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TRUSS PAPERWORK
RE: M11412 MiTek USA, Inc. CARLTON 299 6904 Parke East Blvd. Tampa, FL 33610.4115 Site Information: Customer: Wynne Development Corp Project Name: M11412 SCANNED o Lot/Block: g DY Address: unknown Subdivision: City: St Lucie County State: FL Ast• Lucie County 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 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 3 T17089638 at a2 5/17/2019 517/2019 5//17/2019 �® py 4 T17089639 a3 5 T17089640 a4 5/17/2019 6 T17089641 a5 5/17/2019 7 T17089642 ata 5/17/2019 8 T17089643 sib 5/17/2019 REVIEWED FOR 9 T17089644 atc 5/17/2019 10 T17089645 bha 5/17/2019 CODE COMPLIANCE 11 T17089646 12 T17089647 gra j2 5/17/2019 5/17/2019 ST. LUCIE COUNTY 13 T17089648 j4 5/17/2019 ROCC 14 T17089649 j6 5/17/2019 15 T17089650 j8 5/17/2019 16 T17089651 jab 5/17/2019 17 T17089652 kj8 5/17/2019 18 T17089653 kja8 5/17/2019 The truss drawing(s) referenced above have been.prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: 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 a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 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 properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. IofI •,��r`�4'�0NA� Thomas A. Albanl PE No.39380 Mlrek USA. Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R. 33610 May 17, 2019 n Albani, Thomas Job Truss Truss Type Ot9 Ply=CARLTONT17089636 A SPECIAL 1 l Onembers I runs, Inc., rort Inerce, FL 8.130 s Mar 112018 MTek Industries, Inc. Fri 17 0924:42 2019 4.00 12 3x6 \\ 5xe = 45 = 44 = 4x5 = 5x12 MT16HS= Scale = 1:63.0 16 15 °x° = 3x4 G 3,6 = 3x4 = 5x8 = 4x10 = 2.00 12 .3I sss3 aB-30 Izsz--Dl 36-o-o9-10- 910-6 5,o-s 9-to-0 _Plate Offsets (X,Y)-. 12:0.0-2,Edge1 r4:0-5-4,0-2-81. [6:0-3-O,Edge] r8:0-9-00-2-81 r10:0-2-10 Edgel r15:0-1-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) VdeB L/d PLATES GRIP TCLL20.0 Plate Grp DOL 1.25 TO 0.04 Vert(L-) -0.73 13-14 >695 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.34 13-14 >321 240 MT16HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wlnd(LL) 1.0113-14 >428 240 Weight: 161 lb 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 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/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) FORCES. (lb) -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=-3441/2388, 5-7=5141/3470, 7-8=-6766/4392, 8-9_ 5629/360B, 9-10=-594513856 BOT CHORD 2-16=-1989/3129, 15-16=-1777/2918, 14-16=-2177/3455, 13-14=3307/5216, 12-13=-3301/6421, 10-12=-3593/5659 WEBS 3-16=527/480,4-16=-413/669,4-15=-535l785, 5-15=-975/733, 5-14=-1198/1876, 7-14=-851/667, 7-13=962/1695, 8-13— 1260/1909, 8-12=-45/349, 9G2=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=121% B=59ft; L=36D; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(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 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 ether members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 Ib uplift at joint 2 and 846 lb uplift at joint 10. Thomas A. A banl PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: May 17,2019 Q WARNING- Vemydeder parametemanEHEADNOTES ON TNISANONCLUDEDM/TEIVREFERANCEPAGEMX74TJ rev. 1021Y1015PEFONE USE It Design valid for use only with MTek®connectors. This design is based any upon parameters shown. and is for an Individual budding component not ` atruss system.Before use, Me building designer must ve0fyttie opplicabilty of tlesign parameters and property Incorporate this design Into the overall building design. Pradig Indicated is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse wlm posvbie personal Injury and property damage. For general guidance regarding the fabdcaaoa storage, delivery. erection and bracing of hoses and huss systems seeANSVIPII Cuahly Criteria. DS549. and BCSI Building Component Safety Infoenalbrnvaaable from Truss Role Insmute, 218 N. Lee Sheet, Suite 312. Alexondda. VA 22314. '• MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 � s T77089637 M11412 Al SPECIAL 1 1 Job Reference a tiorW B.130 a Mar 11 -2U1 B MI I ex Inc. rO May l I m);44:4U 2Ul U Dhambers Tmas, Inc.. FOrt Pierce, FL Scale-1:63.0 5x6 = 4.00 f12 4 22 axe = 516 = 5 23 6 14 13 ax4 II 3x6 = 3x4 = 5dl = 4x10 2.OD 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/rP12014 CSI. TC 0.61 BC 0.95 WE 0.55 Matrix -MS DEFL, in (too) Udetl Ud Vert(LL) -0.58 11 >749 360 Vert(CT)-1.0711-12 >402 240 Horz(CT) 0.40 8 n/a n/a Wind(LL) 0.80 91 >541 240 PLATES MT20 MT18HS Weight: 1631b GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc puffins. SOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 5-13 REACTIONS. (Ib/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 CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3356/2159, 3-4=-3358/2292, 4-5=-2798/1921, 5.6=-4830/3137, 6-7=-5353/3403, 7-8_ 5962/3751 BOT CHORD 2-14=-1935/3141, 13-14=-1610/2666, 12-13=-2399/3926, 11-12=-2400/3924, 10-11=-3499/5680, 6-10=-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=-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=4.2pst 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 2-7-0, 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 Dancing. 4) All plates are M120 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load honconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSUTPI 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 846 lb uplift at joint 2 and 846 lb uplift at joint 8. Thomas A. Abort PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING- VeNTy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM➢-7473 mv. l�SBEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and B for on IndMdual binding component not _ a truss system. Before use, Me building designer must verify Me applicability of design parameters and property Incorporate this design Into me overall buldl0g design. Bracing hdlcated Is to prevent buckling of mdMdual truss web antl/or chord members only. Additloncl temporary and permanent bracing MiTek' Is always required for stabllity and to prevent collapse with pozibie personal In1ury and property damage.. For general guidance regarding me fa adco6cn storage, delivery, erection and bracing of trusses and nuns systems. seeANSVrPII Qualms CMnb, D511419 and SCSI Building Component 6e04 Parke East BNd. Safety InfemtalbnovaYObie from Truss Plate Institute. 218 N. Ise Street Suite 312. Alexandra. VA 22314. Tampa, FL 33610 Job Tres Truss Type Oty Ply CARLTON 299 ' s T77089638 M11412 A2 SPECIAL 1 1 Job Reference (colonel) Chambers Truss, Inc., Fort Pierce, FL 4.00 8.130 s Mar 11 2018 MiTek 5z6 _ 3x4 5.6 = = 4 5 6 4x6 Inc. Id May 17 09:24:44 2019 Scale =1:63.0 15 14 as MI lens 3x6 = 3x4 11 Sx8 = 2.00 12 4x10 = ' &222a.-0 z002 3--0 F.o 2-0-0 4-3-4 2810 Plate Offsets (X Y)-- 12:0-0-6 Edf el [9:0-2-10,EdgeI LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.55 11-12 >779 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.0311-12 >419 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.39 9 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Mamx-MS Wind(LL) 0.7711-12 >564 240 Weight: 1671b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-0 no purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/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. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-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, 11-12=-3433/5679, 9-11=3426/5669 WEBS 3-15=0/295, 3-14=-807/566,4-14=354/620, 5-14=-916/581, 5-13=-261/668, 6-13=-588/1003, 7-13=-2219/1408,7-12=-1137/1893,8-12=-628/443 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12N; 8=59ff, L=36ft; eave=5f ; Cat. II; Exp C; Encl., GCp'1---0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces 8 MW FRS for reactions shovm; 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 nonconcurrerlt 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 fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846.Ib uplift at joint 2 and 8461b uplift at joint 9. Thomas A. Alban PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 17,2019 O WARNING-Verfly des/9n parameters and READ NOTES ON MIS AND WCLUDW MmEKNEFERANCE PAGE M 7M v. 10=2815BEFORE USE ' Design valid for use only wah Mdek® connectors. This design Is based only upon parameters shown, and a for on Individual bulding component, not MR a tnos system. Before use, the bulloing designer must venN the appllcalanty of design parameters and properly hcomorafe this design Into the overall bulldingdeegn. Bracing Indicated btobucklingoflndMduaitrussweb ond/or chord members only. AadikonaitemporaywcrpermanentbmcNg MiTek' prevent is always required for golonty, and to prevent collapse with possible personal INury and properly damage. For general guldonce regarding the fabrlcotion. storage, delNery, erection and bracing of trusses and truss systems weANSVIP11 GuaBty CRode. DS849 and SCSI Building Component 6904 Parke East Blvd. Safely Informallonovoilable from Truss Rote Institute. 218 N. Lee Sheet. Sure 31 P. Alexondrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 • , T77089639 M11412 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc„ Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:45 2019 n....owci w vni>i dl d Scale: 3/16' 1' 4.00 12 516 = 5x6 = 15 3x4 II 5x6 4x10 = 01^ J;: a LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.57 11-12 >761 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.05 11-12 >410 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.74 Horz(CT) 0.40 9 n/a r1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wlnd(LL) 0.7811-12 >551 240 Weight: 1671b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 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 midpt 6-13 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Harz 2=185(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=-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=-1886/3153, 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=-379/702, 6-13=-2706/1659, 6-12=d094/1946, 8-12=-011/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=1211; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(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 nonepncunent 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 3-3-0 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 ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 846 lb uplift at joint 2 and 846 to uplift at joint 9. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cad $634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 ®WMNWG- VedlydealgnparemeM and REAONOTESONTHSANDWCWDEDWEKREFERANCEPAGEM674T v. 1010.32015BEFOREDSE Design valid for use only wlth MBekO connectors. This design Is based only upon parameters shown, and Is for an Individual Wilding component not �' a truss system. Before use, Me buRdhg designer must verify Me opplicatuffy of design Parameters and properly incorporate this design Into Me overall buIldIngdesign. Bracing Indicated is to prevent buckling of lndNidud Nroweb and/or chord members only. Additional temporary and pennonentbracing MiTek- Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication storage, dellvery, erection and bracing of trusses and hum systems, seeANSVTPII Quality Crtlada. DSBd9 and SCSI Building Component 6904 Pahl East Blvd. Safety Informallonavo lobie from Truss Plate InAturm, 218 N. Lee sheet, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Tn1ss Truss Type Oty Ply CARLTON 299 T17089640 M11412 A4 SPECIAL 1 1 Job Reference factional) Chambers Truss, Inc., Fort Pierce, FL d 4.00 12 Sx6 = 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:46 2019 Scale: 3/16'a1' 16 15 3xlz = 3x5 = 3x4 II 5x8 = 4x10 = 2.00 12 8&.I 26. 4 0N6.0 6.20 40 4&4 72-12 Plate Offsets (X Y)- r2:0-1-2 Edge] [8:0-3-0,Edae]. [10:0-2-10,Edge1 [15:0-2-12 0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Ildefl e. L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 BOLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017FrPI2014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 1701b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Iblaze) 2=1386/0-8-0,10=1386/D-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 or 2-6-11 oc pur ins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 7-14 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=3361/2183, 3.5=-2660/1831, 5-6=-245f1/1735, 6.7=-2481/1719, 7-9=-5407/3513, 9-10=-5950/3765 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=-1489/2515, 13-14=-3185/5191, 12-13=3510/5666, 10-12=3504/5656 WEBS 3-16=0/315, 3-15=-799/546, 5-14=344/260, 6-14=-731/1202, 7-14=-3120/2048, 7-13- 1130/1972, 9-13=-559/376 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.Opst h=12ft; B=59h; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterfor(2) -1-M to 2-7-3, Intedar(1) 2-73 to 18-M, Extedor(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 pat bottom chord live load nonconcuffenl with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846lb uplift at joint 10. Thomas A. Albani PE No.39380 M1Tek USA, Inc FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WABNWG-VedlydeefaaparemefersandREAONOTESONTNLSMDWCLUDWM1 KNEFENANCEPAGEMIN4"rev. 10=0150170HEUSE _ Design vglld for use oNy wimMn"connecrors.fih oeslgn b based only up on parameters shown, and is for on IntlNidud builtling component .not thee�u dOeslgOnntlto the overall de ndYAdtllHanpl erl off to ambarmucMlnn rs o Nnfact bud tlesl n�&aclIn 1.otede lnd-du.1�inraweb antl/orchortl membe_ g g g p 9 Y Pa ry pemianentblacing MiTek- 6 always requlretl for stobpN and to prevent collapse wHh possible persorml Inlury and p'a damage. fror gone gWOance regartling the fgbriwtion, storage. d.".w erection and bracing of trusses and truss systems, _aANSU1P11 CuaI0I1ryy CR�do, DSB419 _d BL31 au9tlmg Compononl 6904 Parke East BNd. 9ataly Infprmatblmallgble from Truss Flote In510ute. 216 N. Lee Sheet Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 • T17089641 M11412 AS SPECIAL 7 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries. Inc. Fri May 17 09:24:47 2019 4.00 FIT Sx6 = Scale =1:61.9 11cb 16 15 9%1U - 3x5 _ 3.4 11 sa = 2.00 12 4x10 = a,n &6-0 5-2-0 4-40 6-6-0 43.4 7.2-12 Plate Offsets (X Y)- (2.0-1-2 Edgel f8:0-3-0Edae] f1P0-2-10 Edgel f15.0-2-12 0-3-01 LOADING (psq SPACING- 2-0-0 CSI. - DEFL In (loc) Vdefl,e Ud PLATES ;GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.84 13 >513 240 Weight 170 lb 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 or 2-6-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 7-14 REACTIONS. (Ib/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-208(LC 10) Max uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (Ib) - Max Conrl Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7=-2472/1713, 7-9=-5407/3513, 9-10---5950/3764 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=-1489/2515, 13-14= 3184/5190, 12-13=-3510/5666, 10-12=3504/5656 WEBS 3-1 fi=0/315, 3-15=-799/546, 5-14=-355/272, 6-14=-743/1219, 7-14=-3134/2058, 7-13= 1130/1972, 9-13=-560/375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-73, Interior(1) 2-7-3 to 18-0-0, Extedor(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 psf bottom chord live load nonconcurrent with any other live loads. - 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 846 lb uplift at joint 2 and 846 lb uplift at joint 10. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 ® WARNNG. Vedfydeslgnpor eWmand REAONOT ONWISANDNCLUDWO KREF£RANCEPAGEM 74MMre la=2015HEFOREUSE Design valid for use ody with Mlrek4tl connectors. This design Is based only upon parameters snown, and is for an individual bullding component, not a truss system. Before use, the buadhg designer must verlfy the applicabllity of design parameters and propody Incorporate this design Into me overall bullCtrlg design. 8raclrsg Indicated is to prevent bucWhg of individual t%cl and/or chord members oNy. AdcfMcnal temporary and permanent bracing MiTek' Is always required tar stability and to prevent collapse with poss-ble personal Injury and property damage. For general guidance regarding the fabrication, storage, clelNery, erection and bracing of tnsses and puss systems seeANSVIPtt Quality Cdtedp. DSB49 and 6C516uilding Component 69M Parke East Blvd. Tampa, FL 33610 Safety Informationavallable from Tmsf Plate InstltuM. 218 N. Lee Street Suae 31Z Alexandria. VA 22314. Job Truss Thus Type City Ply CARLTON 299 • T77089642 M11412 ATA COMMON 7 1 Job Reference (optional) Ghembers I mess, Inc., ton Vie=, FL 4.00 12 Sx6 = 6 8.l3U s Mar l l 20l8 MI I eK ind Wines, IOC. rn May l7 U9:24:4a ZUl a Vogel Scale=1:61.0 17 — 15 "" "' 14 " 12 3x8 = 3x4 II 4.6 = 3xa = 3x8 = 4x6 = 3.4 11 3xB LOADING (p91 SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 V.1irl -0.28 14-15 >999 360 TOOL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.59 14-15 >730 240 BCLL 0:0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) 0.34 14-15 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1436/0-8-0, 10=1436/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCES. (lb) -Max CompJhl x Ten. -All forces 25D (lb) 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=-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=0/271, 6-15=-569/1002, 5-15=-300/279,3-15=-782/581,3-17=0/271 PLATES GRIP MT20 244/190 Weight: 172 lb FT = 20% Structural wood sheathing directly applied or3-2-15 oc pur ins. Rigid ceiling directly applied or 5-2-0 oc bracing. 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=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMerior(2) -1-0-0 to 2-7-3, Interior(!) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and fames & 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 3-6-0 tall by 2-0-0 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 796 lb uplift at joint 10. 1� 6 Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNNG-Verify design nre;etwrend BEADNDM ONMISANDWCLUDED UBEKBEFENANCEPAGEMIF74M W. 102 21115BEFOBE USE ' .. Design valid for use only with Meek®connectors. This design is based only upon parameters shown. and isfor an Individual bullding component not ��- a truss system. Before use, the building designer must verily the appllcabaity of design parameters and properly Incorporate this design Into ire overall buldingdesign. Bracing indicated Is to buckling oflndMdualhussweband/or chord members only. Addlnonaltemporary and permanent bracing MiTek prevent Is always required for stability and to prewent collclose with possable personal Injury and property damage. For general guldonce regording the fabrication. storage, delivery, erection and bracing of trusses and truss systems SeaANSUIPII Quality CdNdo, DSB49 and BC51 Building Component 69U Parke East Blvd. Safety lnformationavaaable from Buss Plate Institute. 218 N. Lee Street Sulte 312 Alexandra VA 22314. Tampa, FL 33610 Job - Truss Truss Type Oty Ply CARLTON 299 ' T77089643 M11412 ATE COMMON 1 1 Jab Reference (options]) Gnampers I rlrss, inc., ron rlerce, M 6.13u s mar n zulu mn eK Inaustnes, mc. rn may 11Ue:L4:4a Cu Ie rage 1 Scale=1:60.9 4.00 FIT 5x6 = 6 3x5 = 3x4 II 3x6 = 6xB = B� = axe = 3x4 II 3x u.n-n 8-1-1 15.9-1 1-3.14 6.8-0 0- - 4 5.9.1 B-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL:;;., In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL - 1.25 TC 0.37 Vert(LQWi -0.10 18-21 >999 360 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 SC 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) 0.15 18-21 >999 240 Weight: 17211b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins. 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 micipt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-208(LC 10) _ Max Uplift All uplift 100 lb or less atjoint(s) 15 except2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 250 lb or less atjoinn(s) except2=687(LC 21), 14=1635(LC 1), 10=399(LC 22). 15=349(LC 17) FORCES. fib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5=-437/333, 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, 12d4=-188/281, 10-12=d88/281 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 A NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft: B=59ft; L=36ft; eave=5ft; Cat. - - II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedcr(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-". Exterior(2) 18-0-0 to 21.7-3 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0I1b 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 nonconcunent 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=1 O.Opsf. 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. Mbani PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 17,'2019 Q WANNWG- Verify CeslgnparometemmdRADNOTE50NMSANDNCLUDEDMIFEKNEFEBANCEPAGEa167=mJ . le032015BEFOBEUSE - Deslgnvela foruse Onlywilh M70i connector. lh6 tleslgnis basetlanly upon parameter shown. antlofor an to 'duo bu, gcomponent not a huss system. Before use, fha btadtl tlesigner mustveAfy the applicobillty of design parameters antl propedy Inco,porate this design Into Ina overall DuOtling tleslgn. &acing intlicataof prevent bucbirig at intlivltlualfisssweb antl/or chor0 members oNy. AtltllHonal temporary antl permanent bracing MiTek' b always r.quiretl for stabllNy antl to prevent collapse wIM possible persond Injury and property tlamage. For general gultlance regamine the fabrico6on, storage, tlallvery, erection and bracing of trusses and fiva systems seeAN31/IP11 Guo01y Cm.do. OSBd9 and aC516uttl}ly Compononl 69U Paft East Blvd. Sahy Nloanalbbwo0oble hom Truss plate Ins6Me. 219 N. Lee Sheet Suite 312, Alexontlrlo, VA 22314. Tampa, FL 33610 Joh Truss Truss Type Oty Ply T77089644 M11412 ATC COMMON 1 1 �CAFILTON299 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 3.5 = 3x4 11 3x6 = 6xe = 6x8 = 3x6 = 3x4 II 3x5 &1-1 13-10.2 15-2-0 22-1-14 227-10-15 _ 36-0-0 8-1-1 5.9-1 1-3--Ul 6-11-14 0. -9 5-8-8 LOADING (psi) SPACING- 2-M CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL . 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(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/TPI2014 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 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except at=length) 14=0-11-5. (lb) - Max Horz 2=-208(LC 10) Max Uplift All uplift 1001b or less at joint(s) 15 except 2=-433(LC 12), 14=-866(LC 12). 10=-240(LC 12) Max Grev All reactions 250 Ib or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1239f757, 3-5=-437/333, 5-6=-432/448, 6-7=-272W3, 7-9=-376f778, 9-10=-334/220 BOT CHORD 2-18=-587/1178, 16-18=-587/1178, 12-14=-188/281, 10-12=188/281 WEBS 6-14=-1096/683, 7-14= 303/281, 9-14=-853/814, 9-12=-13/307, 6-16=-5011665, 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=4.2psf; BCDL=3.Opst h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriar(2) -1-0-0 to 2-7>3, Interior(1) 2-7-3 to 18-0-0, Exterior(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 2-0-0 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 (jt=lb) 2=433, 14=866, 10=240. Thomas A. Alban! PE No.39360 MiTek USA, Inc FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 QWMNDIG-Vettfydeat9nyeremOMMWdAEADNOTEBONTNLSANDWCLUDEOMfiEKNEFENANCEPAGEW7#Morro 1Na. ISBEFONEUSE � Design valid for use only with MIfeM connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a tram system. Before use, Me building designer must verify the applicability of design Parameters antl properly Incorporate this design Into the overall buildingdesign. Bracing Indicated is to buckling of lndlvltlual trssweb and/cr chord members only. Additionaltempororymcloennanentbrocing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrication, storage. doWery, erecilon and bracing of musses and tons systems, seeANSMII Quality Cdloda, DS549 and SCSI Building Component 6904 Parke East Blvd. Safely Nfom offon oicble from Truss Rote Institute, 218 N. Lee Street, Suite 312 Alexandra. VA 22314. Tampa, FL W610 Job Truss Tess Type Oty Ply CARLTON 299 T77089645 M11412 BHA COMMON 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 6.130 s Mar 112018 MTek Industries, Inc. Fri May 17 09:24:52 2019 Page 1 ID:kFvnsnOwY419ZhO nM3lc6ylJ9g-45uhOc5Dv4VT_UaZ13sj9SES6mkoR7tOAV5FiBzFeB9 16-0-0 24bO 1-0-0 8-0-0 2-0148 —15-6-0 18-0I—211 36-00 42-0I 1-6-0Bt 2-0-D -0 4a-o F "_0 4ad 1-t-1 Scale: 3/16'=l' TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. '� 5x6= 9 12 14 7xl0 MT18HS4 7 - 16 5 18 7x10 4.00 12 3x6 I 5 3 8 10 17 20 2 IN 21 22 y)IN '1 A Irh d 28 27 26 25 24 23 d 3x6 II 446 = 6xB = Us = 3.6 11 3x6 3x8 = 3x6 = 8-0 15�6-0 210.75 I 7-6-0 I 74580. ~ Will TOO Plate Offsets (X Y)— 12:0-0-2 Edgel [3:0.3-8 Edgel [11.0-3-00-3-01 120:0-3-e Edgel [21:0-2-8 Edge1 [25'0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vde6 L/d 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 Ho2(CT) 0.04 21 n/a We BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(ILL) 0.2028-31 >909 240 Weight: 2081b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 20-25 2.Rows at 1/3 pts 3-26 JOINTS 1 Bruce at Jt(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 100 lb or less at joints) except 2=-583(LC 8), 26=-1557(LC 8), 25=-1259(LC 8), 21=-455(LC 8) Mau Grsv 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. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473/724, 3-4=-213f718, 4.6=-2137718, 6-8=-21a(718, 8-10=-2137718,10-11=-2137718,11-13=-2131718,13-15=-213(718,15-17=-213i718, 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=-1333M008, 17-25=-979f756, 3-28=-419/1254.3-26=-3236/1698. 20-23=-058/1210, 20-25=-2385/1201, 9-10=-706/569, 6-7= 307/241, 15-16=-462/372, 18-19=A97/418 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=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eava=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 pat bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas 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 583 Ib uplift at joint 2, 1557 Ito uplift at joint 26, 1259 lb uplift at joint 25 and 4551b uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9671b down and 461 Ib up at 28-0-0, and 9671b down and 461 It, 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 Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: May 17,2019 HUAWL%da6ld O WARNNG-Vedyydesignparamefersend READNOTES ON THISANONCLUDEOMREKFEFEFANCEPAGEM 74TJrew.laMWglp BEFORE USE Design vaIld for use only v41h Mnel�connectors. Thk tlesIgnb based only upon parameter shown, ontl is for an Individ buloh"'component not �� a puss system.Before use. me b-Idogd signer must vetlN the appllcabYlryot tleslgn parameters and pro incorporate mis tlesign Nfo the ovarNl bwltling design.&acing indicatetl 6lo prevent bucMing of lntlMtlual huss web ontl/arohortlmembers only. Atldinonal temporary ontl pertnanenf bracing MiTek' Is always requiredfor stability ontl to prevent collapse with pos4blepesarw'Inlury ontl p'a corn ge. For general gultlonce regartllnB the to", ollor sbrage, tlenv-ry er.Mn ontl bracing of trusses ontl inns systems seeANSI/IP11 s ualItt1tyy Cm�dp, D3149 and 8C51 eu'sure Companml 6904 Parke East BNd. Tampa, FL M610 W.; Irlformattafuv.'.bl. hom Tars More kssdiNa 2" N. Lee Sheet Sue. 312 Alexontldo. VA 22314. Job Truss Truss Type Oly Ply CARLTON 299 • T77089645 M11412 BHA COMMON 1 1 Jab Reference (optional) Chambers Trues, Inc., Fart Pierce, FL 8.130 s Mar 112018 MiTek Indushies, Inc. Fit May 17 09:24:52 2019 Page 2 ID:kFvmsnOwY419ZhO_nM3Ic6ylJ99-45uhOc5Dv4V F_UaZ13s19SES6mkoR7tOAV5FiBzFeB9 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo 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) Job Truss Truss Type OtY Ply CARLTON 299 • T17089646 M11412 GRA HIP 1 1 Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:53 2019 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-YHS3dy6sgNdKcd9mbmOyhfmd4A1vAZOAP9goFezFeB8 11-0-0 7-10.0 I 13-8-0 F 1&0.0 224-0 I 28-2.0 6 36-0-0 -0- 7-10.0 5-10.0 44-0 4-0-0 5.10.0 7.10-0 Scale =1:61.9 5x8 MT18HS= 5x8 MTI8HS= 4.00 F12 3x4 II 5.8 = 3x4 II 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 1;j 3x5 = 3.4 II 46 = 6712 = 6x12 = 46 = 3x4 11 3x5 7-10.0 13-8-0 22-4.0 28-2-0 31-0-0 1 7-10.0 I 610.0 8-8-0 5-10-0 I ]-10.0 O Plate Offsets (XY)-- 13:0-54 0-2-81 15:0-4-0 0-3-01 17:0-5-4 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl 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) -0.4412-13 >609 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.22 10-21 >999 240 Weight: 161 lb 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 REACTIONS. (lb/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 Max Horz 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13=-2107(LC 8), 8=-799(LC 8) Max Gmv 2=417(LC 17), 13=3546(LC 1). 8=1256(LC 18) BRACING - TOP CHORD Stroctuml wood sheathing directly applied or 3-4-6 oc pur ins. BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 1 Row at midpt 3-13, 5-13 FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-0=-369/211, 34=-1158/2051, 4-5=-115812051, 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@818, 8-1D=-1578/2786 WEBS 3-15=-181/648,3-13=-2568/1568,4-13=-640/587,5-13=-2900/1855,5-12- 1172/2196, 6-12=-611/569, 7-12=-558/375, 7-10=-184/651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL--3.Opsf; h=12ft; B=59h; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0A 8: MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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 lb uplift at joint 13 and 799111 uplift at joint B. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 Ito 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 lb up at 14-0-12, 103 It, down and 170 lb up at 16-0-12, 103 lb down and 170 lb up at 18-0-12, 103 lb down and 170 It, up at 19-11-4, 103 lb down and 170 lb up at 21-11-4, 103 lb down and 170111 up at 23-114, and 1031b down and 170 lb up at 25-114, and 137 Ito 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 lb up at 8-0-12, 77 lb down and 1 III up at 10-0-12, 77 lb down and 1 to up at 12-0-12, 77 lb down and 1 lb up at 14-D-12, 77 lb down and 1 Ib up at 16-0-12, 77 It, 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 21.114, 77 lb down and i Ito up at 23-114. 77 lb down and 1 lb up at 25-114, and 77 lb down and 1 lb, up at 27-114, and 340 lb down and 223 Ito 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 am noted as front (F) or back (B). Thomas A. Albani PE N0.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Date: LOAD CASE(S) Standard May 17,2019 Job Tess Truss Type - Oty Ply CARLTON 299 • T17089646 M11412 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:53 2019 Page 2 ID:kFmnOwy419ZhOSM3lceylJ9g-yHS3dy6sgNdKcd9mbmOyhfmd4A1 vAZOAP9goFezFeS8 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plq 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(B) 14=49(B) 15=-389(B) 10=-389(B) 11=-49(B) 22=-103(B)24— 103(B) 26=-103(B) 27— 103(B)28=-103(B)29=-103(B) 31=-103(B) 33=d 03(B) 34=-49(B) 35=49(B) 36=-49(B) 37=49(B) 38=-49(B) 39=-49(B) 40=-49(B) Job Truss Truss Type Oty Ply ' CARLTON 299 T77089647 M11412 �J2 0NNOTRUSS 8 1 Job Reference fobtionaD Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Fit May 17 09:24:54 2019 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6yIJ9g-OT7RrH7URNBOnky9UvBEtJwBa W wDKJepaLn4zFeB7 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc)- Well Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 VeR(LL) -0.00 7 >999 360 TCOL 7.0 Lumber DOL 1.25 BC 0.07 VeR(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Mar YES WB 0.00 Hoa(CT) -0.00 3 n/a rJa 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/D-8-0, 4=22/Mechanical Max Hom 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. (Ib) - Max. CompJMan Ten. -All forces 250 (lb) or less except when shown. Scale =1:7.8 PLATES GRIP MT20 244/190 Weight 8lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=121t B=591t; L=36ft; eave=5D; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. Thomas A. Alban PE No.39380 MiTek USA, Inc. FL Ced $834 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING-Verlfydeslgnpemmer,rs dREADNOM ON TNISANDWCLUDEDAaMEKREFERANCEPAGEMlF7M.. r4a1molsir Forri Design valid for use only WM M9ek0cornectoru This dedgn Is based only upon parametersshown, and Is for an Individual budding component, not � a toss system. Before use, the building designer must verify Me applicability of design parameters and property incorporate thu design Into the overall burdangdesign. BracIngIndicated btoprevent bucldIngofIndividual atosweb and/or chord members only. Additional temporary and permanent bracing WOW e always required for stability and to prevent collapse with posole personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery. erection and bracing of tosses antl puss systems. seeANSVIPII QualIi@tys. Criteria, DSS419 and BCSI Building Component 6904 Padre East Blvd. Safety In/onnationovailable from Truss Rate Institute. 218 N. We Sheet. Suite 312 Alexandra. VA 22314, Tampa, FL 33610 Job Truss Thus Type City Ply CARLTON 299 ' T17089648 M11412 J4 MONO TRUSS 8 1 _ Job Reference (optional Chambers TruS$ Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn May 17 09:24:54 ZU19 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6yfJ9g.OT7 RrH7URhIBDnky9UvBEtJt6aSFvDKJepaLn4zFeB7 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4-7 >999 360 TCDL 7,0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -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 Gmv 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:11.1 PLATES GRIP MT20 2441190 Weight: 14 lb Ff=20% BRACING - TOP CHORD 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=4.2pst BCDL=3.Opsf; h=12ft; B=59ft,, L=36ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 3-10-4 zona;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem 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 Tit 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 77 lb uplift at joint 3, 1591b uplift at joint 2 and 7 lb uplift at joint 4. Thomas A Albanl PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WANNWG-Vedrydeslgn psrpmefersend RE4O NOTES ON TN1SANOWC1UOEOMREKNEPERANCEPAGEMO.74Mmv. 10DUAXTI66EFOREUSE - Designvoild for use only with MRek®connectors. This design is based only upon parametersshown and is for an Inc Mdual building component not a truss system. Before use, Me bracing designer must verify Me opplicabYiry of design parameters and properly incorporate this design Into Me overall buildingdeslgn.&ocingindicated IstobucWlngofIndividualtruss web and/or Chord Members any. AdcfMonoltempomryondpaananentbrccing MiTek' prevent is always required for stability and to prevent collapse with pomble personal injury and property damage. For general guldonce regarding Me fabrication storage, delivery, erection and bracing of tenses and truss systems seeANSVrPII Cuallty CrIfedu, DSB49 and SCSI Building Component 69M Parke East Blvd. Safety fnformatbrnvotabie from Truss Plate Irsstliute, 218 N. Lee Sheet, Suite 312, Alexandria VA 22314 Tampa, FL 33610 Job Truss Thus Type Oty Ply CARLTON 299 ' T17089649 M11412 J6 MONO TRUSS 8 1 Jab Reference (ootlonaD Chambers Thus, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries. Inc. Fit May 17 09:24:55 2019 Page 1 ID:kFvnsnDwY4I9Zh0_nM3lc6ylJ9g-UgZg2d86C7t2mj8iBORn4s2Dzg9egaTSTJvJWzFeB6 -I-O-o 6-0-0. ' 1-0-o 6.0.0 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d TCLL 20.0 Plate Gdp DOL 1.25 TC 0.35 Ve It -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MP Wind(LL) 0.11 4-7 >639 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Horz 2=140(LC 12) Max Uplift 3=-129(LC 12). 2=-192(LC 12), 4=-e(LC 12) Max Gmv 3=148(LC 17); 2=275(LC 1). 4=100(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:14.6 PLATES GRIP MT20 2441190 Weight: 20lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=35ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-M to 2-7-3, Intedor(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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 129 Ib uplift at joint 3, 192 Ib uplift at joint 2 and 81b uplift at joint 4. Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WARNWG.VedydeslgnpammefeMWdfl AON0MSON WSANOWCLUOEONREKFEPEFANCEPAGEAVI47=mv. 10I91201511FONE USE Design valid for use oNywHh Mitek9 connectors. lNs design Is based ortyupon parametersshown, and is for an individual Wading component not a truss system. Before use. the building designer mud verify the opplicabaay of design parameters and property Incorporate this design Into the overall bulichgdesign.&acingln3catedatoprevent bucWingoflndMducltruss web and/or chord members only. Additlondtemporary and permanent brccing MiTek' Is always requlred for sbbil8y and to prevent collapse wM possible personal Injury and property damage. For general guidance regarding Me fabrication storage, delivery. erection and bracing of trusses and thus systems seeAN5ViP11 Guallqlyy C Nedo, DSB4t9 and SCSI lulclag Component Safety Informotbna+oilcble from inns Plate InsfiMe, 218 N. Lee Street SUHe 312, Alexandria, VA22314. 69M Parke East Blvd. Tampa, FL W610 Job Truss Truss Type Oly Ply CARLTON 299 T17089650 M11412 JB MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 8.130 a Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:56 2019 Page 1 ID:kFv nowY419Zh0_nM3lc6ylJ9g.ys7CGzBkzl4vTSuLGuzgJ109wN64N7pc573SryzFeB5 Scale = 1:17.4 Plate Offsets (X,Y)— [2:0-3-14,0-1-8] LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (fee) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(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 Inca YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP WincI LL) 0.26 4-7 >368 240 Weight: 26lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 REACTIONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 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=34B(LC 1), 4=141(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-" cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-10.4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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 174 lb uplift at joint 3, 2261b uplift at joint 2 and 13 Ib uplift at joint 4. 1 Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 ® WARNING -VedtydeslgnpvamelersendREADNOTESONTNLSANDWCLUDEDM REFERANCEPAGEMII.74Tdme 10D.L4al6BEFORE USE Design valid for use only with Wrests connectors. This design Is based only upon parameters she.. and Is for an hdMduol bulding component not �� a toss system. Before use, the bulding designer must verify the appllcabOy of tleslgn parameters and propedy incorporate this design Into Me overall buldingcl"gn. Bracing lndlooted is to prevent budding of lndNlOuolfruss web and/or chord members aNy. Addlflonaltemporaryandpermanentbmcing MiTek' is always required for stobriry antl to prevent collapse with pombie personal Injury and property dlaamage. For general guidance regarding the Safely Bib atbacwHabie from Trust Plate Institute, 21trusses e street, 3�udee 3 2 Alexa tlda VA 22314�oM, D36e9 mttl BCSI Su1tlNp Component Tampa, FL 33610 Blvd. Job Thus Truss Type Oty Ply CARLTON 299 ' T17089651 M11412 JAB MONO TRUSS 11 1 Job Reference (optional Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 a Mar 112018 MiTek Industries, Inc. Fd May 17 09:24:56 2019 Page 1 ID:kFvnsnOwY419ZhO_nM31c6ylJ99-ys7CGzBkz17vT5uLGuxgJ1O9PN6PN7pc573SryzFeBS Scale = 1:17.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeFl 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 BIC 0.0 ' Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n1a n(a BC DL 10.0 _ Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 26 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M30 REACTIONS. (lb/size) 3=184IMechanical, 2=342/0-8-0, 4=97/Mechanical Max Horz 2=175(LC 12) Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4=-13(LC 12) Max Gmv 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-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=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C EMedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-8-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 170 lb uplift at joint 3, 223 lb uplift at joint 2 and 131b uplift at joint 4. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 17,2019 ®WARNNG- VedlydeVgnparamMereand REAO NOTES ON THIS AND NCLUDEDMmEKREFERANCE PAGE MWC41 x. 10=015 BEFORE USE Design valid for use only with Meek® connectors. IDB design Is based only upon parameters shown, and is for an IndlvIducl balding component not a truss system. Before use, me bu lding dedgner must verify the appllcobVity of design parameters and prop dy Incorporate this design Into me overall builchgdesign. Bracing mtllcotedistoprevent buclilOgOfIndividual hunweb and/or chord members only. Additional temporary and permanent bracing b always requtred for stabalty, and to prevent collcpse with parable personal Injury and property damage. For general guldance regarding ire fabrication, storage, delivery, oreCflon and bracing of mroes and miss system% seeANSUIPII Quality Cmoda, DS849 and SCSI BYBdesg Component Safety Informalbarvdloble from Truss Plate Institute, 218 N. Lee Street Sute 312 Alexandria VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T17089652 M11412 KJ8 MONO TRUSS 2 1 Job Reference o tional unamoem truss, mc., 'On name, M a.13us Mar TT 2u1a MIIeK mousmes, Inc. rn May it ue:en:ot eu1a Scale& 6 era II 3x4 = 3x4 = 5 LOADING (psQ SPACING- 2-" CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 V8d(LL) -0.05 6.9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Ved(CT) -0.10 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO' WS 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mafrix-MS Wind(LL) -0.04 6-9 >999 240 Weight: 441b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural 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. (lb/size) 4=90/1vechanical, 2=46210-11-5, 5=466/Mechanical Max Horz 2=178(LC 8) Max Uplift 4=-102(LC 8), 2= 187(LC 8), 5= 118(LC 8) FORCES. (Ib) -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=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCOL=3.Opsf; h=12ft; B=59fb L=36ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional): Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 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 102 lb uplift at joint 4, 187 lb 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, 39lb down and 58 lb up at 2-11-0. 8lb down and 101 lb up at 56-15. 8lb down and 101 lb up at 5-8-15, and 42 lb down and 143 Ib up at 8-6-14, and 42 lb down and 143 lb up at a-6-14 on top chord, and 4711a down and 28 lb up at 2-11-0, 47 lb dawn and 28 lb up at 2-11-0, 47 lb down at 5-8-15, 47 Ib down at 5-8-15, and 31 Ib down and 14 lb up at 8-6-14, and 31 lb down and 14 lb 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 (pIQ Vert: 1-4=-54, 5-7= 20 Concentrated Loads (Ib) Vert: 1D=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. Alberni PE No.3936e MiTek USA, Inc FL Cent 6634 6904 Parke East Blvd. Tampa FL 3361D Dale: May 17,2019 O WMNWO-Verity Oesignpv etemwdfl 4DNOMSONTHMMDWCLUDED,mrEKREFERANCEPAGEM 74MMV.. 1101031rOISS FOREUSE Design volid for use only Wth MRekG connectors. this design Is bared Only upon parameters shown and Is for an hdMduol bulldina component, not c hus system. Before use, the building designer must veefy the appllccbllltyof deslan parameters and properly Incorporate tNs deLgn hto the overall buiidhgdeagn.BrachglndlcotedIstoPrevent buckling ofindvidualtruss web and/or chord members only. Additional tempormyand permanent brccng MiTek' b clWays required for stabnty and to prevent collapse with possible personal hlury and property damage. For general guidance regarding the fabrication storage, delNery, erection and bracing of trusses and truss systems, seeANSVfPI1 Quality Criteria, 059419 and SCSI Building Component 69N Paft East Bird. Safety biformatbravallobie from Truss Plate Insmute. 218 N. use Sheet State 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 . T77089653 M11412 KJAB MONO TRUSS 2 1 Jab Reference o tional Chambers Toss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. 10 2.83 12 3x4 12 Stale =1:19.9 13 14 6 15 5 2x3 11 3x4 = 3x4 = E10.0 11.0-3 _ 6-10.0 I 4-2-3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (too) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 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 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 HOrz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 - BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=106/Mechanical,2=447/0-11-5,5=385/Mechanical Max Harz 2=175(LC 8) Max Uplift 4=-107(LC 8), 2=-321(LC 8), 5=-202(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2-3=-846/526 BOT CHORD 2-6ri-520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5=-884/565 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=121t; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOIr1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 4, 321 lb uplift at joint 2 and 2021b uplift at joint S. 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 Ib down and 58lb up at 2-11-0, 8 Ib down and 101 lb up at 5-8-15, 8 lb down and 101 Its up at 5-8-1 S. and 42 to down and 143 Its up at 8-0-14, and 42lb down and 1431b up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 Ib up at 2-11-0, 10 Ib down and 301b up at 5-8-15, 1016 down and 30 lb up at 5-8-15, and 31 lb down and 14 Us up at 8-6-14, and 31 Ib down and 14 Its 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 (lb) Vert: 10=80(F=40, B=40) 11=-2(F— 1, B— 1) 12=-83(F=-42, B=-02) 13=14(F=7, B=7) 14=-20(F--1 0, B=-10) 15=-50(F=-25, B= 25) Thomas A. Alban! PE No.36380 MiTek USA, Ina FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WABNMO-Vedfy Eesrgnparememm4rd BEAONOTES ON TM MDWCLUOEOMmEKBEFEBANCEPAGEMIF14T4mv. 1e00,3e156EFOBE USE Design valid for use only with M0e1& connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a Luss system. Before use, the building designer must verity Me opplicabllity of design parameters and properly incorporate this design Into the overall building design. &acing Indicated a to bucking of individual truss web and/or chord members only. Addltlonal temporary and permanent bracing. M!Tek* prevent Is dways required for stability and to prevent collapse witin possmia perand injury and property damage. For general guidance regarding the fabrication, storage. delivery. ereclion and bracing of trusses end toss systems SeeANSVIPII Quality Criteria, DSO-09 and BC51 Building Component VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Safety InformatianavcOcble from Truss Rote Insfitute, 218 N. Ise Sheet, SLite312 Alexandria Symbols PLATE LOCATION AND ORIENTATION 1 374 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. [J�For 4 x.2 orientation, locate plates 0-4r9' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate 4 x 4 width measured perpendicular to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If Indicated. 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 6-4-8 j dimensions shown Inftsixteenths Ill (Drawings not to scale) 8 JOINTS ARE GENERALLY NUMBEREDAETTERED 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 Mti W1 0 Welk MITek 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. Two bracing must be designed by an engineer. For wide two 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 materiols on Inadequately braced trusses. 4. Provide copies of this two design to the building designer, erection supervisor, property ownerand all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of two 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 ANSWI 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 calling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, heaifh 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 ANSI/TPI 1 Qualify Criteria.