab 1 Truss Tmss Type City Ply CARLTON 299 T17089636 M11412 A SPECIAL 1 1 Job Reference (option 1 -unamners i russ, me., von rrerce. FL a..av ma,,,.=w.,. ., .„-nor q ID:kFvnsnOwY4192h0 nM3lc6ylJ9g-NAHvKByG7EunxpeSyhNlLphFkDO5a9YtxgjMmzFeBJ 1-0-0 86-0 f-0O-0 136-0 1983 26-2-0 28A-0 36-0-0 37-0-0 -0-0 860 1-0-0 3-10-0 59T 66-13 2-7-0 7-2-12 -0-0 Scale=1:63.0 5,08 = 45 = 4x6 = 4x5 = 4.00 12 3x6 \\ 3 4 24 255 6 7 5xl2 MT18HS = 26 27 8 3x4 16 15 4z4 c 3x4 _ 3x6 = 3x4 — Sx8 — 2.00 12 4x10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.34 13-14 >321 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 rda me BCDL 10.0 Code FBC2017rrP12014 Malnx-MS Wind(LL) 1.01 13-14 >428 240 Weight 161 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 •ExcepP TOP CHORD Structural wood sheathing directly applied. '6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Hors 2=-119(LC 10) Max Uplift 2=-846(LC 12). 10=-846(LC 12) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(Ibl or less except when shown.. TOP CHORD 2-3=-3338/2212, 3-4=-3134/2132, 4-5=-3441/2388, 5-7=5141/3470, 7-8=6766/4392, 8-9=-5629/3608, 9-10=5945/3856 BOT CHORD 2-16=-1989/3129, 15-16=-1777/2918, 14-15=2177/3455, 13-14=-33D7/5216, 12-13=-3301/5421, 10-12=3593/5659 WEBS 3-16=-527/480, 4-16=-413/669, 4-15=535/785, 5-15=9751733, 5-14=1198/1876, 7-14=-851/667, 7-13=-962/1695, 8-13=-1260/1909, 8-12=45/349, 9-12=-319/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psh h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-0 to 2-7-3, Intenor(1) 2-7-3 to 37-0-0 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) All plates are MT20 plates unless otherwise indicated. 5) This buss 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 2-04 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s)10 considers parallel to grain value using ANSIrrPI 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 846 lb uplift at joint 2 and 846 lb uplift at joint 10. Thomas A. Ajbani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dates May 17,2019 • AWARMNG-VedrydeslgnpaamerersandR NCTESONMSANDINUWMMREKREFEFENCEPAGEW.703W.1d0=15BEFOREUSE Design valid for use only w,th Mnek® comedors. This design Is owed only upon parameters shown, and Is foran individual building component, not ��- e truss system. Before use, the bolding designer must veriy Ne applicablllty, of design parameters and property mod,ponde, Nis design Into role overall buildingdesgn. Bmdng mdicatedisto offmiWdualtmssweba,Worchord members only. Additbnaltempmsrya,Mpe,manentb,acing MiTek' preventbucldig Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication. storage. delivery. erecton anti bredng of busses and truss systems. see ANSI/FP/1 Oualiry CMeda, DSB49 and BCSI Building Component Saferylnformation available train Truss Plate Institute.218 N.Lee Street. 5ude312.AImnmdrla.VA22314. 6904 Pare East Blvd. Tampa, FL 36610 Job Truss Truss Type Ory Ply CARLTON 299 T17089637 M11412 Al SPECIAL 1 1 Job Reference (optional) . Chambers Truss, Inc., Fort Pierce, FL b.Au a Mar lI ZU IE MI I eK IDOusuree, rim. rn rvi y„w.w corn 5x6 = 3x8 = as = Scale=1:63.0 14 13 3x4 II 3.6 = 3x4 _ Safi = 2.00 12 4x10 = 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 lncr YES Code FBC2017/TPI2014 CSI. TC 0.61 BC 0.95 WB 0.55 Matrix -MS DEFL. in (loc) I/detl L/d Vert(LL) -0.58 11 >749 360 Vert(CT) -1.07 11-12 >402 240 Horz(CT) 0.40 8 We n/a Wind(LL) 0.80 11 >541 240 PLATES MT20 MT18HS Weight 163111 GRIP 2441190 2441190 FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 5-13 REACTIONS. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Horz 2=-141(LC 10) Max Uplift 2=-846(LC 12), 8=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3356/2159, 3-0=-3358/2292, 4-5=-2798/1921, 5-6=4830/3137, 6-7=5353/3403, 7-8=-5962/3751 BOT CHORD 2-14=-1935/3141, 13-14=-1610/2666, 12-13=2399/3926, 11-12=-2400/3924, 10-11=-3499/5680, 8-10=-3492/5669 WEBS 3-14=-004/391, 4-14=-507/777, 4-13=151/409, 5-13=1376/890, 5-11=557/1048, 6-11=849/1449, 7-11=641/463 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;.Vuft=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1211; B=581t; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-0 to 2-7-3. Interior(1) 2-7-3 to 37-0-0 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) All plates are MT2D plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSh 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 846 lb uplift at Joint 2 and 846 It, uplift at Joint 8. Thomas A. Albadi PE No.3938D MTek USA, fee, FL Cart 6034 69D4 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 • ®WARWNG-Vertlydeslgnparamer.dREADNOTESONMISANDINCLUDEDMrtIXREFERENCEPAGEMII-7413rev.IWWO15BE USE Design valid for use only with Mrek® connectors. TMs design is owed only upon parameters ifto m, and Is for On Inc Mdual Wilding component, not a Was system. Before use, the building designer must verify Me applicability of design pammeters and Popedy incorporate Ma design into Me ovemil W]OMgMslgn. Bmdrlg Ndicotedistapre.MbuckangofindNdualbusswebaMorcWNmembem ONy. AddiWnal temporary and permanent bracing M!Tek• is always required for stability and to prevent collapse Will possible personal Injury and property damage. For general guidance regardiv; Me rebdcotlon,defog.,deriveryry emmfOn antl bracing of trusses and buss systems. see ANSWIll OuallryCr/leda,DSB-a9 and SCSI Building Component Saferylnformatldn av ?aEle remTress Plate IosaMe.218 N. Lee Street Suite 312. Alexendde, VA 22314. 5904 Parke East Blvd Tampa, FL 36610 Job r Tmss Truss Type Oty Ply CARLTON 299 T77089638 M11412 A2 SPECIAL 1 1 Job Reference o 8onal -ChambersTruss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MTek Industries, Inc. Fin May 17 09:24:44 Zulu Scale = 1:63.0 5x6 = 5x6 = 3x4 = 4 nn FV_ 4 5 6 4x6 C 15 14 Ixu M Inrlb = 3.6 = 3.4 II 5x8 - 2.00 12 410 = LOADING (psD TCLL 20.0 TCDL 7.0 BCLL 0.0 BC DL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017ITP12014 CS'DEFL. TC 0.58 BC 0.94 WB 0.72 Matrix -MS Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) /dell L/d -0.55 11-12 >779 360 -1.03 11-12 >419 240 0.39 9 n/a Ala 0.7711-12 >564 240 PLATES MT20 MT18HS Weight 1671b GRIP 244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structure[ wood sheathing directly applied or 2-7-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/s[ze) 2=138610-8-0,9=1386/0-0-0 Max Flom 2=163(LC 11) Max Uplift 2=846(1_C 12). 9=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-335912129, 3-0=2661/1761, 45=-2445/1690, 5-6=3533/2289, 6-7=3698/2365, 7-8=-5359/3351, 8-9=-5963/3683 BOT CHORD 2-15=-1909/3146, 14-15=-1909/3146, 13-14=1826/3099, 12-13=-3016/5125, 11-12=-3433/5679, 9-11=-3426/5669 WEBS 3-15=0/295, 3-14=-807/566, 4-14=354/620, 5-14=-916/581, 5-13=-261/668, 6-13=588/1003, 7-13=2219/1408, 7-12=1137/1893, 8.12=628/443 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intelior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MWFRSfor reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 pat bottom chord live load nonconcumant 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-M wide will fit between the bottom chord and any other members. 7) Bearing at joints) 9 considers parallel to grain value using ANSNTPI 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 846 Ib uplift aljoint 2 and 846 Ib uplift at Joint 9. Thomas A Albin! PE No.39380 MiTek USA, Inc' FL Cart 6634 6901 Parlie Fast Blvd. Tampa FL 33610 Data May 17,2019 AWABMNG-Vedy design Parameters andB NOMS ON TNISAND INCLUeED M/TIXREFERENCEP4GEMX703m. id0YtO15BEfORE U3E Design validor use onlywiN MiTek®mnnectom. This design is based only upon parameters strum. and is for an IndiNduel bulici component, not a buss system. Before we. No bidding designer must wall, the applicability of design parameters and properly Incorporate this design iroo the overall building design. Bracing indicated is to prevent latuing of individual buss web andlar chord members only. Additlonal temporary and permanent trading Is always required for stability and to prevent collapse wM possible personal injury and property damage. PorgeneralguidznceregardiMthe fabrication, damage, deliveryry erection and bracing of busses and buss systems. see AVWP11 Oualay Gkeds, OSB-89 and BCS1 Building Component Safety Information wclable tram Truss Plata husbNa. 218 N. Lee Street Suite 312. Alexandra. VA 22314. ��' MiTek' 6904 PaAe Best Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply CARLTON 299 T17089639 M11412 A3 SPECIAL 1 1 Jab Reference o 8onal .Unamber5 Truss. Inc., Fort Pierce, FL 8.130 s Mar l l 2U18 Ml I ex Indusmes, roc. rn may r l ua:4n:ed 4ura rage i 4.00 I2 5.6 = 4 5.6 = 5 Scale: 3116-=l' i5 3x5 .- 3.4 II 5x6 = 2.00 12 4x10 = = All tun on.,.n all IA -al sane 8-5-0 15-2-0 16-0-0 4-0-0 434 7-2-12 Plate Offsets (X Y)- 12:0-1-2 Edge] (3:0-0-00-3-0] [7:0-3-0 Edge) [9:0-2-10 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.56 Vert(L-) -0.57 11-12 >761 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.05 11-12 >410 240 MT18HS 2441190 BCLL 0.0 Rep Stress liter YES WB 0.74 Horz(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mabix-MS Wind(LL) 0.7811-12 >551 240 Weight 1671b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-13 Max Hom 2=185(1-C 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1h) or less except when shown. TOP CHORD 2-3=-3371/2103, 34=-2633/1707, 4-5=2803/1850, 5-6=2968/1899, 6-8=5371/3290, 8-9=5960/3616 BOT CHORD 2-15=-1886/3159, 14-15=1886/3153, 13-14=1343/2432, 12-13=-2958/5146, 11-12=-336815675,9-11=-336215666 WEBS 3-15=0/306,3-14=866/626, 4-13=-285/671,5-13=-379/702,6-13=-2706/1659, 6-12=-1094/1946, 8-12=-611/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-M to 2-7-3, Interior(i) 2-7-3 to 37-M zone;C-C for members and forces & MWFRS for reactons shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless othenvise 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). Beading at joint(s) 9 considers, parallel to grain value using ANSIRPI 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 846 lb uplift at joint 2 and 8461to uplift at joint 9. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cant 8834 6904 Parke East Blvd. Tampa FL 33610 Dais: May 17,2019 • AWARN/NG-Vedytl gnperametersand READN07ESOMINSANDING.UDFDMRENNEFERENCEPAGEM/.7M w.idci2p15BEF USE Design valid for use only with MiTek® comemes. This dssgn is based only upon parameters shown, and Is foran IndiNdual building component, not a loss syslem. Before use, one, building desgnermust very the applicablllty of design parameters and property incoryorate this design into the overall buildingdesign. BmdnghdiwtedisWpmwntbuclrgofindividuel WmmbaMrr rdmembemonly. Additional temporary and pereanentbracing 9. p [Tek• is always rcyuired for stability and to prevent collapse with possible personal Injury and property damage. Foigeneralguidenceregardingihe fatedeation, sforage,delivery enaction and bradng ofmases and truss systems, see ANSI/rail Quality Cnifd., DSB-89 and SCSI Building component 6904 Parke East Blvd. Saleylsictan flon aveilable frpm Truss Plate Inst hAe.218 N. Lee Street Suite 312. Alaxandda. VA 22314. Tampa, FL 36610 Job TNss TNss Type Oty Ply CARLTON299 T77089640 M 11412 A4 SPECIAL 1 1 Job Reference foodonall cnamcers INss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:46 2019 Page 1 4.00 12 5.6 = 6 3x4 3.6 5 24 3x4 - 4 3 1 2 23 14 16 15 3xl2 = 3x5 = 3.4 II 5.8 = 2.00 [1 _2 25 5x6 5x6 WB \7 8 3x4 C 9 Scale: 3/16"=l' 26 13 Tx8 Mi18H5 = �11 10 11 m °' o 4x10 = 8£-0 13-e-0 18-0-0 24£-0 28-9-4 "-M 8-0-0 I 5-2-0 4-4-0 6£-0 I 434 7-2-02 t Plate Offsets (X Y)- (2;0-1-2 Edoe] [8:0-3-0 Edge? it0:0-2-10 Edge] [15:0-2-12 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 1709 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/19f) BCLL 0.0 ' Rep Stress lncr YES WB 0.95 Horz(CT) 0.42 10 Na Na BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Wind(-L) 0.84 13 >513 240 Weight 1701b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Ho¢ 2=-207(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3361/2183, 3.5=-2660/1831, 5-6=-245B/1735, 6-7=2481/1719, 7-9=-5407/3513, 9-10=595013765 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=1489/2515, 13-14=-3185/5191, 12-13=-3510/5666,10-12=3504/5656 WEBS 3-16=0/315,3-15=-799/546, 5-14=-344/260, 6-14=731/1202, 7-14=-3120/2048, 7-13=-1130/1972, 9-13=559/376 Structural wood sheathing directly applied or 2-6-11 oc purling. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 7-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psh h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3. Interior(1) 2-7-3 to 18-0-0, Extenor(2) 18-M to 21-7-3 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 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 atjoint(s) 10 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 846 lb uplift at joint 2 and 846111 uplift at joint 10. Thomas A.'Albani PE No.39380 MiTek USA,Int•FL Celt 6634 6904 Parke East Blvd. Tampa FL.31610 Date. May 17,2019 ®WARNING-Ve yRe gnpamme ers andREADNOTES ON TMSANDINCLUDED MITIXREFE1VENCEPAGEW-74r3na, 10,03/3M5BEFDREUSE Design valid for use oHy Wm MTek connectors. This design Is based only upon parameters sham, and is for an individual building component,not a truss system. Before use. eta building designer must vent, the appliwtAlty of Resign parameters and pmpedylncorporate Mis design into Me overall buildingdesign. Bracing indicated is to preventbuddirgafind!Aduetmssmban&orchoM members only. Addmonal temppmry and permanent breang MiTek' Is always required for stability and to prevent wllapae With possible personal lnlury and property damage. For general guidance relaxant, Me Iabdcoapn. stpmge, delivery, era,tion and bracing of trusses and truss systems, see ANS19PI1 Quality Cghna, DSB-e9 and Bear Building Component 6904 Parke East Blvd. Saretylnfamandion available fmm Truss Plate Instrute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Ply CARLTON 299 T17089fi41 M11412 AS SPECIAL �Qty 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierre, FL 8.130 s Mar 112018 MiTek Industries. Inc. Frl May 1 r Ua:Z4:41 ZUIU 4.00 12 5.6 = Scale=1:61.9 16 15 4xtu 3z5 = 3x4 II 5.8 = 2.00 12 4x10 8-6-0 1343-0 iB-0-O 24-6-P 36-0-0 8-6-0 5-2-0 4-4-0 6-6-0 43-0 ]-2-12 Plate Offsets (X Y)- [2:0-1-2 Edce] [8:0-3-0Edgel [10:0-2-10 Edge] [15:0-2-12 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert[CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight 1701b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1385/0-8-0, 10=1386/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-846(LC 12). 10=-846(LC 12) FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3351/2183, 3-5=-2660/1831,5-6=-2450/1730, 6-7=-2472/1713,7-9=-5407/3513, 9-10=-5950/3764 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=1489/2515, 13-14=-3184/5190, 12-13=-3510/5666,10-12=-3504/5656 WEBS 3-16=0/315,3-15=-799/546,5-14=-355/272,6-14=-743/1219, 7-14=-3134/2058, 7-13=-1130/1972, 9-13=-560/375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=121t; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1 -0-0 to 2-7-3, Interior(l) 2-7-3 to 18-0-0, Extedor(2) 18-" to 21-7-3 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf 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) Bearing at joint(s)10 considers parallel to grain value using ANSI/rPI 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 846 lb uplift at joint 2 and 8461b uplift at joint 10. Thomas A Albadi PE No.39360 NTA USA Inc FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 17,2019 AWARNING.Vollydeslgnparame..dREADNOMSOMMSANDINCLUDm Ml1ENREFERENCEPAGEMII-7p3rev.f0'Di20rSBEPo USE Design valid for use only with Wadi wnnectors. This design Is based any upon parameters shown, and is for an individual building component, not a truss system. Berors we, the building designer must vastly No applicability of desgapammeters and properly Incorporate this design into me overall buildingdesign Baling Indicated is to budding of lndiddual truss web andlorchard membea only. AddiBonal tempomry and permanent bracing MiTeK prevent is always released forstabilits and to prevent cullapsewith possible personal may and Miserly damage. Forgenealgusanceagardsgtlte fabslootlon,amr,edelivery e,e nandb.6Ngofbusswwdtl sssolems,see ANSI9PH Quality Croons, DSB49 and BCSI Building Cmponant Saferylmy mafian available Wm Truce Plate Insttule, 218 N. Lee Street Butte 312, Alexandria, VA22314. 6934 Parke East Blvd. FL 36610 Tampa. Job Truss Tmss Type Qty Ply CARLTON 299 T17089642 M11412 ATA COMMON 7 1 Job Reference o tional - Gnambets l mss, Inc., Fort Pierce, FL d.l3u 5 Mar l l Zulu mu es InauSmes, Inc. r may a a,...... w m 4.00 12 5x6 = 6 Scale=1:61.0 17 '" 15 "" 14 "' 12 3x8 = 3.4 II 4x8 = axe = 3x8 = 4x6 - 3.4 II 3x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-01-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rTP12014 CS'. TC 0.53 BC 0.67 WB 0.60 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (lot) Udeft L/d -0.28 14-15 >999 360 -0.59 14-15 >730 240 0.14 10 rda rda 0.3414-15 >999 240 PLATES GRIP MT20 244/190 Weight 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3.2-15 oc pudins. SOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1436/0-8-0, 10=1436/0-8-0 Max Horz 2=208(LC 10) Max Uplift 2=-796(LC 12). 10=796(1_C 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-3544/2053, 3.5=-2824/1651, 5-6=-2817/1766, 6-7=2817/1766, 7-9=-2824/1651, 9-10=3544/2053 BOT CHORD 2-17=-1812/3323, 15-17=-1812/3323, 14-15=997/2104, 12-14=.1826/3323, 10A2=.1826/3323 WEBS 6-14=569/1002, 7-14=-299/279, 9-14=-783/581, 9-12=0/271, 6-15=-569/1002, 5-15=300/279,3-15=-7821581, 3-17=01271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=59ft; L=36ft; eave=5ft; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-M, Exterio (2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6.0-0 apart. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 1O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 Ib uplift at joint 2 and 796 lb uplift at joint 10. Thomas A Albani PE No.3938g MRek USA, Inc. FL Cart 8634 69M Parke East Blvd. Tampa FL 33610 Date: May 17,2019 • AWARMNG-VWfydeagnparamel wdR NOTESONTWSANDINCLUDtDMBEKREFERENCEPAGEMD-703rev. idai20rSBEFOBE USE Design valid for use only with MI connectoa. This design is based only upon parameters shown, and Is for an Individual bullring component, not ��' a was system. Before use, Me Waiting designer must verify the applirabifty of design parameters and properly incorporate This design Into the oveail building deslgn. Bracing indicated is to buckling of ln6Mdual truss web andlorchord members only. Additional temporary and permanent bracing M!Tek' prevent is always required for stability and to pawm collapse with passible personal injury and propeM damage. Forgenereguidanceregardimthe fabrication, storage, deliwry,erecton and bating ofbusses entl truss systems. see ANSIyrPlf Duality Crpeda,DS&89 and BCSIBullding Component 6904 Pahe East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lae Street Suite 312. Alexandre, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply 299 T17089643 M11412 ATB COMMON 1 1 �CARITON ' Job Reference (optional) . unamaers l russ, Inc., Von Meme, rL 8.13U s Mar l l 2U18 Mttex Industnes, mc. rn Mav 1fUB:24:4B 2u1a Hanel 4.00 12 Sx6 = 6 Scale =1:60.9 3xS = 3x4 II 3x6 = US = 6x8 = 3.6 = 3x4 II 3.5 = A-1-1 1'L1n-2 le-M, 1.In-n 7.1 1_tn 'J,,n, tI� 8-1-1 5-9-0 3-14 6-8-0 0 -. 4 5-9-1 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.0 ' Rep Stress ]net YES WB 0.68 Horz(CT) 0.02 15 n1a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 1721b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or6-M oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS IRow at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb)- Max Horz 2=-208(LC 10) Max Uplift All uplift 10016 or less aljoint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 25016 or less aljoint(s) except 2=687(LC 21). 14=1635(LC 1). 10=399(LC 22). 15=349(LC 17) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 2-3=-1239f757, 35=437/333, 5-6=432/448, 6-7=-2721773, 7-9=-376f778, 9-10=-334/220 BOT CHORD 2-18=-587/1178, 16-18=-587/1178, 12-14=-188/281, 10-12=188f281 WEBS 6-14=-1096/683, 7-14=-303/261, 9-14=-853/614,9-12=13/307, 6-16=-501/665, 5-16=-302/279, 3-16=390/616, 3-18=16/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf; h=12ft; B=591% L=36ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0lb AC unit load placed on the tap chord, 18-0-0 from left end, supported at two points, 6-0-0 apart 4) This truss has been designed fora 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 all by 2-M wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 15 except (jl=1b) 2=433,14=866.10=240. Thomas A. Albzdi PE No.39300 MTek USA, I=FL Cert 6634 690/ Parke East Blvd. Tampa FL.33610 Data: May 17,2019 - AWARNING-VM Castgnpara�.dREADNOTESON7MSANDING-UD®MrtIXREFFRENCEPAGEMII.703rev. ra'OY1815BEFOREUSE Design valid bruse only with MTekW cnnnecbrs. This design Is owed only upon parameters shown, and Is for en IndiMdual bulldng component.not MRa Imes system. Bebre use, mm e bundling designer must verify the applicability of desgnparaeters and propedyincorpomte Nis design into the overall bulldingdesign. BredngIndicatedistopreventbucklingofendNdualbusswebandlorchbrEmembersonly. Addilbnaltemporary and permanentbracing WOW Is eMays required for stability and b prevent Wisl ee with lessens personal Injury aM ryoperty damage. For general guidance regarding the fabricator, storage, delivery, erection and bratlng of tresses and truss systems, see ANSIfIrP/f QualMy CrMana, DS849 and SCSI Building Component 6904 Parke East Blvd. Saretylnrarmaf/pn evatable from Truss Plate lnethee, 218 N. Lee Street, Suite 31;Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply CARLTON 299 T77089644 M11412 ATC COMMON 1 1 Jab Reference o lional Chambers Truss, Inc., Fort Pierce, FL 8.130 5 Mar 112018 MTek Industries, Inc. Fri May 17 09:24:50 2019 Page 1 ID:kFvnsnO.Y4192h0_nM31c8ylJ9g-8im?w4zNSFmIAQBwegF418C6y4gzFnl BcSeJzFeBB ' 13-10 8-0-0 2-1-4 2710-15 36-0-0 37-01 5-9-1 14 I -0-0, 8-44.1-15-91 8-1-1 -0 Scale-1:60.9 4.00 12 5x6 = 71� 3x5 = 3x4 II 3.6 = 6x8 = 6.8 = US = 3x4 II 3.5 = 8-1-1 13-10-2 .15-2-0. 22-1-14 22-2-7 27-10-15 36-D41 8-1-1 1 5.9-1 .3.14 6-11-14 0 -9 5-0A 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.2218-21 >844 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TPl2014 Matrix -MS Wind(LL) 0.1518-21 >999 240 Weight 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP N0.3 WEBS 1Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except (jt=length) 14=0-11-5. (lb) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100 lb or less atjoinl(s) 15 except 2=433(LC 12), 14=-066(LC 12), 10=240(LC 12) Mani All reactions 250 lb or less atjoint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5=-437/333, 5-6=432/448, 6-7=-272f773, 7-9=-376f778, 9-10=334/220 BOT CHORD 2-18=-587/1178, 16-18=.587/1178, 12-14=-188/281, 10-12=188/281 WEBS 6-14=-1096/683, 7-14=-303/281,9-14=-853/614,9-12=13/307, 6-16=-501/665, 5-16=302/279, 3-16=.890/616, 3-18=16/332 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE'7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; 13=59111; L=36ft; eave=5ft; Cat II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) A-M to 2-7-3, Intenor(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.Olb AC unit load placed on the top chord, 18-M from left end, supported at two points, 6-0-0 apart. 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s)15 except Ut=lb) 2=433,14=866,10=240. Thomas A Albani PE No.39360 MTek USA, Inc. FL Cod 6634 6904 Parka End Blvd. Tampa FL 33610 .Oats: May 17,2019 A 1VAItMNG-Valydesfgn paameters mutREADNOMS ON TMSANDINMUD® MREI(REFEJtENCEPAGEMd•]I73rw. 14'd3Qe16 BEFORE USE Design valid for use only with MDeeW connectors. This design is based only upon parameters sinown, and 1s for an moilvdual building wrooment, not ��• a buss system. Before use, the budding designer must vent' Me applicability of design parameters and prepedy incorporate Mb design Into Me overall buitdingdesign. Bracing Ndimtedis to prevent WeldigofinNNdual truss web sndlorGdmd members only. Addibonaltemporagandpermanentbradg M W is always required for stability and M prevent ordapse with possible personal injury and Property damage. Forgeneed guidance re,,mdhg Me fabnwdon, storage, dells erection and bracing of Moses and buss systems, see ANSMIf Qaalfty Cored,DSB-89 and BCSI Sufld ra Component 6904 Porte East BNd. ,%, Safety lnformaflow available from Truss Plata Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Qtr Ply CARLTON 299 T77089fi45 M11412 BHA COMMON 1 1 Job Reference (optional) -Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MTek Industries, Inc. Fri May 17 09:24:52 2019 Page 1 ID:kFvmmOwY419Zh0_nM3lc6ylJgg45uhQc5Dv4Vr_UaZ13sj9SES6mkoR710AV5FiBzFeB9 160.o 24-0-0 1.0.0 8-0-0 12-0-0 14-0-0 1S 1&0-0 20-0-0 22-0-0 10.1 28-0-0 36-0-0 7." d-0-0 2-0-0 1-0-0OS 2-0-0 2-0-0 2-0-0 0.10-1 4Oo 800 -0-0 i-1-1 Scale: 311611' TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. �'< 5x6 = 7z10 MT1 BHS 7 16 5 18 7x10 C 6.00 12 :3.6 5 = 5z 3 0 17 20 j "I ni 2 21 22 d 28 27 26 25 20 23 o 3z6 II 4x6 = 6x8 = 6.8 = 3z6 II 3.5 = 3x6 = 3x6 754i-0 22-10-1536-0-0 8-0-0 ]-0-0 7d-15 5-1-1 A-0-0 Plate Offsets (X Y)— [2:0-0-2 Edgel [3:0-3-8 Edgel r11:0-3-0 0-3.01 [20:0-3-8 Edgel [21:0-2-8 Edge][25:0-3-8 0-3-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Verl(LL) -0.14 28-31 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.25 23-04 >619 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO VVB 0.83 Horz(CT) 0.04 21 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.20 28-31 >909 240 Weight 2081b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 20-25 2 Rows at 1/3 pts 3-26 JOINTS 1 Brace at Jt(s): B. 4, 14, 16. 18 REACTIONS. All bearings 0-8-0 except at --length) 25=0-115. (Ib) - Max Horz 2=-208(LC 6) Max Uplift All uplift 100 Ib or less aljolnt(s) except 2=-583(LC 8), 26=.1557(LC 8), 25=-1259(LC 8), 21=455(LC 8) Max Grav All reactions 2501b or less aljoint(s) except 2=983(LC 13), 26=2911(LC 13). 25=2457(LC 14). 21=757(LC 14) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473f724, 3-4=-213/718, 4-6=213/718, 6-8=-213/718, 8-10=-2131'/18, 10-11=213/718, 11-13=-213f/18, 13-15=213/718, 15-17=213/718, 17-19=-87/610, 19-20=87/610, 3-5=-199/422, 5-7=-112/391, 7-9=-33/344, 12-14=0/257, 16-18=67/301, 18-20=206/363 BOT CHORD 2-28=-971/2236, 26-28=-922/2090, 25-26=-855/521, 23-25=516/1204, 21-23=.569/1344 WEBS 8-26=-1333/1008, 17-25=-979/756, 3-28=419/1254, 3-26=-3236/1698, 20-23=-058/1210, 20-25=-2385/1201, 9-10=-706/569, 6-7=307/241, 15-16=462/372, 18-19=-097/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 8t between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 5831b uplift at joint 2,1557 lb uplift at joint 26, 1259 He uplift at joint 25 and 455 Ito uplift at joint 21. 9) Girder comes hip end with 8-0-0 end. setback. 10) Graphical puriin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 It, up at 28-0-0, and 967 Ib down and 461 Ib up at 8-0-0 on bottom chord. The design/selec8on of such connection devices) is the responsibility of others. -12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Alban! PE No.3938D MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 andard ® WARNING -Verily design parameters and NEADNOTES ONTHIS AND INCLUDED MIrO(NE&MCEPAGEMB-7473w..10pYt015BEFORE USE Design valid for use only with MTcM americans. This design is based only upon parameters shown, and is for an IndiNdual bulling mmpanent. not a truss system. Before use, the building designer must verily the applicability of design parameters and property Incorporate Mils design into the owall bulldingdesign. among indicated l to prevent banking oflailvdualmiss web andlorchordmembers only. Additional temporary and permanent tading KWIC Is always required for stability and ro prevent collapse with possible personal injury and property damage, Forgeneal guidance regarding the fabrication, ins age, delivery, aredon and bating of fN55es and W55 systems, see ANSIAnolf Duality Wed., DSB-89 and SCSI Building Component 6904 Parke East Bid. Sa7erylnformaden ewslable from Truss Plate Mantels, 218 N. Lee Street Suite 312.AIexsndMi. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply 299 ICARITON T77089645 M11412 BHA COMMON 1 1 Job Reference (optional) -Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MTek Industries, Inc. Fri May 17 09:24:52 2019 Page 2 ID:kFvnsnOwV419ZhO_nM31c6yIJ9g-45uhOc5Dv4V r_UaZ13sj9SES6mkoR7tOAV5FiBZFeB9 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=-54, 20-22=54, 28-29=-20, 23-28=47(F=27), 2332=-20, 3-12=-126(F=-72), 12-20=-126(F=72) Concentrated Loads (lb) Verb 28=641(F) 23=541(F) Job Tmss Truss Type Oty Piy 299 T77089648 M11412 GRA HIP 1 1ab [ARLTON Reference (optional) . crambers I truss, Inc., Fart Pierce. FL 8.130 s Mar 11 2Ula Mll ex imusires, Inc. to may 1f ua:z4:o ZD19 5x8 MT18H5 = 4.00 12 3.4 II 3 22 23 24 25 4 26 5x8 = 27 5 28 3.4 II 629 30 31 32 33 5x8MT18HS = 7 Solis-1:61.9 J9 '4 7Ja Jl JO II 9a 3.5 = 3.4 II 4.6 = 1.12 = 61 = 4x6 = 3.4 11 3x5 = 7-10-0 13-8-0 ( 224-0 28-2-0 i 36-0-0 z1n.n 6-mJ1 aan tarn mnn Plate Offsets (X,V)- Offsets -54 0 0-3-0]�:0-5-4 0-2-81 f3:0-54 0-2$ 15:0-4-0 0-3Plate 0-2-8] - --5-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.21 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.4412-13 >609 240 MT18HS 244/190 SCLL 0.0 ' Rep Stress Incr NO WB 0.84 Hom(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrifil Willi 0.2210-21 >999 240 Weight: 161 lb Ff=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Excepr 4-13,6-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 Max Holz 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13=2107(LC 8), 8=799(LC 8) Max Gmv 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 34.6 oc pudins. SOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 1Row at midpt 3-13.5-13 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=369/211, 34=115812051, 4-5=-1158/2051, 5-6=2318/1425, 6-7=231811425, 7-8=-2981/1789 BOT CHORD 2-15=-196/311, 13-15=-201/342, 12-13=-246/452, 10-12=-1588/2818, 8-10=-1578/2786 WEBS 3-15=-181/648,3.13=-2568/1568, 4-13=-640/587,5-13=2900/1855, 5-12=-1172/2196, 6-12=-611/569, 7-12=-558/375, 7-10=184/651 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 292 Ib uplift at joint 2, 2107 lb uplift at joint 13 and 799 lb uplift at joint 8. 8) Hanger(e) or other connection device(s) shall be provided sufficient to support concentrated load(s)137 lb down and 301 Ib up at 7-10-0, 103 lb down and 170 1b up at 10-0-12, 103 lb down and 170 Ib up at 12-0-12, 103 lb down and 170 lb up at 14-0-12, 103 lb down and 1701b up at 16-0-12, 103 Ib down and 170 lb up at 18-0-12, 103 lb down and 170 lb up at 19-114, 103 lb down and 170 lb up at 21-114, 103 Ib down and 170 lb up at 23-11-4. and 103 Ib down and 170 lb up at 25-114, and 1371b down and 301 lb up at 28-2-0 on top chord, and 3401b tlown and 223 It, up at 7-10-0, 77 lb down and 1 lb up at 8-0-12. 77 lb down and 1 lb up at 10-0-12, 77 Illy down and 1 Ib up at 12-0-12, 77 lb down and 1 Ib up at 14-0-12. 77 lb down and 1 Ib up at 16-0-12, 77 lb down and 1 lb up at 18-0-12, 77 lb down and 1 Ib up at 19-114, 77 Ib down and 1 lb up at 21-114. 77 It, down and 1 lb up at 23-11-4, 77 Ib down and 1 lb up at 25-114, and 77 Ib down and 1 Ib up at 27-114, and 340 lb down and 223 lb up at 28-2-0 on bottom chord. The desigNselection of such Connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Thomas A. Alban PE No.39380 MTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 Date: May 17,2019 - AwA NG.VWir dcVgnpammehraend BEADNO7 ONWISANDINCLUDEOMRIXNEPERENCEPAGENIJ03rov. 10=0158EPoREUSE Design rand for use onlywith MTek®Connectors.This design Is based only upon parameters sfewn, and Is foren IndiWdual building earim ent. not ��• a truss system. Before use, Me budding designer must verity Na applicability oftlesign parameters and prep ry Incorporate this designinto the overst buildingdeslgn. Bmdng lndiomed is to prevenlbucNirg oflntlMduN hussmivandtorchoN members only. Additional temporary and permanent track, MiTeW Is always required for stability an to prevent collapse with possible personal injury and property damage. Forgenarelguidanceregardirg0re retention, storage, de6very, erecmn and brachgo(busses and Wsssystems, see ANSWRI quality Cdfcris, DSB49 and BCSI Building Component 6904 PaM1a East Blvd. Safefylnformat/on available Wm Truss Plate Institute, 218 N. Lee Smsi Suite 312. Alexandna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply 299 T17089646 M11412 GRA HIP 1 1 �CARLTON Job Reference (optional) .Chambers Truss, Inc., Fort Pierce, FL 8.130 Is Mar 11 2018 MTek Industries, Inc. Fri May 17 09:24:53 2019 Page 2 ID:kFvnsnOwY4192h0_nM3lceylJ9g.YHS3dy6s9NdKrd9mbmOyhfmd4A1vAZOAP9goFezFeB8 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=54, 16-19=-20 Concentrated Loads (Ib) Vert 3=-137(B) 5=1 03(B) 7=-137(B) 14=-49(B) 15=.389(8)10=-389(B) 11=-49(B)22=-103(B)24=-103(B)26=-103(B)27=-103(B)28=-103(8)29=-103(B) 31=-103(B)33=-103(B)34=-49(B)35=-49(8)36=-49(B)37=49(191)38=-49(B) 39=-49(B)40=-49(B) A WARMNG• Verifydasu spararneims andB NOTES ON THIS ANDINCLUDED MBIXBEFEttENCEPAGEM0-TQ3ree. fiVQY1016BFRI1tE USE Design valld serves onlyw MiTek®connectors. This design is based only upon parameters shovm, and Is for an IndlAsual building component, not a truss system. Before use, Me building designer must vedty e, applicability of design parameters and properly Incorporate NIs design into Me ovemli bnlldingdesign. Bmdngindicatedis Wo WntbucWlrgofind dualMwmbandbrctoNmembenonly. Atl MIsinglempormyandpermanentbraGng M!Tek• Is aWays required forstaDtbty and W prevent mgapsa Wth possible personal injury and property damage. For general guidance regardiall Me fabrication. storage, delivery,erection and trading ofirusses and truss systems, see ANSIRPIf OuaUty Wtteda,DSB-89and SC iBuilding Component 6904 Parke East Blvd. Safefyin/mmation evaiiabie from Truss Plate Institute, 218 N. Lee Street Suite 31Z Almandda, VA 22314. Tampa, R U610 Job Truss Truss Type Orly Ply 299 T17089647 M11412 J2 MONO TRUSS B 1 �CARLTON Job Reference (optional) . Chambers Truss, Inc., Fad Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fit May 17 09:24:54 2019 Page 1 ID:kFwsnOwY419Zh0 nM3lc6ylJ9g-0T?RrH7URhIBDnky9UvBEtJwBaWwDKJepaLn4zFeB7 1-0-0 2-0-0 114 2-0-0 Scale =1:7.8 3x4 = 2-0-0 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vast Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matra -MP Wind(LL) 0.00 7 >999 240 Weight 8lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Holz 2=67(LC 12) Max Uplift 3=-27(LC 12), 2=-136(LC 12), 4=3(LC 9) Max Grav 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-M oc lauding. BOT CHORD Rigid ceiling directy applied or 10-0-0 ac bracing. NOTES- 1) Wind: ASCE 7-10; Vult-165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf, h=12ft; 3=59ft; L-36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This buss 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 6t between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 to uplift at joint 3, 136 lb uplift atjoint 2 and 31b uplift at joint 4. Thomas A. Alban! PE No.39386 MTak USA; Inc. FL Cad 6634 6904 Parks East Blvd. Tampa FL.33610 Data: May 17,2019 AWARMNG-VWfy JeslgnparamaNsand NFADNOMSONMSANDINCLUDFDfAfEKREFFRENCEPAGEANI-7Q3rev. 101132015BEFOREUSE Design valid for use only wish MiTnexconnectms. This design is based only upon parameters shown, and Is for an individual Wilding component, not �'• a Wss system. Serum use, rue building designer must vestry rue appreatU y of design parameters and propeM incorporate this design into the overall bulldmgdesign. Racing Indicated is W prewstbuck6ng ofindividual truss web andlorchord members only. Additunaltemporeryandpermmentbrecing MiTek• Is always required formability and be prevent coliapsewith passible personal lnllwmd pmpeM damage. ForgenealguidsmosmaNirgrue fabrication. storage, delivery, ereckm and basing oftrmses and Wes systems. see ANSI/7P11O.iyC Wa,DSB-99wdBCSIBuilding Componmt 6904 Parke East Elva. Sanerylnfcrmagon available hum Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory Ply T17089648 M11412 J4 MONO TRUSS 8 1 �CARLTON219 Job Reference (optional . Chambers Truss, Inc., Fort Pierce, FL 3.4 = 8.130 s Mar 112018 MiTek Intlustnes, Inc. Fn May 11 uu:z4:04 zulu rage 1 ID:kFvnsrOWY4192hD_nM3lc6ylJ9g-OT?RrH7URhlBDnky9UvBEtJt6aSFvDKJepaLn4zFeB7 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (loc) kde8 Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Maya -MP Wind(LL) 0.02 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=87/Mechanica1, 2=204/0-8-0, 4=49/Mechanical Max Hoe 2=10112) Max Uplift 3=-77(LC 12), 2iiii LC 12), 4=-7(LC 12) Max Grant 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -AU forces 250 (lb) or less except when shown. Scale=1:11.1 PLATES GRIP MT20 244/190 Weight: 14 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3Apsf; h=12ft; B=59ft; L=36ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-0-0 to 2-7-3, IntedoKl) 2-7-3 to 3-104 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 771b uplift at joint 3, 159 lb uplift at joint 2 and 7lb uplift at joint 4. Thomas A Albin! PE No.3936D MiTek USA; Ind FL Celt 6634 69114 Padre East Blvd. Tampa FL 33610 Data: May 17,2019 A WARMND- Vent' deslgnparamefers antlRE4DNOWS ON TWSAND INCLUDm MIrE0<0iEFFFENCEPAGEM1fi rar. 10'pY301SBEFDRE USE Design valid for use andywim MiTek® connectors. This design is based only upon parameters shown• and is bran individual budding component, not a truss system. Before use, the building designer must verily the applastod ty of esgn parameters and repay incorporate this design Into the overall buildingdodgn. Bracing indicated is to buckling ofinumdual Was web artier chord members only. Adduced temporary and permanent bracing MiTeIC prevent is always required her stability and to prevent ceffixecWth possible personal injury and preprary damage. Forgenemlguidancoregandegme fabdcotual. storage.delivery• erection and bracing ofousses and truss adders, see ANSITPH Oualiry Criteria, DS"9 and BCSI Building Component fens Palle East Blvd. Seyerylefarnmi available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job uss Truss Type Ply CARLTON 299 T17089649 M11412 TJ6 MONO TRUSS �Qty 8 1 Job Reference a 8onal -Chambers Truss, Inc., Fort Pierce, FL a. Jos mar I LV IO MI I eR 111YU>Uieq nn.. r ID:kFvnsnOwY419Zh0 nM3lc6ylJgg-UgZg2d86C?t2mJ8iBQRn4s2Dzg9egaT5TJvJWzFeB6 Scale =1:14.6 3.4 = 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ndefl Ud TCLL 20.0 Plate Grip DOL • 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 BCLL 0J) ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.11 4.7 >639 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Hom 2=140(LC 12) Max Uplift 3=-129(LC 12), 2=-192(LC 12), 4=-8(LC12) Max Grav 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. PLATES GRIP MT20 244/190 Weight 201b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or6-M oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft L=36ft; eave=5ft: Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2)-1-0-0 to 2-7-3, Intedon(1) 2-7-3 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumentwith any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1291b uplift at joint 3, 1921b uplift at joint 2 and 8 lb uplift at joint 4. Thomas A Albani PE No.3938D MITek USA, InciFL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date; May 17,2019 WARNING.Vedy, deslgnpammefers andREADNOTES ON THIS ANDINCLUDED MREKREFERENCEPAGE111II-7473rev. 1IgVV1015BEF0REUSE Design valid for use onl iN MITaW connectors. This design is based only upon parameters st,am, and is for an individual building component, not a Imss system. Belpre use, the building designer must verify the applicability of design parameters and properly incomorate this design into the overall buildingdesign. Bracing Indicated is to preventbucidr,ofindodual Wssweb anierchommembers only. Addidonallempormy and permanent lending is always re9uired forstability and to prevent callapse with possible personal injury and property damage. Forgenemlguidanosmigardingthe fabdoni storage, delivery erection and bracing of busses and buss syatems, see ANSI Pl1 Oualdy CriteNa.OSB-a9 and SCSI Building Component Safetyrnrarmarion available fmm Truss Plate Institute, 218 N. Lee Sbeet. Suite 312. Alexandria. VA22314. 6904 Parke East Blvd. Tampa, FL W610 Jab Truss Truss Type Oty Ply 299 T170B9650 M 11412 �J8 MONOTRUSS 11 7 �CARLTON Job Reference r0oflonall -cnamoers Imes, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industnes. Inc. rn May 1 r ue:24:015 2D1B Page 1 ID:kFvnsnOwY41gZh0_nM3lc6ylJ9g.ys7CGz8kzl7vT5uLGuxgJlOgwN64N7pc573SryzFeB5 Scale=1:17.4 3x4 � 4 _ Plate Offsets (X Y)— (2:0-3-14 0-1-81 LOADING (psf) SPACING- 2-M C5l. DEFL. in (loc) Odefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 2441190 TCDL 7.0 Lumber IDOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight 26 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=188/Mechanica1, 2=348/0-8-0, 4=99/Mechanical Max Harz 2=178(LC 12) Max Uplift 3=174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Grev 3=195(LC 17), 2=348(LC 1), 4=141(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=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft L=36ft; eave=5ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1-.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf botom chord live load nonconcument withany 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3, 2261b uplift at joint 2 and 13 Ib uplift at joint 4. Thomas A. Albin! PE No.39380 MiTek USA, Inc, FL Cad 6634 61 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 • AWARMNG-Veri/ydesign pammuctersamIREIONOTES ON ThUSWDINCLVDE0M1BTal( ERENCEPAGEW1-7473.. 1011342015BFFOREUSE Design valid for use only with MiTeIlig, connectors. This design is based only upon parameters shown, and is for an In lMdual building component, not ��• a truss system. Before use, Me buying designer must very Me applim iy of design parameers and property Incorporate IMs design into the overall buildNgdesgn. Bracing indicated is to prevent buckling ofindNdual truss web andborchoN members only. Additionaltemporaryandimnarentbmcog MiTek' issMapmqubedbrst hliymdtopreventwllapsewthpossibiepemondinjuryaMpmperlydemage. Forgenemlguidancoregardingahe fab4catlon, storage, delivery erection and bracing of busses and Mass systems, see ANSUrP/f Ovaflry Cools, MEna? antl SCSI Building Component 6904 Parke East Blvd. Saretylnformation available from Tuns Plate Insfl t , 218 N. Lee Street Suite 312. Alezandda. VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply CARLTON 299 T170B9657 M11412 JAB MONO TRUSS 11 1 Job Reference o tional .Chambers Truss, Inc.. Fart Pierce, FL 3x4 = 8,130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:56 2019 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-ys7CGzBkxi7vT5uLGuxgJ109PN6PN7pc573SryzFeB5 Scale=1:17.2 Plate Offsets (X,Y)- [2:0-1-14 Edge] - -- LOADING (pi SPACING- 2-0-0 CSI. DEFL. In (loc) 1/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.58 Vert(LL) -0.13 4-7 -721 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4-7 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rda n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight 26 to FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Hoa 2=175(LC 12) Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4=-13(LC 12) Max Gmv 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or6-M oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 Be bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterict -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-84 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.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 170 lb uplift at joint 3, 2231b uplift at joint 2 and 13 lb uplift at joint 4. Thomas A. Albani PE No.S9360 MiTek USA, Inc: FL Cad 6634 6904 Pads East Blvd. Tampa FL 33610 Ogle; May 17,2019 AWARMNG-Vcv/fydes/gn parameters and READNOTESONTWSANDINCLUDEOMRENREFERENCEPAGEMII.7473 rev.lW3l2a/5HEFOREUSE Design valid for use only with MTees ocnnedors. This design Is based onlyupon parameters shown, and is for an Individual Wilding component. not ��• a Wss system. Before use, to building designer must vany Ne applicability of design parameters and properly Inmryorate Nis design into the overall Weingdesign. Smdng Indicated is to prevent W irN ofindivdual Wei andhorchord members only. Additional temporary and permanent bracing MiTek' is skates required forstabiliy and to preventoollapsewth possible personal injuryand properlydamage. Forgeneralg0danceregardingthe fabrication, storage. delivery erection and loading oftresses and truss systems, see ANS/RP/1 Ouelay Craeda, DSB-a9 and BCS1 Building Component 6904 Parke East Blvd. Safety Information ovals from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply CARLTON 299 T17089652 M11412 KJ8 MONOTRUSS 2 1 Job Reference o gonal Chambers Truss, Inc., Fort Pierce, FL 10 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:57 2019 Page 1 ID:kFvnsnOwY4192h0_nM3lc6ylJ9g-02haTJ9Mkc7m4FTXgcSv VxOynWn6VRKno00PZFeB4 2.83 12 3x4 = 122 Scales tI 13 14 6 15 II�3A 2x3 II 3x4 = 3x4 5 7.2.7 11-0-12 1130 r 7.2-7 J 340-5 0-2 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 5 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight 441b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanlcal, 2=46210-11-5, 5=406/Mechanical Max Horz 2=178(LC 8) Max Uplift 4=102(LC 8), 2=-187(LC 8), 5=118(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=-866/230 BOT CHORD 2-6=234/833, 5-6=-234/833 WEBS 3-6=0/287, 3-5=913/257 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 1021b uplift at Joint 4, 1871b uplift at joint 2 and 118 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ito down and 58 Ito up of 2-11-0, 391b down and 58 Ito up at 2.11-0, 8 lb down and 101 Ito up at 5-8-15, 8 Ito down and 101 Ito up at 5.8-15, and 42 Ito down and 143 Ito up at 8-6-14, and 42 Ito down and 143 Ito up at 8-6-14 on top chord, and 47 lb down and 28 Ito up at 2-11-0, 47 lb down and 28 Ito up at 2-11-0, 47 Ito down at 5-8-15. 471b down at 5-8-15, and 31 to down and 14 lb up at 8-6-14, and 31 lb down and 14 Ito up at 8.6-14 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=54, 5-7=-20. Concentrated Loads (Ib) Vert: 10=80(F=40, B=40) 11=-2(F=1, B=-1) 12=-83(F=-42, B=42) 13=14(F=7, B=7) 14=-20(F=-10. 13=10) 15=40(F=25, B=-25) Thomas, A Albani PE No.39360 Mi rok USA Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 AWARNING-Verity design parameters and READNOTES ON TRISAND INCLUDIDIIVT rIEf£RENCEPAGEM-74r3rev. f4'03/2016 BEPoRE USE Design valid for use odywiN MileMO connectors. This design is based call upon parameters Sena m. and is for an IMividual building component, not �'- a truss system. Before use. to building designer must venfy the appiicetillty of design parameters and properly Inmepmete this design Into 09 overall buiidingdesam, among Indicated is to prevent bucMirgoflMWdualtrusew bandiarclordmembemonly. AONtbnstemporzryendpermanentbreclog MiTek' is ahvays required torstaturly and to prevent collapse WM possible personal hJury end property damage. Forgeneral gundanceregs sing ale fabrication, storage. delivery erection and bracing of busses and truss systems, see ANSNIPN Duality Criteria, DSB-69 and SCSI Building Component 6904 Padua Best Blvd. Sakeylnkrmatlon evaileb,lle fmm Truss Plale instWte, 218 N. Lee Sheet Suite 312, Ml mdda. VA 22314. Tampa, FL U610 Job Truss Truss Type Guy Ply CARLTON 211 T770B9653 M11412 KJAB �MONOTRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:58 2019 2.83 12 3a4 12 Scale=1:19.9 13 14 6 15 5 2a3 II 30 = 3a4 = 6-10-0 11-0-3 6-10-0 4-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.06 6-9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 Rep Stress beer NO WB 0.34 Hoa(CT) 0.01 5 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 4=106/Mechanical, 2=447/0-115, 5=385/Mechanical Max Horz 2=175(LC 8) Max Uplift 4=-107(LC 8), 2=321(LC 8), 5=-202(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-846/526 BOT CHORD 2-6=-520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5=-884/565 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=5911; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chard and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 4, 321 lb uplift at joint 2 and 202 lb uplift atjoint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 581b up at 2-11-0. 39 It, down and 58 Ib up at 2-11-0, 8 lb down and 101 Ib up at 5-8-15, 8 Ile down and 101 lb up at 5-8-15, and 42 lb down and 143 Ib up at 8-0-14, and 42 lb down and 143 lb up at 8.6-14 on top chard, and 31 to up at 2-11-0, 31 to up at 2-11-0, 10 lb down and 30 lb up at 5-8-15, 10 lb down and 30 lb up at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 141b up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (Ib) Vert: 10=80(F=40, B=40) 11=-2(F=-I, B=-1)12=-83(F=-02, B=42) 13=14(F=7, B=7) 14=20(F=10, B=-10) 15=-50(F=-25, 8=-25) Thomas A Altiani PE No.39360 MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 AWARNIMG- Verfydesignpvammo s andRFAONOIES ON MISANDINMUDEDagrE( REFERENCEPAGEN9.703 rev. 10,0=1519fao) FUSE Design valid for use any MM Masitoconnecton. This design is bused only upon parameters sl,uvm, and is for an individual bullring component net �t• a truss system. Before use, tie building deslgnermust vent' the applicability of designparameters and prepay Inmryorate this design Into the overall buildmgdeslgm Bracing Mdicoted is to preventbucklig oflraividualbussweb arMarchord members only. Additional temporary and permanent bracing MiTek' Is always m9uired for stability and to prevent collapse with possible personal injury and property damage. Forgenemlguidanoeregardingthe fabrication, storage. leavery� erectbnand brotlngol Mosses and busssystems,see ANSUIPIIONaIrty WHerfa.DS8-a9and BC518ufldiag Component 6904 Pane East BIW. Sareylnfamaf/on available M1om Tnrsa Plate Insuase. 218 N. Lee Street. Suite 312. Alexandra. VA 22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION " Center plate on joint unless x, y 4 offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to bath sides of truss NIS and fully embed teeth. 0-11 r For 4 x 2 orientation, locate plates 0- 1,d' from outside Numbering System II 648 II dimensions shown In ft-in-sixteenths I I (Drawings not to scale) 1 2 3 TOP CHORDS c1-2 c2a WEBS cur 4 K ° O a yv°p U 0 cra ca-r csa F. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. BOTTOM CHORDS edge of truss. 8 7 6 5 5. Cut members to bear lightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. Plate location details available in MiTek 20120 software or upon request. NUMBERSILETTERS. 8. UNess otherwise noted, moisture content lumber shall not exceed 19 % at time o((ahrication. PRODUCT CODE APPROVALS 9. unless expressly noted, this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that /tBRACING Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless Otherwise shown. specified. 13. Top chords must be sheathed or pudins provided at output. Use T or I bracing spacing indicated on design. Y if indicated. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but @ 2012 MiTek@ All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. __ W 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSIITPII: National Design Specification for Metal 19. Reviewall portions of this design (front, back, words Plate Connected Wood Truss Construction.W1 and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. a is not sufficient. BCSI: BuildingComponent Safe Information, P Safety MiTek 20. Design assumes manufacture in accordance with g Guide to Good Practice for Handling, ANSIrtPI 1 Duality Criteria. Installing & Bracing of Metal Plate . Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015