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RE: M11412 MiTek USA, Inc. CARLTON 299 6904 Parke East Blvd. Tampa, Fl- 33610-4115 Site Information: Customer: Wynne Development Corp Project Name: M11412 Lot/Block: Model: Sterling Address: unknown Subdivision: City: St Lucie County State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017frP12014 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 61 G15-31.003, 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 ����1��� 4 T17089639 05/17/2019 5 T17089640 a4 5/17/2019 BAN 1 4 2020 6 T17089641 a5 5/17/2019 7 T17089642 ate 5/17/2019 Perm 8 T17089643 atb 5/17/2019 LucieCountyr 9 10 T17089644 T17089645 ate bha 5/17/2019 5/17/2019 11 12 T17089646 T17089647 gta j2 5/17/2019 5/17/2019 �® PY 13, T17089648 j4 5/17/2019 14 T17089649 i6 5/17/2019 15 T17089650 j8 5/17/2019 16 T17089651 ja8 5/17/2019 FOR 17 T17089652 kj8 5/17/2019 REVIEWED 18 T17089653 kja8 5/17/2019 CODE COMPLI�INCI 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: Albani, 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 certification •that the engineer named is licensed in the judsdiction(s) identified and that the designs comply with ANSVrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek 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 property incorporate these designs into the overall building design per ANSVIPI 1, Chapter 2. 1 of 1 ST. LUCIE BOI 380 9 TAT OF O�c� �4 O R ` 1 �? ,. °SS° -,4A%4���, Thomas A Alban] PE No.39380 MiTek US& Im Ft Cert 6634 6904 Parke rest BW.Tampa R. 336to May 17, 2019 no.- Albani, Thomas Job Thus Truss Type City Ply CARLTON 299 T77089636 M11412 A SPECIAL 1 1 Job Reference (optional) Gnambers I runs, Inc., Fart Pierce, FL r1-0-0 8-6-0 t94o-01 11 -0- 8-&0 1-0-D 3 5x6 = 4.00 F12 3.6 \\ 3 4 24 6 d B.130SMarll2U1BMileklnda neS,InC. Fn May170924:422019 Seale=1:63.0 5x12 Mi18HS = 4x5 = 4x6 = 4x5 = 255 6 7 26 27 6 3.4 0 16 15 4x4 0 3x4 = 3x6 = 3x4 = 5x8 = 2.00 12 4x10 c 9-10-0 13-8-0 1&5.3 24-6-0 2&2-0 36-0-0 eery zavn I s-4a 1 s4Ux3 I kis 1 p-tn-n Plate Offsets (X Y)-- [2:0-0-2,Edae],[4:0-5-4 0-2-8] [6:0-3-0Edgel [B:0-9-0 0-2-81 [10:0-2-10,Edgel [15:0-1-12 0-2-121 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (too) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.94 Verl -0.73 13-14 >595 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.3413-14 >321 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 file n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 1.01 13-14 >428 240 Weight: 1611b FT=20% LUMBER - TOP CHORD 2x4 SP M 30'Except' 6-8: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2= 119(LC 10) Max Uplift 2= 846(LC 12). 10=-846(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD. Rigid ceiling directly applied or 2-2-0oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3338/2212, 3-4=-3134/2132, 4-5=-0441/2388, 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=-0301/5421, 10-12=-3593/5659 WEBS 3-16=527/480, 4-16=-413/669, 4-15=-535f/85, 5-15=-9751/33, 5-14_ 1191111876, 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=4.2psh BCDL=3.Opsf; h=12f ; 8=59ft; L=36N; eave=5ft; Cat. II; Exp C; Encl., GCpi-0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 37-M zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 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-M wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of beating surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84611D uplift at joint 2 and 846 lb uplift at joint 10. Thomas AAlbani PE No.39380 IMek USA, Inc. FL Celt 6834 6904 Padie Fast Blvd. Tampa FL 33810 Data: May 17,2019 - QWA%VING- Verity ded9nparemeh,Fs=dRE4LD NOTES ON MSMDWCLUDEOADiEKREFERANCEPAGEW74M3 V. laVJVa015BEF0RE USE Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an individual bullding component, not a truss system, Before use, the buRding designer must verify me appllcablity of design parameters and property incorporate this design Into the overall building design. &acing Indicated h to buckling of asdvld a toss web and/or chord members orly. Additional temporary and permanent bracing ►Y� Miiek' prevent Is always required for stability end to prevent collapse Win possible personal Injury and property damage. For general guidance regarding Me fabrication, storage. dellvery, erection antl baring of mares and truss systems, weANSVMII Qually CdMb, DS149 and I10316ulding Component 69U Pahe East Blvd. safety mformatbaavailoble from Truss Plate Maputo. 218 N. Lee Street State 312. Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type Oily Ply CARLTON 299 x T77089637 M11412 Al SPECIAL 1 1 Job Reference (optional) Is. i au 5 mar i I m i Is mu eK mpusnes, roc. rn may I r ues4:9 ems race Scale=1:63.0 516 = 4.00 12 4 3.8 = 5x6 = 5 23 6 14 t3 30 II axe u 3x6 = 3x4 = 5.6 z.0otz = 4x10 9E0.I WI 2 18d74 I S24d0 d$Ea! 9 Plate Offsets_(X,Y)— [2:0.0-2,Edge],18:0-2-10,Edge], [13:0.3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 VerbLL) -0.58 11 >749 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.0711-12 >402 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Hors(CT) 0.40 8 n/a n/a BCDL 10.0 Cade FBC2017/rP12014 Matrix -MS Wind(LL) 0.80 11 >541 240 Weight: 163 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 Go 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 IRow at midpt 5-13 REACTIONS. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0 7 Max Hors 2=-141(LC 10) Max Uplift 2— 846(LC 12), 8=-846(LC 12) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3356/2159, 3-4=-3358/2292, 4-5=-2798fl921, 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=a492/5669 WEBS 3-14=-404/391,4-14=-5071777,4-13=-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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=5911; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exlerior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This Cross 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 ANSVrPI 1 angle to grain formula. Building designer should vedfy 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 S. Thomas A.Albani PE No.39380 MiTek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 17,2019 • QWARNING -Verrlytleel9n pammelersdndNEAD NOTES ON IRSANOINCLUOEDEUIEKNEFEFANCEPAGEfles7473rev. fOTY1015aEFONE USE Design valid for use only with Mlre4®connectors. ihls design is based only upon parameters shown, and is for on lndvidual buraing component. not a truss system. Before use. me building designer mustverity the opplicaMity of design parameters and property Incorporate this design Into the overall bulltlingdeslgn.&ocing Ndicated is to prevent bucWhg of individual tnasweb and/or thud members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse witri possaxe personal injury and property damage. For general guidance regarding the tobrlcotica storage, delivery, erection and bracing of Nimes antl truss systems. scoANWrP l Qua pry CtHedo, DS54P and I1051 building Component 69�M Paixe East Blvd. Safety Infeanctlo m,aliable from Truss Rate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL W610 Job Truss Tess Type Oty Ply CARLTON 299 � T77089638 M11412 A2 SPECIAL 1 1 Job Reference optional) Chambers Truss, Inc., Fart Pierce, FL 8.130 s Mar 112018 MiTek Industries,Inc. Fri May 17 09:24:44 2019 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6ylJ9gJYPglt7CocUcOFzI ZNjrgmu6RYvxZXarKFggQfzFeBH 1.0- 8-fi-0 13-10.0 18-0.0 22-2-0 24-6-0 28-9-4 36A -0- S6%0 5-0-0 42-0 4.2-0 2-0.0 4.3.4 7.2-12 4) Scale =1:63.0 5x6 = 30 = 5x6 = 4.00 r 4 5 6 46 C b 15 14 7x8 MT18H5= 3x6 = 30 11 5x3 = 2.0D 12 4x10 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.55 11-12 >779 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ved(CT) -1.0311-12 >419 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Hoa(CT) 0.39 9 We n/a BCDL 10.0 Code FBC2017/rP12014 MaMx-MS Wind(LL) 0.77 11-12 >564 240 Weight: 167111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-7-0.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 REACTIONS. (Ib/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=163(LC 11) Max Uplift 2=846(LC 12). 9=-846(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3359/2129, 3-4=-2661/1761, 4-5=-2445/1690, 56=,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=01295, 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=36111; 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load 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) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846111 uplift at joint 2 and 8461b uplift at joint 9. Thomas A.Albani PE No.39380 MiTek USA, Ine. FL Cad 6634 6904 Parke East BIvQ Tampa FL 33610 Date: May 17,2019 Q WARNING- 14vdYdasl9apaNM.Ia.aad READ NOTES ON WISAND09CWDED MRE1rREFER4NCEPAGEMIN41a rev. 1h04rze15aEFORE USE Design volid for use only with Mli connectors. The design Is based only upon paramoters shown. and Is for an individual budding component, not a truss system. Before use, the budding designer must verity Me applicability of design parameters and papery Incorporate this design Into the overall bulldingdesign. BrachgMdicotedBropreventbuckrvgofirtdMdualhussweba /orUmdmembersoNy. Additional amporory and permanent bracing MiTek' Is always required for stob0lty and to prevent collapse with possible personal injury and property damage. For general guolonce regarding Me fobricatlon storage, delivery. erection and bracing of tosses and tons systems.-eANSUiPl1 Quoddy Ciffi . DSB-89 and SCSI budding Component Safety Mfoenatbnavarable ham Teas Rate Institute. 218 N. Lee Street Suite 312. Alexonario, VA 22314. 69N Parke East Blvd. Tampa, FL W610 Job Truss Truss Type Oty Ply CARLTON 299 T17089639 M11412 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.130 a Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:452019 1n-kW,m nwVAla7hrl nM9lnavl.Ian.nkYlvraNwnToPVr75F4NoPlpvpfl W 7v„M71 Scale: 3/16'=1' 4.00 12 5x6 = 5z8 = 15 US3x4 11 5x8 2.0012 4x10 = = LOADING (psf) SPACING- 2-" CSI. DEFL in (roc) Udetl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ve t(LL) -0.57 11-12 >761 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.0511-12 >410 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.40 9 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.7811-12 >551 240 Weight: 167 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2.6-15 oc purfins. SOTCHORD 2x4SPM30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Flow at midpt 6-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=185(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (Ib) -Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3371/2103, 3-4=-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=d886/3153, 13-14=-1343/2432, 12-13=-2958/5146, 11-12=-3368/5675.9-11=-3362/5666 WEBS 3-15=0/306,3-14=-866/626,4-13=-285/671, 5-13=-3791/02, 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: ASIDE 7-10; Vult=165mph(3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12tt; B=59h; L=36ft; eave=50; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-" 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chard and any other members. 7) Beading at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 8461b uplift at joint 2 and 846 lb uplift at joint 9. Thomas A Albani PE No.39380 fdlTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 - &WMNING.VedlydeslgnP .r W. antl RE DNOTESOMMOANDWCLUDEDMR KREFENANCEPAGEMX74".V✓ lGDS40ISBEFOREUSE Design valid for use onlywith MII connectors. IDls design is based orgy upon parameters shown. and is for an Individual building component not a truss system. Before use. the building designer mwtvelify Me applioobuily, of design parameters and property incorporate this design into fhe overall bulidingdesgn.Bracing Indicated 6tobucWlrgofyalMduollnisweband/or chord members only. Addttbnaltempororyondpennarembrocing MiTek' prevent Is always rewired for stabflHy and to prevent collapse with possible personal hJury and property damage. For general guldance regarding the fobrlcai storage, delivery, erection and bracing of trusses antl huss systems seeANSUfP1t QuelNv Cii DSB49 and SCSI Building Component 69N Parke East BNd. Safety Informalbrgvoiloble from Taus Rate Institute. 218 N. Lee Sheet Suite 312, Alexandria. VA 22 14, Tampa, FL 33610 Job Truss Truss Type Cry Ply CARLTON 299 T77089640 M11412 A4 SPECIAL 1 i Job Reference (optional) a.1Ju s mar-I1 zul C ml I ex industries. Inc. Ira may 11 uu.24:4o Lul a real 1 4.00 12 5x6 = 6 3x4 3,16 G 5 24 3x4 4 3 6 14 23 I I \\ 'n1 2 J \� 16 15 3X12 = 3x5 = 30 II 5.8 = 200 12 25 5xfi C SX6 WB� \7 B 3x4 a 9 Scale: 3/16-=1' 28 3 7X8 MTISHS= 12 1011 '^ 3X4 II f m d 4XIO = 2-60 36.0.0 53 4-0 fifi0 I 439-0 - I 7-2-126-0 r Plate ONsets(X,Y)-- 12:0-1-2,Edge] [8:03-O,Edge1 [10:0-2-10Edge] [15:0-2-1203-01 LOADING (psf) SPACING- 2-M CSI. DEFL. In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 FBC2017/TP12014 Mobil Wind(LL) 0.84 13 >513 240 Weight: 170 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 2-6-11 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 WEBS 1Row at rI 7-14 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1386/03-0, 10=1386/0-8-0 Max Horz 2=-207(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (Ib) 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=d931/3146, 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 NOTES- 1) Unbalanced roof live (cads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; 8=59f ; L=36ft; eave=5ft; Cat. 11; Exp Q Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-73, Interior(l) 2-73 to 1841-0, Extedor(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Beating atjoint(s) 10 considers parallel to grain value using ANSVTPI 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 846111 uplift at joint 2 and 8461b uplift at joint 10. Thomas A Alban] PE No.39380 KTek USA, Ina.FL Cer16634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 QWARNING-VNIIydesl9nparametn;and READ NOTES ONTNIS AND INCLUDED NREKREFERANCEPAGENA-7473 rev. VIV12015BEFOREUSE Design valid for use only wlln Mnews Connectors. His design Is based only upon parameters Mowry and Is for on Individual building component. not ��- a fruss system. Before use, me building designer must verify the applicability of tle9gn poramefers and properly incorporate this design into the overall building design.&ocing indicated is to prevent budding of hsdvdual aura web and/or chord members only. Additional temporary and permanent bracing MiTek- IsalwaysrequiredforstabllilyandfopreventcollapsewithpasiWepersonal" and property damage For general guidance regarding me fabrication. storage. delivery. erection and bracing of holes and husa systems. seeANSVrPII Quality Cdfeda, 00049 and BCSI Wldblp Component 69N Parke East Blvd. Safety Infomm6anaac1loble from Thus Rate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Olt' Ply CARLTON 299 T77089641 M11412 AS SPECIAL 7 1 Job Reference (optional) unamoers I nlss, Inc., Pon Pierce, 1-1. 8.13u s Mar it 2Ula MI I ek Indastnee.Ine. Fn Mav T709:24:47 2U19 Paae 1 4.00 rl2 5x6 = Scale=1:61.9 16 15 rx'a 3x5 = 3x4 II 5xB = 2.00 FIT 4,00 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CS'. Plate Grip DOL 1.25 TC 0.60 Lumber DOL 1.25 BC 0.93 Rep Stress [nor YES WB 0.95 Code FBC2017/TPI2014 Matrix -MS DEFL. in Vert(LL) -0.61 Ven(CT) -1.13 Horz(CT) 0.42 Wind(LL) 0.84 (too) Vdeg Ud 13 >709 360 13 >383 240 10 rVa n/a 13 >513 240 PLATES MT20 MT18HS Weight: 170 lb GRIP 244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 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 1Flow at midpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Harz 2= 208(LC 10) Max Uplift 2=.846(LC 12). 10=-846(LC 12) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7=-2472/1713, 7-9=-6407/3513, 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 - I) Unbalanced roof live loads have been considered for this design. r 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12f', B=59ft; L=36ft; eave=5N; Cat. 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 1B-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 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. 6) Bearing atjoint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of basing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846111 uplift at joint 2 and 846111 uplift at joint 10. Thomas A. Alban! PE No.39380 tdTekUSA, Ina FL Cart 6634 6904 Parke East BNB Tampa FL 33810 Date: May 17,2019 • QWARNING. VMydeslgnparsmehrsand R£ADNOF£SONiN/SANDMCLUDWMO REFERANCEPAGEMLL74M.r . 10034201SSEFOREUSE Design valld for use only win MTek& connectors. This design is based only upon parameters shown. and is for an Individual building component, not a truss system. Before use, me building designer must verify the appllcobi ty of design parameters and properly Incorporate this design Into the overall buOOingdeslgn. Bracing NtllcatedatobucklingofIndividual hussweb and/or chord members only. Additional temporary and permanent bracing _ M7ek prevent 6 always required far s ability and to prevent collapse with possible personal injury and prapeny damage. For general guidance regarding the fobticarlon. storage, delivery. emcflon and bracing of trusses and trust system& seeANBtm n Quality Criteria, DS419 and BCSI Building Component 6904 Parka East Blvd. Safety Nformalbmvoiloble from Truss; Rafe Inctifute, 218 N. Lee Sheet, Suite 312 Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply CARLTON 299 ' T77089642 M11412 ATA COMMON 7 1 Job Reference o OorW a. rou a mar i i zu r a mi r ex mausmes, mc. rn may 11 uu:44:4u eule Scale = 1:61.0 4.00 12 5x6 = 6 17 '" 15 "" "' 14 - 12 axe _ 3x4 11 4xB = 3.8 = 3.8 = 4x6 3x4 II 3.8 8-1-1 13-10.2 22-1-14 27-10.15 3E0.0 I z1s 1 cvt 1 vvn aas A-,-, � Plate Offsets (XY)- [2:0-8-6,0-0-8], [10:0-8-6.0-0-8] LOADING last) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.28 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Ved(CT) -0.5914-15 >730 240 BCLL 0.0 ' Rep Stress [nor YES W B 0.60 Horz(CT) 0.14 10 nla 111da BCDL 10.0 Code FBC2017/fP12014 Matdx-MS Wind(L-) 0.34 14A5 >999 240 Weight: 172 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 REACTIONS. (Iblsize) 2=143610-", 10=1436/0-8-0 Max Holz 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=-3544/2053 BOT CHORD 2-17=-1812/3323, 15-17=-181213323, 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=0/271, 6-15=-569/1002, 5-15=-300/279,3-15=-782/581, 3-17=01271 Structural wood sheathing directly applied or 3-2-15 oc puffins. Rigid ceiling directly applied or 5-2-0 oc bracing. NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2psf; BCDL=3.0pst hot2ff; B=5911; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MIWFRS (directional) and C-C Extedor(2) 4.0-0 to 2-7-3, Interior(l) 2-7-3 to 18-M, Exterior(2) 18-0-0to 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 aped. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcumenl 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= IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796lb uplift at joint 2 and 796 lb uplift at joint 10. ThomasA. Alban PE No.39380 ldtTek USA, Inc FL CerI6634 69D4 Parke East Slyd Tampa FL 33610 Date: May 17,2019 rr AvAt N'O-yedrydesfgn peremelemandfE41) NOTES ON TH/SAND INCLUDEDWEKNEFENANCEPAGEN 7473my. 1d 615eEFORE USE. Design valid for use only with Mnek®connectors. This design is based only upon paammms shown, and a form Individual bull0ing component. not a truss system. Before use, the building designer mustverify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing lndicoted is to prevent buckling of lnclMducl Mass web and/or chord members orty. Additional temporary and permanent bracing MiTek- Is always requtred for stability and to prevent collapse with posable personal Inlury and Property damage. For general guldonce regarding the fabrication, storage, dellvery. erection and bracing of busses and truss systems. seeANSI/IPII Quality CrD*Au, DS549 and SCSI building Component 69N Parke East Blvd. Safety Informalbrnyoeable from Teas Rate Institute, 218 N. Lee street. Sure 312 Alexondam VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 ' T77089643 M11412 ATB COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Scale =1:60.9 4.00 12 5.6 _ 3.5 _ 3.4 11 3x6 = 6.8 = 6.8 = 3x8 = 3.4 11 3,5 B-1-1 13-10-2 .15-24 21-10-0 22,1,14 27-10.15 36-0-0 B-1-1 15-9-1 1-3-14 6-8-0 0- - 4 5-9-1 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >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/TP12014 Matrix -MS Wind(LL) 0.1518-21 >999 240 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 or; pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 WEBS 1How at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2= 208(LC 10) Max Uplift All uplift 1001b orless atjoint(s) 15 except 2=433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav 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. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23--1239f757, 3-5=-437/333, 5-0=432/448, 6-7=-2721773, 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 mot 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=12ff, B=59ft; L=36ft; eave=5ft; Cat. 11; Fxp 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 18-0-0, Extedor(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) 100.011b 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 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 2-04) 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 100 lb uplift at joint(s) 15 except (jt=lb) 2=433, 14=866, 10=240. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Ced6634 6904 Parke Ent Blyd. Tampa FL 33610 Date: May 17,2019 ,&WARNING - Vedrydesign parameters end READ NOTES ON TNISANOINCLUDED MREKREFERANCEPAGEAIi7473mv. 1GTlaef56EFOREUSE Design vaed 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 bulldIng designer must verify Me applicablllty, of design parameters and properly Incorporate this dessgn Into the Overall building design. Bracing Indicated s to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' a always required for stability and to prevent compose with posvble personal Injury and prcpeny damage. For general guidance regarding the fabrication. storage. delNery, erection and brocing of tnmes and truss Mtem% seeANSVml l Quality Crti D3549 and BC31 buldbg Component 6904 Parke East BW. Safety Informalbnovoilable from Truss Rate Institute, 218 N. Lee Sheet. SLne 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type OIy Ply CARLTON 299 ' T77089644 M11412 ATC COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 112018 MiTek Industries, Inc. Fri May 17 0924:50 2019 6 d Scale-1:60.9 4.00 F12 5x6 = 31 = 30 11 3.6 = 6s® =. 6.9 = Us = 3x4 II 3.5 8.1.1 13-162 d62-0. 22-1-14 224.7 27-10.15 36-0-0 1� I6 8-1-0 15-9-1 1-3-14 6.11-14 9 5-B-B B-1-1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 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/TP12014 Maldx-MS Wincli 0.1518-21 >999 240 Weight 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stmctuml wood sheathing directly applied or 6-D-0 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 6-14 REACTIONS. All bearings 0-8-0 except Qt=length)14=0-11-5. (lb) - Max Harz 2=-208(LC 10) Max Uplift All uplift 1001b or less at joints) 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 forces 250 (lb) or less except when shown. TOP CHORD 23= 1239/757, 3-5=437/333, 5.6=432/448, 6-7=-2721773, 7-9=-3761778, 9-10=334/220 BOT CHORD 2-18- 587/1178, 16-18=-587/1178, 12-14=-188/281, 1D-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=4.2pst BCDL=3.Opst h =12D; B=59ft; L=36f ; eave=5f ; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 18-0-0. Extedor(2).18-0-0 to 21-73 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 100 lb uplift at joint(s) 15 except Qt=lb) 2=433, 14=866, 10=240. Thomas A. Alban! PE No.39380 M'Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data. May 17,2019 AWARNIRG-VedlydeslSnW.etersandREAD NOTES ONTHIS AND DICLUDEDaU/EIrREFERANCEPAGEM67garev. fa030015BEFORE USE Design vdid for we only with MireM connectors. Rnsdi is based only upon parameters shovel and it for an indMtlual building component. not a fuss system. Before use, me building designer must verity the appllcaUllily, of design parameters and properly Incorporate M6 design Into the overall buldingdesIgn. Bracing indicated 6toprevent buoklingoflndMdualfussweband/or chord members only. Addiflonal temporary and permanent bracing MiTek- 6alwaysrequired! forstablllly and toprevent collapse with posslble personal Ugury and property damage. Forgeneraigudonceregardingthe fabrication. storage, delivery, erection and bracing of trusses and fuss systems. saeANSIM11 QuoCriteria, DS349 and SCSI Building Component 69M Parke East BNd. Safety hl/oUrsOBolWallable tram Tnrss Rate Institute. 218 N. Lee Sheet. Suite 312: Alexondrla. VA 22 14. Tampa, FL War Job Teas Truss Type City Ply CARLTON 299 ' T17089645 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:52 2019 Page 1 • ID:kFvusnOwY419Zh0-nM3lc6ylJ9g-45uhOc5Dv4Vr_UaZ13sl9SES6mkoR7t0AV5FiBzFeB9 16-0-0 24-0-0 1 e-0-0 12-80 14-0 16-a0 18-0-0 20.0.0 22-0.0 -10. 5 28-0 B-0- -0 36-0-0 7-0. 4-0-0 2-0-0 1.6-0 -6- 2-0-0 2-0-0 2-0-0 0.10-1 411 a 1-1-1 Sall 3116'=1' TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. � 5x6= 9 12 14 • 7x10 MT181-!S% 7 16 5 18 7x10. 4.00 F12 3x6 1 5 = e 3 0 17 20 2li� N 21 c71 22I�N 28 27 26 25 11111111 24 23 c 3.6 II 4x6 = 6x8 = 6.8 = 3x6 11 3x5 3x6 = 3.6 = 84H1 15-fi 22-10.15 28-0-0 r 8-0-0 7-fi-0-0 i 7-0-15 I 5.1-1 NOV Plate Offsets (X Y)- [2:0-0-2 Edgel (3:0-3-8 Edgel 111:0-3-0 0-3-01 120:0-3-8 Edgel 121:0-2-e Edge) [25:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14 28-01 >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 HOrz(CT) 0.04 21 rda file BCDL 10.0 Code FBC2017/TP12014 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 ac 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 1 Row at midpt 20-25 2 Rows at 1/3 pts 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 REACTIONS. All bearings 0-8-0 except Ut=length) 25=0111-5. (lb) - Max Horz 2=208(LC 6) Max Uplift All uplift 1001b or less at joint(s) except 2=-583(LC 8). 26=-1557(LC 8), 25=-1259(LC 6), 21=-455(LC 8) Max Gmv All reactions 250 It, or less at joint(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 (lb) or less except when shown. TOP CHORD 2-3=-2242/1142,20-21=-1473f724,3-4=-213(718,4-6=-213f718, 6-8=-213r/18, 8-10=-2131718, 10-11=-213f718, 11-13=-213f718, 13-15=-213f718, 15-17=-213f718, 17-19=-87/610, 19-20=-87/610,3-5=-199/422, 5-7=-112/391,7-g=,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=-1333f1008,17-25=-979f756,3-28=-419/1254,3-26=-323611698,20-23=-458/1210, 20-25=-2385/1201,9-10=-706/569,6-7=-307/241,15-16=-462f372,18-19=-497/418 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.Ops1; 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 nonconcunent 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 24)-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 583 lb uplift at joint 2, 1557 lb uplift at joint 26, 12591b uplift at joint 25 and 4551b uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical Pullin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967lb down and 461 Ib up at 28-0-0, and 9671b down and 461 Ib up at 8-M on bottom chord. The designtselection 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. Albani PE No.39380 IdTek USA, Inc. FL Cert 8634 6904 Parka East BNd. Tampa FL 33610 Date: May 17,2019 ' ntlare QWARNING-Yarltydeslgn pamme(en and READ NOTES ON TNISANOINCLUDEOMRENREFEBANCEPAGEM674Mmx. fa93V01SBEFORE USE Deign valid for use onlywith Mnek®connecton. This deign b bosed only upon parametersshown, and Is for an individual building component, not ��• a buss system. Before use, the building designer must verify the applicability of deign parameters and properly Incorporate this design into the Overall building design, Bracing [no called s to prevent buidding of individual truss web and/or chord members only. Additional temporary and per-nonent bracing MiTek' always required for stability and to prevent collapse with possible personal injury and property damage. For general guldonce regarding Me fabrication, storage, delivery, erection and bracing of trusses and buss systems seeANSVTPII Quality Criteria. DS949 and 1101 SurdbD Component 6904 Peke East Blvd. Safety Woanallonavallabie from Truss Plate Iramute. 218 N. Lee Street. Suite 31Z Alexandra, VA 22314. Tampa FL 33610 Job Truss Truss Type aY Ply CARLTON299 ' T77089845 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fd May 17 09:24:52 2019 Page 2 ID:kFvnsnOwV419Zh0_nM31c6y1J9g-45uhOc5Dv4VT_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),23-32=-20, 3-12=-126(F= 72), 12-20=-126(F= 72) Concentrated Loads (lb) Vert: 28=-641(F)23=-641(F) Q WARNNG-VedrydeL9npalamefenend READNOTES ON WISANDINCLUDED MIlEKREPERANCEPAGEIRP74"rev. 10,11AM015HEFOREUSE Design valid for use only with Mrelg connectors. Pb design is based only upon parameters shown, antl 6 for an IntlNIou01 building component. not a truss system. Before use, the builtling designer must vo* the applicability of design parameters and property incorporate this tledgn into the overall bu3stidesign. Bracing Indicated b to prevent buckling of lntlivdual huts web and/or chard members only. Add tonal temporary and permanent bracing MiTek' k always required for sdb3ity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of tomes and truss systems, seeANSMIl CueOy Cril DS649 and SCSI Building Component 69M Parke East Blvd. Safety brforma6orTnm N savoiloble from ate Im1 ura. 218 N. We sheet Suite 312. Alexondit VA 22314. Tampa, FL 33610 Job Teas Truss Type Ory Ply M11412 GRA HIP1ob [AIILTON299T77089fi46 Reference (optional) I ms, Inc., Fort Pierce, FL 8.130 s Mar 112018 May 17 09:24:53 2019 5x8 MT18HS= 4.00 12 3x4 II 5x8 = 3x4 II 5.8 MT18HS= JV 14 :0 Jb a/ :fa _ "011 4e _ Scale =1:61.9 3x5 = 3x4 II 4x6 = 6x12 = 6x12 = 4x6 = 3x4 11 axe = 7-10-0 134-0 22-0-0 2&2-0 36-0-0 7-10-0 5.10-0 8-&0 5.10-0 7-10-0 Plate Offsets (Xy)-- 13:0-5-4,0-2-81, r5:0-4-0,0-3-01, i7:0-5-0 0-2-81 LOADING (psf) SPACING- 2-M CSI. DEFL in floc) Vdett Ud 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) -0.44 12-13 >609 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress lncr NO WB 0.84 Horz(CT) 0.06 8 n1a n/a BCDL 10.0 Code FBG2017frP12014 Matdx-MS Wind(LL) 0.22 10-21 >999 240 Weight: 161 Ito FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-13,6-12: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc pudins. BOTCHORD .Rigid ceiling directly applied or 5-7-0oc bracing. WEBS 1Row at midpt 3-13,5-13 REACTIONS. (lb/size) 2=398(0.8-0, 13=3546/0-8-0, 8=1252/0-8-0 Max Hoar 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) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2,3---369/211, 3-4— 1159/2051, 4-5=-1158/2051, 5-6=-231811425, 6-7=-2319/1425, 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 345=-181/648,3-13=-2568H568,4-13=-640/587,5-13=-2900/1855,5-12=-117212196, 6-12=-611/569,7-12— 55B/375, 7-10=-184/651 NOTES- 1) Unbalanced mot 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=12fl; B=59ft; L=36ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 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-M 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 292111 uplift at joint 2, 2107 lb uplift at joint 13 and 799 lb 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 301111 up at 7-10-0, 103 Ito down and 170 Ito up at 10-0-12, 103 lb down and 170 lb up at 12-0-12, 103 lb dawn and 170 lb up at 14-0.12, 103 lb down and 170 Ito up at 16-0-12, 1031b down and 170 It, up at 18-0-12, 103 lb down and 170 lb up at 19-11-4, 103 lb down and 170 lb up at 21-11-4, 103 It, down and 170 lb up at 23-11-4, and 103 Ito down and 170 Ito up at 25-11-4, and 137 lb down and 301 Ib up at 28-2-0 on top chord, and 340Ib down and 223 It, up at 7-10-0, 77 lb down and 1 Ib up at 8-0-12, 77 lb down and 1 It, up at 10-0-12, 77 lb down and 1 lb up at 12-0-12, 77 lb down and 1lb up at 14-0-12, 77 Ito 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 lb up at 19-11-4, 77 lb down and 1 lb up at 21-11-4, 77 lb down and 1 lb up at 23-11-4, 77 lb down and 1 lb up at 25-11-0, and 77 Ib down and 1 lb up at 27-11-4, and 340 lb down and 223 lb up at 28-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). -LOAD CASE(S) Standard Thomas AAlbani PE No.39360 MTek USA, Ire FL Cud 6634 6904 Farm Fast BNd.Tampa FL 33610 Date: Mav 17.2019 QWANNWG-V.Wdagnpamm M..d NEADNOTESONWSMDWCLUDEDM/ REFERANCEPAGEF 74M.re..1MA4QISBa ONEUS Design valid for use only with Mire'+®connectors. This design is based only upon parameters snown, and b form Individual building component not a truss system. Before use, the building designer must verity the oppilcabllity, of design parameters and properly Imcorporate this design Into me overall building design. Brocing Indicated Is to prevent bucldig of Individual Puss web and/or chord members only. Additlonol temporary and permanent bracing b alwoystequired for stability and to prevent callepse wins possible personal Pyury and property damage. ForgenemlgWdpnceregotding Me fobncation, storage, delivery, erection and bracing of Uussas and truss systems seeANSI/IPII pis Criteria. 03849 and SCSI Budding Component - Safely bsformofbnovaaable from Taus Plate InsHMe. 218 N. Lee street Sulte 31S Alexandria. VA 22 14. I MOW 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 ' T77089646 M11412 GRA HIP 1 1 Job Reference (optional) I uss, inc., Von rlerce, rL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:53 2019 Page 2 ID:kFv riOwY419ZhO nM3lc6y1J9g-YH53dy6sgNdKcd9mbmOyhfmd4A1vAZOAP9goFezFeBS LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3= 54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-137(B) 5=-1 03(B) 7= 137(B) 14=-49(B) 15= 389(B)10=-389(B) 11=-49(B) 22=-103(B)24=-103(B) 26=-103(B) 27=-103(8)28=-103(B)29=-103(B) 31=-103(B) 33=-103(8) 34=-49(B)35=-49(B)36=-49(B) 37=-49(B)38=-49(8) 39=-49(B)40=49(B) QWARNING- Vecrydeslgnysarsmefersand REAONOTES ON TNISAND INCLUDED MNEKBEFEBANCEPAGEW74iJrev. l6NYs015BEFONEUSE Design void for use ONywlib MreM connectors. Ihls cosign Is based only upon parameters shown, and Is farm intlNdual bulling component, not a firs system. Before use, the buldng designer must verify Me applicability of design parameters and properly Incorporate this desgn Nio me overall building design, Bracing indicated 9 to prevent bucking of individual thus web and/or chard members only. Additional temporary and permanent brocng MiTek' Is olways required for stability and to prevent collapse with posvble personal Injury and property damage. For general guidance iegardug the foWdotdn, storage. delivery, erection and bracing of trusses and fins systems. seeANSViP11 QuaCriteria, DS949 and SCSI Building Component 69IM Parke East Blvd.Safety hformalbnovolloble town Truss Plate institute. 218 N, Lee Sheet Suite 31Z Alexandria, VA 22 14. Tampa, FL 33610 Job Tnas Type city Ply CARLTON 299. ' T77089647 �Trss M11412 J2 MONO TRUSS e 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 11 201 B MTek Industries, Inc. Fri May 17 09:24:54 2019 Page 1 ID:kFv nOwY419ZhC nM3lcbylJ9g-0T?RrH7URNBDnky9UvBEtJwBaWwDKJepaLn4zFeB7 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) VdeO Ud TCLL 20,0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 Hord(CT) -0.00 3 rVa rVa BCDL 10.0 Code FBC2017/rP12014 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 Hor4 2=67(LC 12) Max Uplift 3=-27(LC 12), 2=-136(LC 12), 4=-3(LC 9) Max Gray, 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:7.8 PLATES GRIP MT20 244/190 Weight: 8lb FT=20% BRACING - TOP CHORD Structural wood sheathing directlyapplied or 2-0-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 1D-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsh, h=12ft; B=59ft; L=36ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=C.18; MWFRS (directional) and C-C Extedor(2) 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 pat bottom chord live load nonconcunent with any other live loads. 3) • This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271b uplift at joint 3, 136 lb uplift at joint 2 and 3lb uplift at joint 4. Thomas A Albani PE Na39380 Vek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May17,2019 Q wARNPIG-Verily design parameters and READ NO7Ea ON WMANO INCLUDED MhTKREPERANCEPAGEMX?4Mn,v. 14VOI&OI5BEFORE USE Design valid for use only w1m Mierconnectors. IDts design B based only upon parometars shown and Is for on Individual building component not ��- a truss system. Before use. Me budding designer must verily the opplicobllity of design parameters and property Incorporate this design Into the overall buaOmgdoslgn. Brachg Indicated is to prevent bucking of Individual truss web and/orr chord members only. Addieonaltemporaryondpermcnembmcing MiTek- italwaysrequired for stataityand toprevent collapse will, posele personal inlury and property damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of fusses and truss systems, seeANSI/IPII Quality CrtbM; DSBde and SCSI Building Component 69U Parke East Blvd. Salary MformatbMvailoble from Muss Plate InstlNla. 218 N. We Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Cry Ply ' T77089648 M11412 JTrtse, J4 �TrussType MONO TRUSS 8 1 �CARLTON299 Job Reference (optional) UnErnoers iruse, no., ran rierce, rL 1 a.ldu a man 1 era in mu ex mousmes, mc. vn may v uu:za:a4 zuiv rage T ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-0T?RrH7URhIBDnky9UvBEtJt6aSFvDKJepaLrAzFeB7 3x4 = 4 LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) Udell Ud TCLL 20.0 Plate Gdp Do 1.25 TC 0.37 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ven(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WE0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -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/Mechanical, 2=204/0-8-0, 4=49/Mechanical Max Horz 2=102(LC 12) Max Uplift 3=-77(LC 12), 2=-159(LC 12), 4=-7(LC 12) Max Gray 3=91(LC 17), 2=204(LC 1).4=67(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:11.1 PLATES GRIP MT20 244/190 Weight: 141b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-0-0 oc pudins. BOTCHORD Rigid ceiling directlyapplied or10-0-Occbracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.1B; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intodor(1) 2-7-3 to 3-10-4 zone;CC 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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3, 1591b uplift at joint 2 and 71b uplift at joint 4. Thomas A. Albani PE No.39360 Mck USA, Inc FL Cert6634 6994 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING-Vedfydesignpmemefersend NERD NOTES ON TNIBANDWCLUDEDIdDEKREFERANCEPAGEM674nme 1GMY1015BEFDREUSE - DesIgn valid for use only wilb M7ek0 connectors. MB design Is based only upon parameters shown, and Is for an individual building component not a truss system. Before use. Me bul ding designer must verity Me applicability of design parametersantl properly Incorporate this design Into the overall building design Bracing Indicated is to prevent buiding of Individual truss web and/or chord members arty. Additional temporary and pernonent bracing WOW is always required for stability and to prevent collapse won pontxe personal injury and property damage. For general guidance regarding Me fobricolYJn storage, delivery, erection and bracing of fnussas and thm systems. weANSVTPII Quallly Criteria. OSS49 and SCSI Welding Component Safety Wonnptbmva0abte from Truss Plate Institute, 218 N. Lee street Suite 312, Nexondra. VA 22M1d. 69M Parke East Blvd. Tampa, FL 33610 Job Truss Thus Type Oty Ply CARLTON 299 ' T17089649 M11412 J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:55 2019 Page 1 ID:kFv nOwY419ZhO_nM3lc6y1J9g-UgZg2d86CMrxJ8iBORn4s2Dzg9egaTsTJvJWzFeB6 -1-0-0 6-0-0 1-0-0 6-0-0 Scale =1:14.6 3x4 = LOADING (psf) SPACING- 2-" CSI. DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate GripDOL 1.25 TIC 0.35 Vert(L-) -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 WE 0.00 Horz(CT) -0.00 3 file n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Wind(LL) 0.11 4-7 >639 240 Weight. 20 Is FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechar ical Max Horz 2=140(LC 12) Max Uplift 3=-129(LC 12), 2=-192(LC 12), 4=-8(LC 12) Max Gmv 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or6-M oc 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=5911; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-M to 2-7-3, Interior(1) 2-7-3 to 5-IG-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 lost bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-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 129 lb uplift at joint 3, 1921b uplift at joint 2 and 8 Its uplift at joint 4. ThomnA. Abani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May17,2019 QWARNING-Vedydeslgnperemeteraend REAONOTES ON MIS AND INCLUDED Mn-EKREFERANCE PAGE MLL74M.. lutist 15 BEFORE USE De9gn valid for use only With Miler connectors. This design s based only upon parameters shown. and b for an Individual building component. not ��• a toss system. Before use, me building designer must verity the applicability of design parameters and property incorporate th6 design Into the overall building desgn. Bracing indicated is to prevent bucWing of lndlvldual test web snorer chord members only. Additional temporary and permanent broi MiTek' b clwoys required for stability and to prevent collapse vim possible personal Injury and property Damage. For general guidance regarding Me fobrlcatlon. storage, delivery, erection and bracing of tosses and huss ry4ems seeANSVWII Cupmy Criteria. DSB49 and SCSI Buldlrg Component 6904 Pa*e Eesl Blvd. Safety Infoenetbtrwadoble from IDAs Rote Institute. 218 N. We Sheet. Suva 312, Alexandra. VA 22314. Tampa, FL 33610' Job Truss Oty Ply 'T7708965D M11412 J8 �TrussType MONO TRUSS 11 1ob [ARLTON299 Reference (optional) Uhambers Thus, Ina., Fort Pierce, FL 3x4 i 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:56 2019 Page 1 ID:kFv nOwY4l92hO_nM3lc6ylJ9g.ys7CGzSkzl?vTSuLGuxgJ1O9wN64N7pc573SryzFeB5 Scale = 1:17.4 Plate Offsets (KY)- [2:G-0-14,0-1-81 LOADING (psf) SPACING- 2-" CSI. DEFL in (loc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ven(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL 0.0 ' Rep Stress ]net YES W B 0.00 Horz(CT) -0.00 3 n/a r/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26 lb Ff=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=18811vtechanical, 2=34810-8-0, 4=99/Mechanical Max Horz 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. (lb) -Max. CompJMax. Ten. -All forces 250 fib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 be puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsh, h=12ft; B=59ft; L=36ft; eave=5ft; CaL II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 flat 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 bohom 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 174 lb uplift at joint 3, 226 Ib uplift at joint 2 and 13 lb uplift at joint 4. Thomas A. Alban! PE No.39389 MiTek USA, Ina FL Cert 6834 6904 Parke East ENd. Tampa FL 33810 Date: May 17,2019 AWANNING-Verlly0eelgnp mmeWMandRE NOTES ONWXANOINCLUOEOMI RE£ENANCEPAGEN&7mr v..I&IMMOI59EFONEUSE Design valid for use onlywMs MRek®connectan. This design Is based only upon peromefers shown, and Is form individual building component, not a fmss system. Before use. the building designer must verily the oppllcobllHy of design parameters and property Incorporate this design Into Me overall balding design. Bracing indicated B to prevent buckling of Individual trussweb and/or chord members only. Addition! temporaryand permanent bracing MiTek' Is always required for stability onto prevent collapse wiln possible personal Injury end properly damage. For general guidance regarding Me fobrkotlon, storage, delivery, creation and brocing of trusses and truss systems, saeANSVrNI Quali1ttyy Cmnta, DS549 and SCSI Suldhg Component 6904 Parke East Blvd. Safety lnformatabte Irom Truss Plate Wtltute. 218 N. We Sheet, Suite 312 Mevandrta. VA 22314. blxn'al Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON299 • T77089651 M11412 JAB MONOTRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 11 2018 MiTek Industries. Inc. Fri May 17 09:24:56 2019 Page 1 ID:kFmnowY419Zh0_nM3lc6ylJ9g.ys7CGzekzl7vT5uLGuxgJ109PN6PN7pc573SryzFeSS 7-10-0 7-10-0 Scale=1:17.2 Plate Oftsets(XY)— [2:0-1-14,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.13 4-7 >721 360 MT20 244/190 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 W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 26 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 REACTIONS. (lb/size) 3=184/Mechanica1,2=342/O-B-0,4=97/Mechanical Max Horz 2=175(LC 12) Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4=-13(LC 12) Max Gray 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=12ft; B=59ft; L=36ft; eave=51t; Cat. II; Exie C; Encl., GCpi=0.18; MW FRS (directional) and CC Exterior(2) -1-M to 2-7-3, Intedor(1) 2-7-3 to 7-8-4 zone;CC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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. 4) Refer to girder(s) for truss to truss connections. 5) Pravide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 3, 223 It, uplift at joint 2 and 13 Ile uplift at joint 4. Thomas A Alban] PE No.39380 MTek USA, Ina FL Cad 6634 6904 Parke Ent Blvd. Tampa FL 33610 Data: May 17,2019 0 WARNING-Vedyydeslgnpekamesersaod READN0MS ON WISANDRICLUDEDMREKREFERANCEPAGEM67M., 1a=Z0r59E£0REUSE. Design valid for use only wim MiTek® connectors Ti design a based only upon parameters shown, and is for an lrsdNidual bullOing component, not a truss system. Before use. me building designer must verify me applicability of design parameters and properly Incorporate this Design Into me overall building design. Brochgndicated is to prevent trucking of Individual truss web antl/or Chord members only. Addinonol temporary and permanent bracing MiTek' 6 olways required for stabliity and to prevent cono ese with possible personal injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and Muss systems, seeANSVrPII Quo Opyy Criteria. DSB49 and SCSI Building Component 69M Parke East BNd. Safety Informationavanable from Truss Rate Institute. 218 N. Lee Sheet. Suite 312. slexcndrla VA 22314. Tampa, FL W610 Job Truss Truss Type Ory Ply CARLTON 299. ' T77089652 M11412 KJ8 MONO TRUSS 2 1 Job Reference (options) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:57 2019 10 13 3.4 = 2.83 12 14 3x4 12 2.3 II 15 Scaled= 3x4 = 5 7-2-7 3-10.5 6-0 LOADING (psQ SPACING- 2-0-0 CS]. DEFL in (loc) Well Ud 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 H012(CT) 0.01 5 We n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) -0.04 6-9 >999 240 Weight: 44 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structure[ wood sheathing directly applied or 6-0-0 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. (Ib/si2e) 4=90/Mechanical, 2=46210-11-5, 5=406/Mechanical Max Harz 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5=-118(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-866/230 BOTCHORD 2-6=-234/833, 5-6=-234/833 WEBS 3-6=0/287. 3-5=-9131257 NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=12811 TCDL=4.2psf; BCDL=3.Opsh h=12ft; B=59ft; L=36ft; eave=51t; Cat. II; Exia 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 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-61 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 102lb uplift at joint 4, 187 Ib uplift at joint 2 and 118lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-11-0, 39 lb down and 58 lb up at 2-11-0, 8lb down and 101 It, up at 5-8-15. 8lb down and 101 It, up at 53-15, and 42 lb down and 143 lb up at 8-6-14, and 42 lb down and 143 Its up at 8-6-14 on top chord, and 47 lb down and 28 lb up at 2-11-0, 47 to down and 28 lb up at 2-11-0, 47 lb down at 5-8-15, 47 lb down at 5-8-15, and 31 Ib down and 14 lb up at 8-6-14, and 31 lb down and 14 It, 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 (plQ Vert: 1-4=-S4, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) l l=-2(F=-1, B=-1) 12=33(F=-02, B=-42) 13=14(F=7, B=7) 14- 20(F=-10, 8=-10) 15=-50(F=-25, B- 25) Thomas A. Albani PE No.39389 MiTek USA, Inc. FL Cert 6634 6994 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WARNING-VedrydeslgnP...tenend READNO7ES ON TNISANDWCLUDEDWEKREFERANCEPAGEMU74Mam.. 160342015BEFOREUSE Design valid for use oNy with MBekID connectors. This design Is based only upon parameters shown. and Is for an individual bulltling component not a truss system. Before use. me butding designer must verity the oppllcatanty of design parameters antl properly Incorporate tints dedgn Into the overall bWding desgn. &acing indicated is to preventbuct,ing of MndNidual Muss web and/or chord members Only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with pos9ble personal infury, and propene damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tress systems weANSVMII Quality Cmedo, DSB-69 and Bpi Building Component 69N Pane E.st Blvd. Safety InformalbWryoUable from Truss Rate Instltude. 218 N. Lee Street Sune 31Z Alexandra, VA 22314. Temp., FL WSIO Job Truss Truss Type Ory Ply CARLTON 299 ' T77089653 M11412 KJAB MONO TRUSS 2 1 Job Reference o tional Chambers Truss, Inc., Fart Pierce, FL 6.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 0924:58 2019 Scale=1:19.9 3x4 = 30 = 6-10.0 4.2.3 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(ILL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.34 Hom(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mandel Weight: 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied orb-M oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=106/Mechanical,2=447/0-11-5,5=385/Mechanical Max Hoa 2=175(LC 8) Max Uplift 4=-107(LC 8). 2=-321(LC 8), 5=-202(LC 5) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) orless except when shown. TOP CHORD 2-3=-846/526 BOTCHORD 2-6=-520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5=-894/565 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsq h=12ft; B=598; L=36f; eave=511; 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 nonconcurent 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 1071b uplift at joint 4, 321 lb uplift at joint 2 and 202 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 39 lb down and 58 lb up at 2-11-0, 39lb down and 581b up at 2-11-0, 8 Ib down and 101 Ib up at 5-8-15, 8 Ib down and 101 Ib up at 5-8-15, and 42 lb down and 143 lb up at 8-6-14, and 42 Ib down and 1431b up at 8-6-14 on top chord, and 31 Ib up at 2-11-0, 31 Ib up at 2-11-0, 101b down and 30 lb up at 5-8-15, 10 lb down and 30 Ib up at 5-8-15, and 31 lb down and 14 lb 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) sec8on, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p l) 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 A:Nban! PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 17,2019 Q WARNiNG-14"deergnparzmefersend READ NOTES ON TNISANDINCLUDEDMBEKREFERANCEPAGEM6T4T0®v. 10,012015BEFORE USE Design valid for use only with Moab connectors. This design 4 based any upon parameters shown, and Is for an holAdual bullding component, not a truss system. Before use, the bu ffm designer must verify the applicabillty of design parameters and properly incorporate this design Into the overall building deslgn.Brocing ln¢caled b to prevent buckling of hOWual toss web and/or chord members only. Addtlonal temporary and permanent bracing MiTek' is always required for stablllty, anal to prevent collapse with possble personal Injury and property damage. For general guidance regarCng the fabrication. starage, delivery, crectlpn and brocing of trusses and truss systems saeANSWI1 Quo" s1. Cmeda. DS549 and SCSI Building Component 6904 Parke Fast Bind. Safely Informatbrnvallable from Truss Plate InvXlute, 218 N. Lee street Sulte 312, Alexondrl¢ VA 22314. Tampa, FL N610 Symbols PLATE LOCATION AND ORIENTATION 13 74 Center plate on joint unless x, y offsets are Indicated. Dimensions are In ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. �F&4 x 2 orientation, locate pes 0-1h9' from outside edge of truss. This symbol indicates The required direction of slots in connector plates. Plate location details available in Miiek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate width measured perpendicular 4 x 4 To slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by Text In the bracing section of the output. Use T or I bracing If Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown Infideenihs t IIII (Drawings not oscale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311.ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved Mrrek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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 BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3.. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling is Installed, unless otherwise noted. IS. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with Al 1 Quality Criteria.