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HomeMy WebLinkAboutTRUSSMiTek® RE: M11412 1AITek USA, Inc. CARLTON 299 6904 Parke East Blvd. Tampa, FL 33610.4115 Site Information:' Customer: - Wynne Development Corp -'Prof act Name: M11412 Lot/Block: Model: Sterling „Address; unknown Subdivision: City: St Lucie C6unty State: FL General Truss Engineering Criteria & Design. Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 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 at 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 _ _® jy 7 T17089642 ata 5J17/2019 I �� 8 T17089643 sib 5/17/2019 �j 9 T17089644 are 5/17/2019. 10 T17089645 bha 5/17/2019 11 T17089646 gra 5/17/2019 REVIEWED ► OR 12 .. T17089648 j2 5/17/2019 CODE COMPLIANCE 13. T17089648 j4 5J17/2019 14 T17089649 j6 5/17/2019 ST. LUCIE COUNTY 15 T17089650 j8 5/17/2019 16 T17089651 jab 5/17/2019 B®CC 17 T17089652 kj8 5/17/2019 18 T17089653 kja8 5/17/2019 SCANNED BY St. -Lucie County The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision - p�%0tp4 t t t based on the parameters provided by Chambers Truss. ��) Truss Design Engineer's Name: Albani, Thomas �%% 0 My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 N 9 0 C IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineernamed is licensed in the jurisdiction(s) identified.and that the designs comply with.ANSIrrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were O'.•• T O F : �Q given to MiTek. Any project specific information included is for MiTek � � customers filereference purpose only, and was not taken into account in the preparation of O 10 PN applicability,these designs. MiTelk has not Independently verified the the ''71 �, setygpub�g/building 'soNt,houldven'ty applicability of design parametersandpropeyncorpom incorporate desinstl� into the overall building design per ANSIrrPI 1, Chapter 2. Thomas A AlbantPA0.39360 Mrrek USA, Inc. R. cart 6634 6904 Parke East Blvd. Tampa R. 33610 May 17, 2019 nr•• 1 of 1 Albani, Thomas Jots' Truss Tmss Type pry Ply 299 T17089636 M 11412 A SPECIAL 1 �CARLTON 7 Job Reference (optional) GnasnDers I as, Inc., ran Pierce. FL a.13U S Mar 11 2016 MITek Indicating, Inc. Fn May 1 f Ua:24:42 2U19 Page 1 ID:kFvnsnOwY4192h0_nM3lc6ylJ9g-NAHvKB_yGTEurulpeSyhNlLphFkDO5a9YtxgjMmzFeBJ 1-0-6 8-0-0 p-10-0 13A-0 19-b3 2fi-2-0 f, 2a-9-0 36-0-0 37-0-0 1A-0 3-10-0 5-93 63-13 2-7-4 7-2-12 -0-0 Scale =1:63.0 5x8 = 5xl2 MT1 OHS = 4.00 12 3x6 \\ 4x5 = 4x6 = 4x5 = 3 4 2d 255 6 7 26 27 8 3x4 �1 16 15 ^%a 3x4 = 3x6 = 3x4 = 5.8 = 200 12 4x10 = 9-10-0k I H 19-5-3 24-fi-0 i 26 P-0 364-0 Plate Offsets (X Y)— r2:0-0-2 Edgel [4:0-5-4,0-2-81, 16:0-3-0,Edge] 18:0-9-0 0-2-8] 110:0-2-10 Edge) r15:0-1-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeff L/d 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) -1.3413-14 >321 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matlix-MS Wind(LL) 1.01 13-14 -428 240 Weight: 161 lb Fir =20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except' TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling direcey 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 Flom 2=-119(LC 10) Max Uplift 2=-846(LC 12). 10=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3338/2212, 3-0=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=-3307/5216, 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: Vul1=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf, h=1211; B=59ft; L=36ft; eave=5ft; Cat. II; Exit C; Encl., GCpi=0:18; MWFRS (directional) and C-C Exter'll-1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 37-M 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 truss has been designed for a 10.0list bottom chord live load nonconcunent 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)10 considers parallel to grain value using ANSVfPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8461b uplift atjoint 2 and 846 lb uplift at joint 10. Thomas A Albadi PE No.39380 MITek USA, Inc. FL Carl16634 ' 6904 Pelke East Shad. Tampa FL.33610 Dater May 17,2019 AWARMNG-VerhydeY9npvameleeanEREADNOT ONMSMDINCLUBEOM?IXREfERENCEPAGEMO-7l3w.. IM3 015BEFOREUSF Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �'• a truss system. Before use, the building designer must verify the appllcaallity of design parameters and properly incorporate this design Into the overall buildingdesign. BremngindlratedaWprevent bv&IIMofindivdualtruss web endNrChordMembers only. Additional temMmgand permanent b,acing MiTek' Is always required for stability and to prevent collaraewith possible personal Injury and property damage, For general guidance regarding Me fabdwtion,sbra3e,delivery, erectunaelbr4cing ofuri andbusssystems.see ANSI/fPlf Oualffig CrOerla, DS849 and SCSI Building Component 6904 Parke East Blvd. Saferylnformaf/on wasTome 1mn Tmss Plate Ins9NIe. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job' ' Truss Truss Type Cry Ply CARLTON 299 T17089637 M11412 Al SPECIAL 1 1 Job Reference o lional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MTek Industries, Inc. Fri May 17 09:24:43 2019 Scale =1:63.0 5x6 = 4.09 12 4 22 3x8 = 5.6 = 5 23 6 14 ._ 3.4 II axe ram 3x6 = 3x4 — 5x6 = 2.00 12 410 66-0 13-0-0 18-7-0 24E-0 2814 36-0-0 86.0 5-2-0 441-0 5-10-12 4-0-0 7-2-12 Plate Offsets (X Y)-- (2:0-0-2 Edgel, 18:0-2-10,Edue1 (13:0-3-0 0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.58 11 -749 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.0711-12 >402 240 MTi8HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(CT) 0.40 8 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wmd(LL) 0.80 11 >541 240 Weight 163 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Raw at micipt 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(lb) or less exceptwhen 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=239913926, 11-12=-2400/3924, 10.11=-3499/5680, 8-10=3492/5669 WEBS 3-14=-404/391, 4-14=-507/777, 4-13=151/409, 5-13=1376/890, 5-11=-557/1048, 6-11=-849/1449, 7-11=6411463 NOTES- 1) Unbalanced roof live loads have been considered far this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.0psh h=12ft; 13=59f1; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteror(2)-1-0-0 to 2-7-3. Interior(1) 2-7-3 to 37-M 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 panting. 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-M tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 8 considers, parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of Cross to bearing plate capable of withstanding 846 lb uplift at joint and 846 lb uplift at Joint 8. Thomas A. Albin] PE No:L9780 Ill ektJSA; Inc• FL Cart, 6634 6904 Parke East BNd. Tampa FLD3610 Gatsr May 17,2019 AwA mG-VedfydeslgnpardmereisandREAONOTES ON TMSANDINCLUDWI REff CEPAGENI-7V3re.. lrvaarasSBEFORE USE Design valid for use oNywfth MiTeIsc connectors. This resign is based only upon parameters shown, and Is for an IndrAdual building component, not , ��- a buss system. Before use, the building designer must verily Me applicability of design parameters and properly incorre ate 81s design into Me oveall buildingdesign. Bracing indicated is to prevent buckling ofinumdual Miss web mudibuchom members only. Additunal temporary and permanent bracing KWIC Is always engaged for stability and In prevent collapse wrM possible pereard Injury and properiYdamage. ForgenereIguldanceregancirgthe recreation, storage,delivery, erec5an and baring of trusses and buss systems, see ANSITPlf Qualify Crifeda,DSO-89 and SCSI Building component 6W4 Parka East Blvd. Safelylefurmmlon available from Truss Plate Institute,218 N. Lee Sol Suite 312. Alevandrle, VA 22314. Tampa,FL 36610 Job' , I Tmss Truss Type Ory Ply CARLTON 299 T17089638 Mil 12 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss. Inc., Fort Pierce, FL 8.130 s Mar 112018 MTek Industries, Inc. Fri May 17 09:24:44 2019 Page 1 ID:kFvnsnOwY4192h0_nM3lc6yIJ9gJYPg117Coc000Fz1 ZNjrgmu6RYvxZXarKF9gOfzFeBH ".0 1 40 I 822-I 2-0-0 294 36-0-0 '7 f830 35-0-0 4--0-0-0 24-22-0-0 20 4-0 -0-q 7.2-12 1-0-0 5x6 = a no fs 3.4 = 5x6 = 5 6 4x6 0 Scale=1:63.0 15 14 /xtl Mlltlrll' _ 3.6 = 3.4 II 5x6 = 4x10 = 2.00 12 133-0 22-2-0 24-0-0 28-9� 6-0-0 3 M84i-0 5-2-0 84i_a 2_4-0 434 7-2-12 Plate Offsets (X Y)- T2:0-U Edgel f9:0-2-10 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ven(LL) -0.5511-12 >779 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.0311-12 >419 240. MT18HS 2441190 BCLL 0.0 Rep Stress lncr YES WB. 0.72 Holz(CT) 0.39 9 n/a rda BCDL 10.0 Cade FBC2017/RPI2014 Mobil WincILL) 0.7711-12 >564 240 Weight: 1671b 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 or 2-7-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. REACTIONS. fib/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Hom 2=163(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-3359/2129, 3-4=-2661/1761, 4-5=-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, 1t-12=-3433/5679,9-11=-3426/5669 WEBS 3-15=0/295, 3-14=-807/566, 4-14=354/620, 5-14=-9161581, 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 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; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriur(2)-1-04) to 2-7-3. Intenor(1) 2-7-3 to 37-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp 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 chard live load nonconcumenl 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 atjoint(s) 9 considers parallel to grain value using ANSlrtPI 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 8461b uplift at joint and 8461b uplift at joint 9. Thomas kktuini PE No S380 MTakUSA, Inc FIL Cart 9634 16904 Parke East Blvd. 610 Tampa FL.33 Data; May 17,2019 A IORIANG-Vedly deLgnparsmeMs andREADNOTES ON TMSANDINCLUDFD JIAMEK FFAPNCEPAGEW-703reu. 1Q=!015BEF0BE USE Design valid for use only,01hMITed(g connectors. This design u Eased only upon parameters shown, and is for an IndlNdual building component, not �'- a truss system. Before use, me building designer must verify me appliwbllily of design parameters and pmpedy incoryorste This design Into me overall 7 bwldingdesign. Bracing Indicated is to prevent budding of individualtrusswxbanNorG od members only. Additional tempararyand mernmentbracing WOW Isabveysmqumdbrstabi4lyandb Mre ntmllapse W%po itlepemondinju wdpmpeMdamage. Forgenerelgulcanceregardin the fabdcallor sbmge, delivery ena unn and bracing of busses antl truss systems, see ANSITPH Qualify CAmda, USB-a9 and BC51 Building Component 6904 Papa East Blvd. Safetylon lnforo avaleEletramTrmsPlateinstitute,218N.LeeStreet,Sude312,Alerandrb.VA22314. Tampa, FL36610- JO Truss Truss Type pry, Ply CARLTON 299 T17089639 M11412 A3 SPECIAL 1 1 Job Reference o Iional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MTek Industries. Inc. Fri May 17 09:24A5 2019 a%1 4.00 12 Sa6 = 5x6 = Scale: 3r1611' 15 3x5 3x4 II 5x6 — 2.OD 12 4.10 = - 846-0 13-8-0 20-2-0 24-" 28-94 36-M 8-0-0 I5-2-0 16£-0 14-4-0 4-3-4 _ 7-2-12 Plate Offsets (X Y)— [2:0-1-2 Edge][3:0-4-0 0-3-0] [7:0-3-0 Edgej [9.0-2-10 Edge] LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(ILL) -0.57 11-12 >761 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.05 11-12 >410 240. MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horc(CT) 0.40 9 Na Na BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.7811-12 >651 240 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 BRACING - TOP CHORD Structural wood sheathing directly applied or2-6-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 6-13 REACTIONS. (Ib/size) 2=1386/0-8-0, 9=1386/0-M Max Horz 2=185(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (Ile) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2-3=3371/2103, 3-0=-2633/1707, 4-5=2803/1850; 5-6=2968/1899, 6-8=-537_113290, 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=379f702, 6-13=-2706/1659, 6-12=-1094/1946,8-12=-611/435 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.0psf; h=12ft; B=59N L=36ft; eave=5ft;.Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-0 to 2-7-3, Inledor(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 MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf botom chord live load nonconcumenl 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 atjeint(s) 9 considers parallel to grain value using ANSIMPI 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 8461b uplift at joint 2 and 8461b uplift at joint 9. Thomas A. Albupi PENo.39360 MTek USA, I=FLCeIt 8634 =6904 Parke East BNd: Tampa FL 33610 _ Dat6r May 17,2019 AWARNING-Va/rydeslgnparameresandREADNOMSONTMSANDINCLUDEDMREIr REFERENCEPAGEMLL74Tlrev.f&U2 r5BEFOREUSE Design valid for use only with MTek®conneanrs. This design is based only upon parameters shown, and is for an Individual building compares, not a truss system. Before use, the building designer must verify the app icablity of design parameters and property Incorporate this design Into the overall buiNNgdesign. Bracing Indicated is to prevent budding ofindividual thus web andtachord members only. Addittealtempoaryandpennanentbrecing MiTek' Is always required for stabilityand W prevent collapsewith possible personal lnkoyand property damage. Forgenealguldanceregardi,gthe humuton. storage. delive erection and breeng of trusses and truss systems. see ANSI 11 Qualify CMe fe DS829 sad SCSI Building Co Component 69a4 Parke East Blvd. 5arerylnfwmaflpn avallealefan Truss Plate I.Ve .218N.Lee StreeLSuke312.Alexandda.VAU314. Tampa, FL 36610 Jotr Truss Truss Type pry Ply CARLTON 299 T17089640 M11412. A4 SPECIAL 1 1 Job Reference (colonel) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MTek Industries, Inc. Fri May 17 09:24:46 2019 4.00 12 5x6 = Scale: 3116'=1' 16 15 3x12 3.5 = &4 II 5x8 = 4x10 = 2.00 12 8fi-0 13-8-0 18-0-0 24-0-0 28-9-0 36-0-0 8.6-0 5-2 0 4-0-0 6-0-0 4-3 7-2-12 Plate Offsets (X Y)- f2:0-1-2 Edgel fB:0-3-0 Edgel f10:0-2-10 Edgel N5:0-2-12 0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 2441190 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 lncr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Mallrix-MS WmcI(LL) 0.84 13 >513 240 Weight 170lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Hom 2=-207(LC 10) Max Uplift 2=-846(LC 12). 10=-846(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or2-6-11 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 7-14 FORCES. (lb) -Max. CompJMax.Ten.-Alltomes 250(I1h) or less except when shown. TOP CHORD 2.3=3361/2183, 3-5=2660/1831, 5-6=2458/1735, 6.7=2481/1719, 7-9=-5407/3513, 9-10=-5950/3765 BOT CHORD 2-16=-193113146, 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/l202, 7-14=-3120/2048, 7-13=-1130/1972,9-13=-559/376 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. ,, h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-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 & 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 pelf 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 3-64) tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joints) 10 considers parallel to grain value using ANSIrrPI I 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 Ill, uplift at joint 2 and 846 lb uplift at joint 10. Thomas kAlbeni PE No.79380 1,17ek USA, hoc. FLCor(NU - ' 6904 Parke East BNd. Tampa FL'33610 Data; May 17,2019 AWABMNG-lient" isiparemefes andREADNOTES ONTNISANDINCLUDED JyTE1(BEFERImEPAGEMO7R3rw. 10VaYt01SBEFOBEUSE Design valid for use only with MiTelc® committee. This design is based only upon peremeters shown, and Is for an Individual building compound. not a buss system. Before use, me building designer must w:,ify the appltcabllity of design parameters and unready incorporate Nis design Into Me averal building design. Brecing Indicated is to prevent buckling of sources] tress web moss chard members only. Additional temporary and permanent unions MiTek' Is always required for stability and to prevent collapse wilt possble personal Injury and property damage. Forgenemlguldanceregarogthe t fabrication. storage, delivery, erection and bracing of pusses and truss systems, see ANSUrP/1 Ouatky CMeda, DSB.89 and Sf l Building ComponeM 6904 Parke East Blvd. Sarerylnrormallon available from Truss Plata Institute, 218 N. Lee Sbeet Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ' TNa$ TNSs Type Oty Ply CARLTON 299 T77089641 M11412 AS SPECIAL 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MTek Industries. Inc. I'd May 17 09:24:472019 4.00 12 5x6 = scale=1:61.9 16 15 4x1U = 3.5 = 3.4 II as - 2.00 12 4x10 = 8-6-0 13-8-0 18-0-0 24fi-0 28-9-4 36-0-0 8-6-0 &2-0 4.4-0 6-6-0 43.4 ]-2-12 Plate Offsets (X Y)- 12:0-1-2 Edgel 18:0-3-0 Edgel. f10:0-2-10 Edqel f15:0-2-12 0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 2441190 TCOL 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 FBC2017fTP12014 Matrix -MS Wind(ILL) 0.84 13 >513 240 Weight: 170 lb 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. ill 2=1386/03-0, 10=1386/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (fig) -Max. Comp.IMax. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=3361/2183, 3-5=266O/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 Structural wood sheathing directly applied or 2.6-11 oc pudins. 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=59fb L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exts dor(2)-1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 18-0-0, ExterioK2) 18-" 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) All plates are MT20 plates unless otherwise Indicated. 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) Bearing at joint(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 8461t, uplift at joint 2 and 8461b uplift at joint 10. Thomas A Albbni PE No.38360 MTek OS",;FL Cad 6614 -6904 Parke East Blvd. Tampa FL 33610 Date:• May 17,2019 AWARWNG-Vol/ytleslgnpmamefasandREADNOT ONMSANDINCLUDWMIfEXREFERENCEPAGEMn.7n3m. fa=V15BEF0REDSE Design valid for use only with MITekM mrmectom. This design Is based only upon parameters shown, and Is torso Individual bulls ins component, rat a truss system. Before use. Me buJtlmg designer must verify Me applicability of design parameters and properly Incorporate Nis design into the overall builiingdeslgo. amonglndicatedistopreventbuedirgofindividualumswebmotornon!membersonly. Additional temporary and pemmmentloading WOW Is always required for stability and to prevent corapse with passible personal Inlury and property damage. For general guidance regarding Me lebdcotion,storage. delivery, erection and brooms of trusses and buss systems,see AN51?Plf Quality Crdetla,05&99 antl SCSI Bufldfng Component on 6904 Parke East Blvd. 5alelylnramaf evagebie from Truss Plate InsaN[e, 218 N. Lee sheet. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Joti Truss Truss Type Oty, Ply CARLTON 299 T17089642 M11412 ATA COMMON 7 1 Job Reference o tional Chambers Indies, Inc., Fort Fierce, FL 8.13U a Mar 11 ZU1a MI I ek Indusnlee, Inc. Fn May 11 UV:114:45 ZU1B rage 1 ID:kFvnsn0wY419Zh0_nM3lc6ylJ9g-BJeAaE2jn?2VSHoo0on c3p79XDVMSRFl71ZQZFeBD M-0 8-1-1 13-10-2 "A" 22-1-14 27-10.115 36-0-0 37-0-Q -0-0 B-1-0 S9-0 4-1.14 4-1-14 F 59-1 I 8-1-1 -0-0 Scale=1:61.0 4.00 12 5.6 = 6 17 '- 15 -- -' 14 '- 12 3x8 = 3.4 II 4.6 = 3.8 = 3x8 = US = 3.4 II 3x8 - 6-1-1 13-10-2 22-1-14 27-10-15 36-0-0 Are n.o_s I rl-aeo ace Aee Plate Offsets (X Y)- r2:0-8-6 0-0$ f10:0-e-6 0-0-81 LOADING (psf) SPACING- 2-M CSL DEFL. in (lot) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.53 Vert(LL) .0.28 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.67 Vert(CT) -0.5914-15 >730 240 BCLL 0.0 Rep Stress lncr YES WB 0.60 HOrz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.3414-15 >999 240 Weight 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-2-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid telling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=143610-8-0, 10=143610-8-0 Max Hom 2=208(LC 10) Max Uplift 2=-796(LC 12), 10=.796(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3544/2053, 3-5=-2824/1651, 5-6=-2817/1766, 6-7=2817/1766, 7-9=-2824/1651, 9-10=-0544/2053 BOT CHORD 2.17=-1812/3323, 15-17=-1812/3323, 14-15=997/2104, 12-14=-1826/3323, 10-12=-1826/3323 WEBS 6-14=-569/1002, 7-14=299/279, 9-14=783/581, 9-12=01271, 6-15=569/1002, 5-15=-300/279, 3-15=-782/581, 3-17=0/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasci28mph; TCDL=4.2psf; BCDL=3.0psh h=12ft; 13=5911; L=36ff; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; IuWFRS (directional) and C-C Extedor(2) -1 -0-0 to 2-7-3, Intenogl) 2-7-3 to 18-0-0, Exterior(2) 18-M to 21-7-3zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib 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 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 3-0-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 7961b uplift at joint 10. Thomas A. AINfil PE No:39380 MTek USA, Inc; FL Cart 66U 6904 Parka East Blvd. Tampa FL.33610 Oster May 17,2019 AwA ,NG-Vedlydes/gnpaameMs.dtl DNOTESON.MSANDINMWMM/TEKREFFJiENCEPAGEMO-7l3rev. ibD12015BEWREQSE Design valid for use only w11M1 MRede connectors. This tlesign Is based only upon parameters shown, and Is for an Individual building component, not ��- a Mess system. Before use, Me building designer must n* Me applicability of design parameters and property inou mome cols design Into me permit buildngdesign Sending Indicated Is to prevent bucidig of individual truss web andbrcholl members only. Addtional lempoody and permanent brading KWIC Is aMWys m4uhed for stability and to prevent Willies wild possible personal injuryand property damage. Forgenerel guidance eegard'veg the fabrication, storage, deliveryry erection and beading of tmsses and Muss systems, see ANS19PH Quality Cat da, DSB-09 and BCSI Building Component 6904 Pale East Blvd. Solenelnfmmaf/on avails Is from Truss Plate InsMMe. 218 N. Lee Street Suite 312, Alexandria, VA22314. Tampa. FL 36610 y Truss Truss Type ply Ply CARLTON@99 T17089643 1412. PM1 COMMON 1 1 Job Reference o lional Gnambers miss, inc.. ton Fierce, FL 5.13U 5 Mar it ZU1s MI felt measures, me. 1­0 May I U9:24A92U111 Scale=1:60.9 4.00 12 5x6 = 3x5 = 3x4 II 3.6 = 6.8 = cars = 3x6 = 3x4 II 3x5 A-1-1 aaen.o 1e9_r 91_1 n, 19_1_14 ozln_15 aan_n 8.1-1 15-9-1 -3-14 6-8-0 0 4 5.94 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) /dell L/d 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 lncr YES WB 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MS Windt-L) 0.1518-21 >999 240 Weight 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at micipt 6-14 REACTIONS. All bearings 0-8-0. (Ib)- Max Hom 2=208(LC 10) Max Uplift All uplift 1001b or less atjoint(s) 15 except 2=433(LC 12), 14=-866(LC 12), 10=240(LC 12) ' Max Grav All reactions 250 lb or less at joint(s) except 2=687(LC 21), 14=1635(LC 1). 10=399(LC 22). 15=349(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All fames 250 (Ib) or less except when shown. TOP CHORD 2-3=1239/757, 35=4371333, 5-6=-432/448, 6-7=-272/773, 7-9=-376/778, 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 for this design. 2) Wind; ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.0psf h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(i) 2-7-3 to 18-0-0. Exterior(2) 18-M to 21-7-3 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.Olb 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 for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I0.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 2=433, 14=866, 10=240. Thomas A. Albi ni PE No.39380 MT& OS4lnc: FL Cori 6634 "6904 Parke East Blvd. Tampa FL,33610 Dalai May 17,2019 AWARMNG-V.Wdeslgnparame..dREADNOTES ON'IMSANDINCLUDMMffiXW tENCEPAGEMI7M..fe'OYl0f5BEFDRE USE Design valid for use only with MITeM mnnecte rs. This design is based onlyupon parameters down, and Is for an IndiAdual building component, not a buss system. Before use. as building designer must verify Ne applicability of design parameters and Papery incoporate cols design into the overall buildingdesign Bracing Indicated 6 to prevent bucldirg ofindiNdual truss web malhor chord members only. Additional temporary and permanerelrsdng MiTek- Is always required for stability and to prevent collapse Win aossible personal Injury and property damage. Forgenerzl guidanw regarding the fabdcotion, storage, delivery, erection and among of trusses and truse systems, see ANS111P11 Dudo, Cr3eda, "114I9 end Best BuIMIng Component 6904 Parke East Blvd. Safelylnrmmeflon amiable from Teas Plate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. Temp., FL 36610 'Truss Truss Type Oty My CARLTON 299T17089644 rM151412. ATC COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:50 2019 4.00 12 5x6 = Scale=1:60.9 3x5 = 3.4 II 3x6 = exit = 6x8 = 3x6 = 3x4 II 3x5 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TP12014 CS1. TC 0.37 BC 0.40 WB 0.68 Matrix -MS DEFL. in (loc) I/deft L/d Vert(LL) -0.10 18-21 >999 360 Vert(CT) -0.22 18-21 >844 240 Horz(CT) 0.02 15 Na Na Wind(LL) 0.15 18-21 >999 240 PLATES GRIP MT20 2441190 Weight 172 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP'CHORD Structural wood sheathing directly applied or 6-M oc purlins. 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 6-14 REACTIONS. All bearings 0-9-0 except (it -length) 14=0-11-5. (lb)- Max Horz 2=-208(LC 10) Max Uplift All uplif -100 lb or less aljoint(s) 15 except2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) - Max Grav All reactions 2501b or less atjoint(s) except2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less exceplwhen shown. TOP CHORD 2-3=1239/757, 3-5=-437/333, 5-6=432/448, 6-7=-2721773, 7-9=-376/778, 9-10=-334/220 BOT CHORD 2-16=-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=-3021279, 3-16=-890/616, 3-18=16/332 NOTES - I) 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 Exterior(2)-1-0-0 to 2-7-3, Inte lor(1) 2-7-3 to 18-0-0, Exlertor(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) 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 for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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 at=lb) 2=433,14=866,10=240. Thomas A Albani PE No,39330 MT& USA, Inc: FCCert 9634 6904 Parks East,Blyd. Tampa FL.33610 0atei May 17,2019 AWARNING•VeMy deslgnpaam0fart McIREADNOTES ON THISANOINCLUD®MIlEHREFE MCEPAGEMII-7M.. 1=311015BEFORE USE Design valid for use only wkh Mr-aW a nnedors. This design is owed only upon parametersshown, and is for an Individual building component not a busssyskm. Before we. the budding designermustverify theappliwbiliry of design parameters and properlyince, ate this resign into the overall beldingdesign. BmdngNdiwtedisteprewntbueMingofindiMdualtmsswebanNarchordmembemonly. Additonaltemporary and permanent brecing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regadirg Me fabrication, storage, delivery, erection and bating of busses end Wss systems, see ANS191elf Quality Criteria, pall and Best Building component Said Parke East Blvd. SafetyInforms(/un available from Truss Plate Institute; 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job ' Tress - Truss Type Oty Ply CARLTON 299 T17089645 M11412 BHA COMMON 1 1 ' Job Reference (op8ona0 Chambers Tress, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:52 2019 Page 1 ID:kFvnsn0vvY4192h0_nM31CByIJ9945uhOc5Dv4VP_Ua213sj9SES6mkoR7t0AV5FiBzFeB9 16-0-0 24-0-0 1-0-0 8-0-0 12-0-0 14-0-0 156.0 18-0-0 20-0-0 22AL221( 1S 26-0-0 360.0 h-0-0-o oa-o 4_D 2u—Ta��l 2-0-o . B- a�� "-o-Ti-0n 1.1.1 Scale: 3r16-=V TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. sxs = 9 12 14 7x10 MT18H5 ]16 5 18 ]x10 1--fl 4.00 12 3x6 5Ex 3 0 1] 20 2 21 1N 1 221 - 28 27 26 25 24 23 3.6 II Us = US= 6x8 = 3.6 II 3x5 `— 3x6.= 3x6 = 8-0-0 15$0 22-10-11 28-0-0 36-0-0 8-0-0 ]4i-0 ]A-15. 5-1-1 8-0-0 Plate Offsets (X Y)— [2:0-0-2 Edne] [3:03-8 Edae] [11:0-3-0 0-3-01, [209-3-8 Edge] [21:0-2-8 Edge] [25:0-3-B 0-3-01 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14.28-31 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.25 23-34 >619 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 HDrz(CT) 0.04 21 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.20 28-31 >909 240 Weight: 208 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12.Do purims. SOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Raw at midpt 20-25 2 Rows at 1/3 pis 3-26 JOINTS 1 Brace at Jl(s$8, 4, 14, 16, 18 REACTIONS. All bearings 0-8-0 except (jt=length) 25=0-11-5. (Ib) - Max Horz 2=-208(LC 6) Max Uplift All uplift 1001b or less atjoint(s) except 2=-583(LC 8), 26=-1557(LC 8), 25=1259(LC8). -v 21=455(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14). 21=757(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473(724, 3-4=213/718, 4-6=-213/718, 6-8=-213/718, 8-10=-213/718, 10-11=213/718, 11-13=213/718, 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=-7061569, 6-7=-307/241, 15-16=-062/372, 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.Opsh h=12ft; B=59ft; L=36ft; eaveiii Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3). Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates. unless otherwise indicated. 5), All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5831b uplift at joint 2, 15571b uplift at joint 26, 1259 Ib uplift atjoint 25 and 455 lb uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical pull representation does not depictthe size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 9671b down and 461 lb up at 28-0-0. and 9671b down and 461 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) 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. Alhi mi PE No.39380 MiTek USA, inc�FL'CeQ6634 ' 6904 Finite East Blvd. Tampa FL.33610 Dale;, May 17,2019 ndard AWANNING-Veriydeslg.p etersendN NOTESON.]WSANDNCLUDWMREKNEFERENCEPAGEMII-7n3rev. 1d011015 BEFORE USE Design valid for use onlywiU MTeM connectors. This design is based only upon parameters shown, and is for an individual buiiding component, not �'• a buss system. Serum use, the building designer must verity the applicability of designpammetem and properly incorporate this design into the overall butich,design. BmcingindiwtedisWpmwntbucUiMolin6vidualWws banNorchordmembemonly. Additbnaltemp mryaMpeimanentbmcing MiTek' is always required forstebility and to prevent collapsewith Possible personal injury and property damage. Forgeneralguidanwregardirglhe fabrication, storage, delivery erection and bracing of trusses and "as systems, see ANNITP11 th agy Geri Diand Best Building Component 6904 Parke East Blvd. Saleylnformatlan available from Tress Plate Insurers, 218 N. Lea Sheet. Suite 312, Alexandria, VA 22314.. Tampa, FL 36610 Job Truss Truss Type - Oty - Ply- 299 T17089645 M11412 BHA COMMON 1 1 �CARITON 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:kFvnsnOwY419Zh0 nM3lc6ylJ9g-45uhOc5Dv4Vr_UaZ13sj9SES6mkoR7tOAV5FiBzFeB9 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pt) Vert 1-3=54, 20-22=-54, 28-29=20, 23-28=47(F=27), 23-32=-20, 3-12=-126(F=-72), 12-20=-126(F=72) Concentrated Loads (lb) Vert: 28=-641(F) 23=-641(F) AWA tw-✓etN desl9n parameters andR NOTESOMMSMDiNCLUO®MBEKREFEBENCEPAGEMII-747Srev. fWW015BEFOREUSE Design valid for use only Win MTek®connectois. This design Is based only upon paameters shown, and is for an individual building component not a buss system. Before use, the building designer must verify tine applicability of design parameters and property imcm orete this design into the overall bwldingdesign. grating indicated1.topreventlomidrgoflndividualtimswebandforChortlmembersonly. Additional temporary and permanentbrzcing WOW Is always required far stability and to prevent collapse with passible personal injury and property damage. Forgenersiguidancoregardingihe fabncagon, storage, delivery , erection and bracing oftrusses and truss systems, see ANWPlf Quality Criferla, OSIL89 and SCSI Blending Component 6904 Parke East Blvd. Saretyhmf mhation available horn Trims Plate InstrMe,218 N. Lee Street. Suite 312, Ala,mmita, VA22314. Temps, FL 36610 Job ' Truss Truss Type Oty CARLTON 299 T17089646 M 11412 �GRA HIP 1 JPly 1 Job Reference a 8onal uni moers I ruse, Inc.. ron Fierce, rL o. IOUs IV16F I ,rn,o Nil I=. in,n,oa—...... ,„,�=y„ 5x8 MITI OHS = 4.00 12 3.4 II 22 23 24 25 4 26 5x8 = 27 5 28 3.4 II 629 30 31 32 33 5x8MT1 OHS = 7 Scale=1:61.9 15 34 14 13 35 36 37 38 12 39 11 40 lU 3.5 = 3.4 11 4x6 = 6,12 = 6x12 = 4x6 =. 3x4 11 3x5 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017fTP12014 CS]. TC 0.71 BC 0.76 W8 0.84 Matrix -MS DEFL. Vert(LL) Ven(CT) Horz(CT) Wind(LL) in (loc) Well L/d -0.21 12-13 >996 360 -0.4412-13 >609 240 0.06 8 Na n/a 0.22 10-21 >999 240 PLATES MT20 MT18HS Weight: 1611b GRIP 2441190 244/190 FT=20% LUMBER- BRACING- - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP No.3'Excepr WEBS 1Row at midpt 3-13,5-13 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 Hom 2=-97(LC 6) Max Uplift 2=292(LC 8), 13=2107(LC 8), 8=-799(LC 8) Max Grew 2=417(LC 17), 13=354B(LC 1), 8=1256(LC 18) FORCES. (lb) - Max. Comp./Max: Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-369/211, 3-4=-1158/2051, 4-5=-1158/2051, 5-6=.2318/1425, 6-7=-2318/1425, 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=-011/569, 7-12=-558/375, 7-10=184/651 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 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 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 292 lb uplift at joint 2, 2107 to uplift at joint 13 and 799 It, uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at 7-10-0, 103 lb down and 170 lb up at 10-0-12. 103 lb down and 170 lb up at 12-0-12, 103 lb down and 170 Ile up at 14-0-12, 103 lb down and 170 lb up at 16-0-12, 103 lb down and 170 la up at 18-0-12, 103 lb dawn and 170 lb up at 19-11-4. 103 to down and 170 lb up at 21-11-4, 103 to down and 170 It, up at 23-11-4, and 103 lb down and 170 lb up at 25-11-4, and 137 lb down and 301 lb up at 28-2-0 on top chord, and 340 lb down and 223 lb up at 7-10-0, 77 lb down and 1 to up at 8-0-12, 77 to down and 1 Ib up at 10-0-12, 77 lb down and 1 to up at 12-0-12, 77 lb down and 1 It, up at 14-0-12, 77 to down and 1 lb up at 16-0-12, 77 lb down and 1 lb up at 18-0-12, 77 lb down and 1 to up at 19-11-4, 77 lb down and 1,I6 up at 21-11-4, 77 lb down and 1 lb up at 23-11-4. 77 lb down and 1 lb up at 25-11-4, and 77 to down and 1 Ib up at 27-11-4, and 340 lb down and 223 lb up at 28-2-0 on bottom chord. The designiselection 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. Albani PE No.39380 IriTek USA;IneiFL"Cent 6634 '-690(Farke East Blvd. Tampa FL.33610 Dater May 17,2019 A wARWNG-witty design paamelea and READ NOTES ON MIS AND INCLUDED MU1WFERFNCEP4GEMl1-7V3 rev. f"32015 BEFORE USE Design vend foruse only with MiTeW connectors. This design is based only upon parameters shown. and Is foran Individual building component, not a truss system. Before use, the building designer must actor me appluxualiy of design parameters and properly in arpoate this design into the overall building design. Bracing indicated is to prevent buckling oftndivilual truss web anduorchord members only. Additional temporary and permanent bracing WOW is axvays squired for stability antl an prevent collapse with passible personal injury and property damage. For general guidance regaNvy the fabrication.storage, delivery. erection and bracing of houses and buss sprains. see ANSI/TP/f OualHy CrileAa, OSB-69 and SCSI Building Component Saieylnhrmation available from Truss Plate nslime, 218 N. Lea Street. Suite 312. Alexandda. VA 22314. 6904 P.M. East BIW. Tampa, FL 36610 Tmss Truss Type Oty PlyCARLTON 299T17089646 rMlbl412. �GRA HIP 1 �1 Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.13U s Mar 11 2U18 MITek Industnes, Inc. Fri May It UB44tb9 ZD19 ✓age ID:kFvnsnO.Y419Zh0_nM3lc6y1J9g-VH53dy6sgNBKcd9mbmOyhfmd4A1vAZOAP9goFe2FeBB 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 (lb) Vert: 3=-137(B) 5=103(B) 7=137(13) 14=-09(B) 15=389(13) 10=-389(B) 11=49(13) 22=-103(B) 24=-103(B) 26=-103(B) 27=-103(B) 28=-103(B) 29=-103(B) 31=-103(B)33=-103(B).34=-49(B)35=49(B)36=-49(B)37=49(B)38=-49(B)39=49(B)40=-49(B) AWARNING-Vedlydeslgnparamefarsand REAONO.TESON.INISANDINCLUOOWA REFEAENCEPAGEM1 7473rev.1hUYt0158EW USE Design valid for use only with MReMeonneclors. This design is hazed only upon parameters sbowr, and is for an individual building monitored, not a truss system. Barre use, We building designer most wiffy the applicability of design parameters and properly incorporate this design !Me the overall buildinidesign. Boving Indicated is 0 prowent tucking, of indmilual Were web andiarchord! numbere only. Additional temp roryandpeimairentbracing MiTeK 6 always required for stability and to prevent collapse with possible personal Injury and pmpeM damage. Forgeneralguldancoregardingthe fabdcotion, storage, delivery. erection and bracing of trusses and Was systems, see ANSgrPl1 Duality Crateda, DSBi antl BCSI Building Component 6904 Parke East Bivd. Safelylahermafion. available from Tmss Plate InsONte 21a N. Lee Street Suite 312, Alexandre, VA 42314. Tampa. FL W610 Job • Truss Tmss Type Oty Ply CARLTON 299 T17089647 M11412 J2 MONO TRUSS 8 1 Job Reference (optional) wamoerS truss, Inc.. tort rleme, rL ...au s Z , my , ,o royo ID:kFvnsnOwY4192h0 nM3lc6ylJgg.OT?RrH7URh1BDnky9UvBEtJwBaWwDKJepaLn4zFeB7 4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(L-) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Verl(CT) -0.00 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/TP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 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 Horz 2=67(LC 12) Max Uplift 3=27(LC 12), 2=-136(LC 12), 4=-3(LC 9) Max Grev 3=40(LC 17), 2=141(LC 1), 4=31(LC 3)' FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:7.8 PLATES GRIP MT20 2441190 Weight: 8lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pur ins. 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=591t; 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 tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Providemechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 3, 136 Ito uplift at joint 2 and 3 lb uplift at joint 4. Thomas A.Albini PE No.30380 MTek USA; Inc;FCCed. Btu `16904 Parke EaagBlyd. Tampa FL 33610 'Oahu May 17,2019 Job Truss Oy ply CARLTON 299 T17089648 M11412' J4 LMONOTRSS 8 1 Job Reference (optional) ..nonio=m uus>, a".. run carve, ri- o.iJu s mar -I1 Zu145 MI I eft industries. Inc. rn may 11 uu:44:04 Zulu rage 1 ID:kFvnsnOwY4192h0_nM31c6ylJ9g-OT7RrH7URhiBDnkygUvBEOt6aSFVDYJepaLn42FeB7 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 TCDL 7.0 Lumber DOL 1.25 BC 0.37 SCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical Max Harz 2=102(LC 12) Max Uplift 3=-77(LC 12), 2=-159(LC 12), 4=-7(LC 12) Max Grew 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown DEFL. in (loc) Vdefl I -Id Vert(LL) -0.01 4-7 >999 360 Vert(CT) -O.D2 4-7 >999 240 Hom(CT) -0.00 3 n/a n/a Wind(LL) 0.02 4-7 >999 240 BRACING - Scale=1:11.1 PLATES GRIP MT20 244/190 Weight 14lb FT=20% TOPCHORD Structural wood sheathing directly applied or 4-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=3.0psf; h=12ft; B=59ft; L=36ft; eave=5ft; Cal II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-M to 2-7-3, IntedDgl) 2-7-3 to 3-10-0 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 pat bottom chord live load noreconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 771b uplift at joint 3, 159 lb uplift aljoinl 2 and 71b uplift atJoint 4. Thomas A.Albani PE No.39380 NRakUSA, I=FLCert 6634 '16904 Parke East Blvd. Tampa FIL33610 Oztei' May 17,2019 A WARMNG-VertrydcV rparamerem andREADNOTESON TMSANDINCLUDW MNp(REFERENCEPAGEMI-IrMra,. IG'0.V2015eEFOREUSE Design valid for use onlywith MTekseco mecto s. This design a based only upon parameters shown, and Is for an indMdual bu /ding mmpanent net �'• a truss system. Before use, Me bustling designer most verify Me applicability of design parameters and peapedly inmryorate MIS design Into Me overall building design. Bracing indicated is to prevent buclJiig of Individual truss web and/or chord members only. Aditeral tempoary and permanent Omens Welk' is allays required forstabildy and to prevent milapsewith possible persons! many and property damage. For general guidance regartlirg Me fabtlwtlon.stooge. tlelive'ry.�drection and bracing of busses and buss systems. see MWITO/10ualay CMWl DS"9 and SCSI Beirceng Component Safetylnfmmat/on 6904 Parka East BM. avallablsteam Truss Plate Institute, 218 N. Lee SmeeL Sete 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply CARLTON 299 T17089649 M11412 J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 112018 MiTek Ineustnes, MC. Fri May I f uu:24:bb Zulu rage I ID:kFvnsn0wY419Zh0_nM3lc6ylJ9g-UgZg2d86C1t2rxJ8iBQRn4s2Dzg9egaTsTJvJ WZFeB6 Scale=1:14.6 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vclefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Verl(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 -652 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horo(CT) -0.00 3 n/a n/a BCDL 10.0 Cede FBC2017fTP12014 Matrix -MP Wmd(LL) 0.11 4-7 >639 240 Weight: 201b FT=20% 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 Ho¢ 2=140(LC 12) Max Uplift 3=129(LQ 12), 2=-192(LC 12), 4=-B(LC 12) Max Grav 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. SOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. NOTES- 1). Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2)-1-M to 2-7-3, Interior(1) 2-7-3 to 5-104 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 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 beading plate Capable of withstanding 1291b uplift at joint 3, 192 lb uplift at joint 2 and lb uplift at joint 4. Thomas XAlbard PENo.39380 NTek�U.SA inb: FLCert6636 `69D4 Parke East Blvd. Tampa FL33610 Dater May 17,2019 AWABMNG.VWfydWgnparamerersandR NOTESONMSANDINCLUDEDMREKREFQtENCEPAGEMll-7a3rev. 1dD3,2015BEFOBEUSE Design valid for use only Win Mtrek9 oormedprs. This design Is based only upon parametersabnvm, and is for an Individual building component. not �'• a truss system. Before use, Me budding designer must verily the applicability of design parameters and properly Incorporate this dean into the overall buildingdesign. among indicated istopreventbucklingofindwidualtmsswebandlmchordmembers only. Additional temporary and permanent bracing MiTek- isslwaysrequlredforstabiliyandlopreventcollapsev4thpossiblepersonalinjuryandpropedy damage. Forgenemlguidanceragarding Oe fabncalm,storage,delivery,eledon and bracing of trusses end buss systems, see ANN91ill Dually Crones, DSB49 and Be& Building Component 6904 Palle East Blvd. Sahylnformation availablefrom Truss Plate Mature,218N. Lee armed. Suite 312, Alexmdna,VA22314. Tampa, FL 36610 Job' Truss Truss Type - Qty Ply CARLTON 299 T17089650 M11412 J8 MONO TRUSS 11 1 Job Reference (optional) Chambers Truss. Inc., Fort Pierce, FL 3x4 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:56 2019 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g.ys7CGz8kzl?vT5uLGuxgJlOgwN64N7pc573SryzFeB5 Scale=1:17.4 Plate Offsets (X Y)- 12:0-3-14 0-1-81 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 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT). -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight 261b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=18B/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Hoe 2=178(LC 12) Max Uplift 3=-174(LC 12), 2=226(LC 12), 4=13(LC 12) Max Gmv 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purling. SOT 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=3.0psf; h=12ft; 5=59ft; L=361t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.1& MWFRS (directional) and C-C Extedor(2).1-0-0 to 2-7-3, Intedor(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 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 2-0-0 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 buss to bearing plate capable of withstanding 174 lb uplift at joint 3, 226 lb uplift at joint 2 and 13 lb uplift at joint 4. Thomas A Albani PE NP:39390 MTek USA, Inc• FL Cliff 6634 '.6904 Parka East Blvd. Tampa FIL 33610 Dates May 17,2019 AwARMMG-VerlydeslgnpmamerersandREA M0O ON rMSAMDIMXUD191MRIXREFFFEMCEPAGEMIPW3rev. laIA32016BEFORE USE Design valid for use oral Mill connectors. This design is based only upon parameters shown, and is for an individual building component, not a buss system. Before use, 0e burdiig designer must vent' the applicability of design parameters and pmpedy incorporete this design mlo the overall buildingdesign. BmdngindimtMistopreventbucBilgofindvdudtmsswebandbrchoNmembersonly. A4dibonaltemporaryand permanent Mac, MiTek' is always repubed forslabiliy and W prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. .delivery. erection and bracing mousses and buss systems, see ANSUrall Quality Crifeda,DSB-B9 and SCSI Building Component 6904 Panic East Blvd. Saretylnformatlon. available from Truss Plate Institute, 218 N. Lee Street, Suite 312,AIamnd a, VA 223l4. Tampa. FL 36610 Job' Truss Truss Type Cry Ply CARLTON 299 T17089651 M11412�JA8 MONO TRUSS 11 7 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 8 Mar 112018 MITek Industnes, Ins. Fn May 1 / U924:bb ZU19 Page 1 ID:kFvnsn0wY419Zh0_nM31c6ylJ9g-ys7CGz8kzl?vT5uLGuxgJI09PN6PN7pc573SryzFeB5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 VeR(LL) -0.13 4-7 >721 360 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Ven(CT) -0.28 4-7 >331 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.24 4.7 >392 240 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 Hoe 2=175(LC 12) Max Uplift3=-170(LC 12), 2=-223(LC 12), 4=13(LC 12) Max Grev 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (lb) -Max. ComildMax.Ten. -All forces 250(Ib) or less except when shown. Style=1:17.2 PLATES GRIP MT20 244/190 Weight 261b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 Do puffins. 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=59f , 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, Intedor(1) 2-7-3 to 7-8.4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gip 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, 223 lb uplift at joint 2 and 13 lb uplift at joint 4. Thomas AAlbani PE No.39380 MITek USA, tnwFL Carl 66U `6904 Parke East Blvd. Tampa FL 33610 Data .May 17,2019 A wARMMG-Visoydesfgn Paramelers and READ NOTES ON THIS ANDINCLUDIDMRIXREFFRENCEPAGE11SO-74l3 rev. id0YMi5BEFOBE USE Design valid for use rely with MITek®cormeclors. This design is based oNy upon parameters shown, and is for an individual building component, not �'- a buss system. Belpre use, Me bulding designer must verily Me applicability of design parameters and pmpedy incoryonau this design into the overall building design. Bracing indicated is to prevent buckling of individual mosswebandurchaN members only. Additional temporary and permanentbracing MiTek- isalwaya remand for stabilit, ad to prevent collapsewith Possible permnal injury and property damage. For general guidance regarding to febnralion, storage, delivery, erearon and boding of trusses and buss systems, see ANSVTPH Qualify Canada, DSB49 and SCSI Building Component 69M Parka East Blvd. Salefylnrmmafion available from Tess Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job' Truss Tri Type Only Ply T17089652 M11412 KJ8 MONO TRUSS 2 1 �CARITON299 Job Reference (optional) ChambersTruss, Inc., Fort Pierce, FL BA30 s Mar 11 2018 MITek Industries, Inc. I'd May 17 09:24:57 2019 Page 1 ID:kFvnsn0wy419Zh0_nM3lc6y1J9g-02haTJ9Mkc7m4FTXgcSv VxOynWn6V0Kno00PzFeB4 3x4 = 2.3 I 3x4 = 5 7-2.7 3-10-5 •0.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft 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 n/a n/a' BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight 44 lb FT=20% LUMBER- BRACING. TOP CHORD 2X4 SP M 30 TOP CHORE) Structural wood sheathing directly applied orb-M oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 SP No.3 REACTIONS. (lb/size) 4=90/10lechanical, 2=46210-115, 5=406/Mechanical , Max Hom 2=178(LC 8) Maz Uplift 4=-102(LC 8), 2=-187(LC 8), 5=-118(LC 8) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(lb) 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 NOTES- 1) Wind: ASCE 7-10; Vult=165ni (3-second gust) Vasd=128mph; TCDL=4.2psF, BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat II; Exit 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 last 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-M 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 102 lb uplift at joint 4, 187 lb 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 Concentratedload(s) 39 lb down and 58 lb up at 2-11-0, 39 lb down and 58 It, up at 2-11-0, 8 Ill down and 101 Ib up at 5-8-15, 8 It, down and 101 lb up at 5-8-15, and 42 It, down and 143 It, up at 8-6-14, and 42 It, down and 143 It, up at 8-6-14 on top chord, and 47 It, down and 28 lb up at 2-11-0, 47 Ib down and 28 Ib up at 2-11-0, 471b down at 5-8-15, 47 lb down at 5-8-15, and 31 Ib down and 14 Ib up at 8-6-14, and 31 lb down and 14 Ib 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=1, B=-1) 12=-83(F=-42,B=-42)13=14(F=7,B=7) 14=-20(F=-10, B=-10) 15=50(F=-25, B=-25); Thomas AAItiSni PE No,36780 MITek USA, Inc: FL Cr rt 6634 69U Parke East BIyd.Tampa FL 33610 te; Da May 17,2019 AWAR, -Ve yd.sgnparanrefersa dRB NOMS ON MIS MD1NCL00®iwTg< FERENCEPAGEW1JQ3rev. 1d012015BEFORE USE • Design valid for use only with MTeW wro ectors. This design Is based only upon parameters shown, and is for an IndMdual beilclng component, not a truss system. Before use, the building designer must very the applicability of design parameters antl properly incorporate this design into Due overall building design. Bracing indicated is to prevent buckling ofIndividual buss web andforchord members only. Additional temporary and permanent bracing MOW is aNmys required forslabilily and to prewmt collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delim% erection and bracing of busses and buss systems, see ANSI/rPH Oua1/ly Cnitda, OS"9 and SCSI Building Component 6904 Parke East Blvd. SaretylnWrmalion available from Tmss Plate Insiders.218 N. Lee Sheet. Sues 312.Alexandea, VA 22314. Tampa, FL U610 Job ' Truss Truss Type city Pry CARLTON 299 T77089fi53 M11412 KJA8 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 11 2018 MITek Industnes, Inc. Fn May 17 09:24:58 2019 Page 1 ID:kFvnsn0wY419ZhO_nM3lc6ylJ9g-vFFyhfA VwFdiP2jOJz8OjUbgBsJry4vYRYZw FeB3 -1-5-0 6.10-0 11-0-3 r 1-5-0 6-10-0 42d i 2.83 12 LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 13 3x4 = 6-10-0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.20 Lumber DOL 1.25 BC 0.23 Rep Stress lncr NO WB 0.34 Code FBC20171TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=106/Mechanical, 2=447/0-it-5, 5=3851MechanimI Max Harz 2=175(LC 8) Max Uplift 4=-107(LC 8), 2=-321(LC 8), 5=202(LC 5) FORCES. (lb) - Mu. 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, 35=-884/565 Scale=1:19.9 12 3x4 14 6 15 2.3 II 3.4 = DEFL. in floc) NdeO Ud PLATES GRIP Vert(LL) 0.06 6-9 >999 240 MT20 244/190 Vert(CT) -0.08 6-9 >999 240 Hord(CT) 0.01 5 n/a n/a Weight 43 lb FT 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu11=165mph (3-secand gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36f1; eave=5ft; Cat. II; Ezp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This Was has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 4, 321 lb uplift at Joint 2 and 202 Ib uplift at joint 5. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 391b down and 58 lb up at 2-11-0, 39 lb down and 58 to up at 2-11-0; 81b down and 101 lb up at 5-8-15, 8 lb down and 101 lb up at 5-8-15, and 42 to down and 143 lb up at 8-6-14, and 42 Ib down and 143 It, up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2-11-0, 10 lb down and 30 Ib up at 5-8-15, 10 It, down and 30 Ib up at 5-8-15, and 31 lb down and 14 lb up at 85-14, and 31 Ib down and 14 It, up at 8-6-14 on bottom chord. The designiselection 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: 1-0=-54, 5-7=-20 Concentrated Loads (Ib) Vert: 10=80(F=40, B=40) 11=-2(F=-1, B=-1) 12=413(F=-42, B= 12) 13=14(F=7, B=7) 14=-20(F=-10, S=10) 15=-50(F=-25, B=-25) ThomasA,Albeni PE Nd.30080 MTek USA, Inc. FL Celt 6634 ' 6904 Parke East Blvd,TampaFL.33610 05ter May 17,2019 li AwA NG-VedryoesfgnparameNnandB NOTESoNTI05AND1NcLuDm M1p1-FXNEFHtENCEPAGEw7a3rev, 11L1)320r5BEFcwum Oeslan vaId �s� only wiN Mneke�wnredprs. Thls doInbbased only upon parameters shown, and is for an lntllNtlual bulMing component not e buss system. Before use, Ne buiIdi,g oesgner must verity No appliaablliN of tlesign parameters antl pmpetly Incorporate this tlesign inro the overall hulloing d-Ign. amcing molwletlbto prevent bucYJing of lntlivitival busawebanNor choN membere only. AtlNtbnal temporary antl pemlanentbadng MiTek' Is always re9uPetl farsUbiliry antlto prevent collapse wl0 posslble personal lnµoyaM pmpeM dam age. For9enerel gultlance regarding Ne fabticalion, atorege, tlelivery,ereNanantl bracing of Wales end Wss systems, see ANSI/rPlf avallty G/lerla, O5BA9 antl BCSl Bulltling Component 6904 PeM1e East BIM. sahrylntormacon available Wm Truss Plate InstlWte, 21a N. Lee abee4 8vik 312.Al.."a. VA 2231d. Tampa, FL 36610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j " Center plate on joint unless x, y 4 offsets are indicated. u6-4'8 dimensions shown In ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1 1 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-bracing, is allays required. See BCSI. TOP CHORDS cra caz 2. Truss bracing must be designed by an engineer. For 0"}1fir 4 wide truss spacing, individual lateral bracesthemselves WEBS qtr may require bracing, or alternative Tor I T of h. p '•� bracing should be considered. O �' ,p71 of 2 O 3. Never exceed the design loading shown and never Inadequately braced trusses. aU stack materials on a0 4. Provide copies of this truss design to the building csa I— For 4 x 2 orientation, locate designer, erection supervisor, property, owner and BOTTOM CHORDS plates 0- Y+e" from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the .JOINTS ARE GENERALLY 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 ANSIrrPI 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. moisture content of lumber 19%noted, shall not exceetl 19 % attime of fabrication. shallUnlen t exceothered 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 ERm3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise Shown. specified. 13. Top chords must be sheathed or pudins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSlfrPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 fit. spacing, or less, if no ceiling is Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but dl� © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16.Donot cut oralter truss member orplate without prior - approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. � 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSIrrPl1: National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss COnSIR101IOn. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ® BCSI: Building Component Safety Information, M 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ITe ANSITPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015