Loading...
HomeMy WebLinkAboutTRUSS PAPERWORKRE: M11412 CARLTON 299 Site Information: Customer: Wynne Development Corp Lot/Block: Address: unknown City: St Lucie County Project Name: M11412 Model: Sterling Subdivision: 'State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, Fl- 33610-41_1_5 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): SCANNED Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 BY Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf St. Lucie County 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. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Seal# Truss Name Date a a1 a2 a3 a4 a5 ata atb atc bha $ ra 14 16 18 i8 kja8 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: Finn, Walter My license renewal date for the state of Florida is February 28, 2019 Florida COA:6634 MAR 2 7 W9 ST. Lucie County, FILE Copy 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 ANSIfFPI 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 ANSVTPI 1, Chapter 2. ,ttNlluub�I OpJ�ER. P•, � �OENgF;�L r No 22839 13 STATE OF %iO-�SA,< O R t O P C-Y��� Walter P. Finn PE 110.22839 MiTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 nme• April 1 of 1 Finn, Walter Job Truss Truss Type Oty Ply CARLTON299 T73708831 M11412 J2 MONO TRUSS 8 1 Job Reference (optional) Gnamoera 1 rus5, Inc., Yon Pierce, FL 8.130 a Mar 11 2018 MiTek Industries, Inc. Fn Apr 6 09:29:54 2018 Page 1 ID:kFvnsnOwY419ZhCLnM31c6ylJ9g-Eful EE,ylx_3S6tHDeCV%ag4AAgxEFOsLrl2gRzTU2R 4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). Vdefl L/d TOLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(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 Inor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/FP12014 Matdx-MP Wind(LL) 0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 12) Max Uplift 3=-27(LC 12), 2=-136(LC 12), 4=-3(LC 9) Max Grav 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - Max. CompJMax. 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 directly applied or 2-0-0 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=4.2psf; 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) 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 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 3, 136 lb uplift at joint 2 and 31b uplift at joint 4. WaBerls. Finn PE No11636 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 3361D Date: April 6,2018 Q WARNING-VcrUy Eeslgn Daramet..m1 READ NOTES ON THISAND INCLUDED MNEKREF BIANCEPAGEMIF7473 rev. 1011311pI5BEFOREUSE Design valid forum and iih Mffi connectors. This design Is based only upon parametersshown. and Is for on IntlNltlual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of individual truss web and/or chord members only. Addifonol temporary and permanent bracing MiTek' is always required for stabaily and to prevent collapse with possible person Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of husses and truss systems, meANSVIPII Qua" Croatia. DSBA9 and BCSI Bulding Component Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexondrla, VA 22314, 6904 Parke East BNB. Tampa, FL 33610 Job Truss Truss Type Oty Ply=CARLTONT13708832 M11412 J4 MONOTRUSS 8 ) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 a Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:29:56 2018 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-A2OVfw?3pYEnh01gK3Fzc?vNa IIi9w9o9U9vKzTU2P Scale=1:11.1 4400 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 Weight: 141b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=87/10echanical, 2=204/0-8-0, 4=49/Mechanical Max Harz 2=iO2(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. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. 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; 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 3-104 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent 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 77111 uplift at joint 3, 1591b uplift at joint 2 and 7 Ib uplift at joint 4. Wafterla. Finn PE No.22039 MiTek USA, Inc. FL Cat ISM 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 O WARNING - Verifydestgo parameferaanCREAD NOTES ON THMAND INCLUDED MREKREFERANCEPAGEM674T9mv. 1G0ak015BEFOREUSE Design valid for use only with Mrs& connectors, This design Is based only upon parameters shown and Is for an individual bullding component not ��• a muss system. Before use, the bullding designer must verity the applicability of design parameters and property incorporate this design Into the overa full buadingdesign. Bracingindicotedistopreventbucklingofindlvldualtrussweband/or chord members only. AddrIonoltemporaryandpermanentbracing MiTek* 6 always required for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regardingihe fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSViFII Quality CMede, OSB49 and BCSI Bultlhp Component 6904 Parka East Blvd. Snfoty mformalbrpvollable from Truss Rate Institute, 218 N. Lee Sheet Suite 31Z Alexandda, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oily Ply CARLTON 299 T13708833 M11412 J6 MONO TRUSS 8 1 Job Reference (optional)_ Chambers Truss, Inc., Fort Fierce, FL 8.130 5 Mar 11 2018 MITek Industries, Inc. Fn Apr 6 09:29:57 2018 Fage i ID:kFvnsnOwY419ZhO_nM3lc6yIJgg-fEattGOhmMeJacsunmC9CSYhOW fRc9J1 pDi RmzTU20 3x4 = 4 Scale = 1:14.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Veri(CT) -0.11 4-7 >652 240 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(ILL) 0.11 4-7 >639 240 Weight: 20111, 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 are bracing. 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=-B(LC 12) Max Grav 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (Ib) -Max CompJMax. Ten. -All forces 250 (to) or less except when shown. 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. 11; Fla C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exb ior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 1291b uplift at joint 3, 192 lb uplift at joint 2 and 8111 uplift at joint 4. Waiter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 3361D Date: April 6,2018 Q WARNING-VerhydeslgnperametsmanJREAD NOTES ON TN/SAND/NCLUDEDMREKREFERANCEPAGEM&74nrev. 10,10,341015BEFORE USE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��• th a truss system. Before use, e building designer must verify the appllcobillty, of design parameters and property Incorporate this design Into Poe overall bulldorldesign. Bracing indicated 8toprevent buckling ofIndividual truww band/or chard members only. Additional temporary and permanent bracing MITek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding The fabrication, storage, delivery, erection antl bracing of trusses and truss systems, seeANStMil Quality Criteria. DSB-99 and BCSI Building Component 6904 Parke East Blvd. SabtV Intorma8arsavailabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Pl=CARLTON 9T13708834 M11412 JB MONO TRUSS �Qty 11 footionall tau 5 mar 11 zu to Nil e6 mousses, ma. rn npr a uu:Jaluu eu to rage ID:kFvmnowY419Zh0_nM3lc6ylJ9g-3pFOV13alnIDA1 LRZvJvmr4?ube2ezvljnSM25zTU2L Scale = 1:17.4 3x4 4 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Hom 2=178(LC 12) Max Uplift 3=-174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Grav 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (lb) -Max Corrp./Max. Ten. -All forces 250 (lb) or less except when shown 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 Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a10.0 pat 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 174 lb uplift at joint 3, 226lb uplift at joint 2 and 13 lb uplift at joint 4. Wafter P. Finn PE No.22839 M7ek USA, Inc. FL Cad 6BU 6904 Parke East Blvd. Tampa FL 331110 Date: April 6,2018 A WARNING- V d1ytle519nparant.r .d READ NOTES ON WISANO fNCLUOEO MNEKREFERANCEPAGEMs74M rev. 1aNY1a15 SEFOREUSE Design valid for use only with Wool, connectors. 1h6 design Is based only upon parameters shown. and Is for an individual bullding component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and propeay Incorporate this desgn Into the overall building design. Bracing Indicated a to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing Is always required for stabllify and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of frames and truss systems, seeANSIMIJ puallry Cdledo, DS049 and SCSI Building Component Solely Informadio evollable from Truss Plate Institute. 218 N. Lee Sheet Suite 3lZ NeIrandrla. VA 22314. MiTek' 69N Palle East BNtl. Tampa, FL 33610 Job Truss Thus Type Oty Ply T73708835 M11412 JAB MONO TRUSS 11 1 �CARLTON299 Job Reference o tional Chambers Truss, Inc., Fort Pieme, FL 3x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:30:01 2018 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6y1JBg-XOpOi d3Ce4t4oBwd7cg812cA7?=NO9uyRBwaXzTU2K Scale = 1:17.2 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ve It -0.13 4-7 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Ven(CT) -0.28 4-7 >331 240 BCLL 0.0 - Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 261le FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Horz 2=175(LC 12) Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4=-13(LC 12) Max Gray, S=191(LC 17), 2=342(LC 1), 4=13B(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-" 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=4.2ps1; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, 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 DIZi 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with anyother 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 1701b uplift at joint 3, 223 lb uplift at joint 2 and 13lb uplift at joint 4. Walter P. Finn PE No32839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 6,2018 ,&WARNING-VeNrydesr9apammefersand REAON07ES ON T11I5ANDWCLUGEBUREKREFERANCEPAGEU674"wx IGUIlZ015BEFORE USE Deslgn valid for use only with MBek& connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not ��- a truss system. Before use, fine buiding designer must verify the applicability of desgn parameters antl properly Incorporate this design Into the overall bulidIngdaslgn. Bracing indicated is to prevent buckling of Individual tnsssweb and/or chord members only. Additional temporary and permonentbroGng MiTek' Is always required far stabllHy and to prevent collapse with possible personal injury and properly damage. For general guidance regarding me fabrication, storage- delivery, erection and bracing of musses and muss systems sseANSUR'II QualBByy Criteria, DSB-89 and BCSI Building Component 69M Parke East Blvd.dobry Inloeno6orpvaaable from Truss Rate Institute. 218 N. We Street Suite 312. Almantlrla. VA 22314, Tampa, FL 33610 Job Truss Truss Type I Ory Ply CARLTON 299 T73708836 M11412 KJ8 MONO TRUSS 2 1 Job Reference (optional) I unamoers I muss, Inc., non rierce, I-. 8.1 SU s Mar l l 2ulI, Mn l ex mausrnes, Ino. rn Apr a Uv:JU:ua Zala rage 1 1D:kFvnsnOwy419Zh0_nM3lc6ylJ9g.TOx97J5SAi7o1 V40EItcOTicPpjDrFFBPIgOfOz7rU21 6 2Kl II 3x4 = 3a4 = 5 7.2.7 3-10.5 2- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.21 Vert(LL) -0.05 6-9 >999 360 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.35 HOrz(CT) 0.01 5 n1a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrii 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-M oc puriins. BOT CHORD 20 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 4=90/Mechanica1, 2=462/0-11-5, 5=406/Mechanical Max Horz 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5=-118(LC 8) FORCES. (Ib) -: Max. Comp./Max. Ten. -All forces 250 (Ib) 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; BCDL=3.0psf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18;MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost 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 102 lb uplift at joint 4, 187lb uplift at joint 2 and 1181b uplift at joint 5. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 391b down and 5811b up at 2-11-0, 39lb down and 58 Ib up at 2-11-0, 8lb down and 101 Ib up at 5-8-15, 8 lb down and 101 lb up at 5-8-15, and 42lb down and 143 lb up at 8-6-14, and 42 Ito down and 143 lb up at 8-6-14 on top chord, and 4711b down and 28 lb up at 2-11-0, 47 It, down and 28111 up at 2-11-0, 47 lb down at 5-8-15, 47 lb down at 58-15, and 31 lb down and 14 Ib up at 8-6-14, and 31 Ib down and 14 Ib up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (Ib) Vert: 10=80(F=40, B=40) 11=-2(F=-1, B=-1) 12= 83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=-25, B=-25) Wai Finn PE No.22a39 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 Q WARNING-Ved/ydeslgnpommetems dREAD NOTES ON MIS AND INCLUDED MREKHEFEFANCEPAGEMIF74T3n:v. IIVUMTISBEFORE USE Design valid for use only with MUekB connectors. Ws design Is based only upon parameters shown and Is for an Individual building component not ��• a tnss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingdeslgn. Bracing Indicated is to buckling of Individual hum web and/or chord members only. Addinbhal temporary and permanent bracing MiTek' prevent 6 always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabrication storage, delivery, erection and bracing of trusses and truss systems. seeANSUD'l1 Quality Criteria, DSB-89 and BCSI Building Component 69M Palle East Blvd. Soloh m/aenalbnwaaable ham Truss Rafe IrutiNte, 218 N. Lee Street. SuBe 31Z Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty ' Ply CARLTON 299 T73708837 M11412 KJAB MONO TRUSS 2 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:30:06 2018 Page 1 ID:kFvnsnOwV4192h0_nM3lc6ylJ9g-uzdHmL7KTGVNuyobwAOJO6J6n01 D2b9d5)vhGlzTU2F Scale=1:19.9 3x4 = 3x4 = 6-10-0 4-2-3 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) Vdefl 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 Got NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical Max Horz 2=175(LC 8) Max Uplift 4=-107(LC 8). 2=-321(LC 8), 5= 202(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. - All.forces 250 (lb) or less except when shown. TOP CHORD 2-3— 846/526 BOT CHORD 2-6=-520/815, 5-6=-520/815 WEBS 3-6=0/268,3-5=-884/565 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1071b uplift at joint 4, 321 Ib 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 load(s) 39 lb down and 58 lb up at 2-11-0, 39lb doom and 58 lb up at 2-11-0, 8 Its down and 101 Ito up at 5-8-15, 8lb down and 101 lb up at 5-8-15, and 42 lb down and 143lb up at 8-6-14, and 42 Its down and 1431b up at 8-6-14 on top chord, and 31 Ib up at 2-11-0, 31 lb up at 2-11-0, 10 Ib down and 30 Ib up at 5-8-15, 10 Its down and 30 lb up at 5-8-15, and 31 Its down and 14 lb up at 8-6-14, and 31 lb down and 14 lb up at a-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 (ptf) 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=42) 13=14(F=7, B=7) 14=-20(F— 10, B=-10) 15=-50(F=-25, B=-25) Water P. Finn PE No.22839 fdiTek USA, Inc. FL Ceti 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 0 WARNING-yedyydesl9nperdmereraend READ NOTES ON TN/SAND/NCLUDEOM? KNEFERANCEPAGEM674M.v. TNa320r5BEFOBE USE Deagn valid for use only with Miled9connectors. This design Is based only upon parametersshown, and Is for an Individual bullding component, not a tom us system, Before e, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulldingoeslgn. Bracing Indicated h to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fcbrlcotloR storage, calvary, emcflon and bracing of musses and muss system%seeAN5VTPfl QuaffCriteria, DSB49 and SCSI Building Component Safety Informa llonavoiiabm Pl le from Tom Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. �1• MiTek' 6904 Pans East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply CARLTON 299 T73708820 M11412 A SPECIAL �Oty 1 1 Job Reference (optional) U.IJU s Mar n Gala Mue6 mausmes, I"G. rn Apr 0 aa:Le:JV Sx8'= 4.00 FIT 3x6 \\ US = 46 = 4x5 = Sx12 MT18HS = Seale=1:63.0 16 15 4x4 0 3x4 = 3x6 = 3x4 — s,s — 2.00 12 4x10 = 9-10-0 13.8-0 [9-5-3 24.6-0 26-2-0 36-0-0 Plate Offsets (XY)— [2:0-0-2 Edgel [4:0-5-4 0-2-81 [6:0-" Edger fB:0-9-00-2-81 r10:0-2-10 Edgel, [15:0-1-12 0-2-12] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ved(LL) -0.73 13-14 >595 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.34 13-14 >321 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 1.01 13-14 >428 240 Weight: 161 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30'Except' 6-8: 2x4 SP M 31 BOT CHORD 2EE4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Ham 2=-119(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc 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=-3441/2388, 5-7=-5141/3470, 7-8=-6766/4392, 8-9=-5629/3608, 9-10=-5945/3856 BOT CHORD 2-16=-1989/3129, 15-16=-1777/2918, 14-15=-2177/3455, 13-14=-3307/5216, 12-13=-3301/5421, 10-12=-3593/5659 WEBS 3-16=-527/480,4-16=-413/669,4-15=-535/785,5-15=-9751733,5-14=1198/1876, 7-14=-851/667, 7-13=-962/1695, 8-13=-1260/1909,8-12=-45/349, 9-12=-319/328 NOTES- 1) Unbalanced root 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=36N; eave=5ft Cat. II; Exp C; Encl., GCpi=C.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-7-0, Intedor(1) 2.7-3 to 37-0-0 zone;C-C for members and farces BE 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 for a 10.0 Oaf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 10 considersparallel 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 bearing plate capable of withstanding 100 It, uplift at joint(s) except (jt=lb) 2=646, 10=846. WalterP. Finn PE No.32839 MiTek USA, Inc. FL Can 6634 9904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 OWARNING-Ved/ydaslgnperemerereand REAONOTES ON THISANOwCLVOEOMREKREFERANCE PAGE 10h74"... raIrovara BEFORE USE Design vcId for use only with MBeIso, connectors. This design b based only upon parameters shown. and Is for on Individual building component, not ��• a truss system. Before use. the building designer must verity me appllcabYlty of design parameters and properly Incorporate this design Into Me overall buldingdosign. Bracing indicated 6toprevent buctlingofIndividual true web and/or chord members only. ACCmonaltemporoWondpenbanentbroeing MiTek' Is always required for stability and to prevent collapse wiM posAbie personal Injury and property damage. For general guidance regarding Me fobricanon, storage, delivery. erection and bracing of busses and truss systems, sersANSl71P11 Quality Criteria, DSI-89 and BCSI Balding Component 6904 Parke East Blvd. Safety hrformotbnevolloble from Truss Plate Institute. 218 N. Lee Street. Sale 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Ply CARLTON299 T13708821 M11412 Al SPECIAL 1 1 1 Jab Reference (optional) Chambers Tmss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:29:40 Scala a 1:63.0 5x6 — - 3x8 = Sx6 = 4.00 12 4 22 5 23 6 14 13 3x4 II axa u 3x6 = 3x4 = 5x6 2.00 12 = 4,10 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1'25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.61 BC 0.95 W13 0.55 Matrix -MS DEFL. in (loc) Vdeil Ud Ven(LL) -0.58 11 >749 360 Vert(CT) -1.0711-12 >402 240 Horz(CT) 0.40 8 n1a n/a Wind(LL) 0.80 11 >541 240 PLATES MT20 MT18HS Weight: 163 Us 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. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13 REACTIONS. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Horz 2=-141(LC 10) Max Uplift 2=-846(LC 12), 8=-846(LC 12) FORCES. (lb) - Max. 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 BOTCHORD 2-14=-1935/3141, 13-14=-1610/2666, 12-13=-2399/3926, 11-12=-2400/3924, 10-11=-3499/5680, 8-10=-3492/5669 WEBS 3-14=-404/391, 4-14=-507/777, 4-13=-151/409,5-13=-1376/890, 5-11=-557/1048, 6-1j= 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=12d; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterfor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-0 to 37-" 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 fora 10.0 pet bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSMTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of Muse to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11b) 2=846, 8=846. 4 tj WalterP. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 3361D Date: April 6,2018 AWA/aNWG.Ver/fydesfynparameeereand BEADNOTES ON TN/SANDWCLUDEDMREKBEFEBANCEPAGEM 74nJre laNYlols BEFOBEUSE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, Me building designer must vordy the appllcablllty of design parameters and properly Incorporate this design Into the overall bulldingdosgn. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with posvbie person Injury and property damage. For general guidance regarding me fobrlcatlon storage. delivery. erection and bracing of trusses and Muss systems, seeANSUIPII au Criteria, DSB-89 and BCSI Balding Component Safety InfomsalionoTruss RN. vcloble from ate Institute. 218 Lee Street. Suite 312 Alexontltlo, VA 22314. 6904 Pehe East Blvd. Tampa, FL 33810 Job Truss Truss Type pry, Ply CARLTON 299 T73708822 M11412 A2 SPECIAL 1 1 Job Reference (optional) o. Ju s mar 11 zu 10 m1 I ex mouslnes, inc. rn ^pro ua:za:91 zu I o Scale = 1:63.0 5x6 = _ 3z4 = 5�' 15 14 7x8 MT18HS= 3x6 = 3x4 11 5x8 = 4x10 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 . BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSL TC 0.58 BC 0.94 WB 0.72 Matrix -MS DEFL. VBn(LL) Ven(CT) Horz(CT) Wind(LL) in (too) Well L/d -0.55 11-12 >779 360 -1.03 11-12 >419 240 0.39 9 n/a n/a 0.7711-12 >564 240 PLATES MT20 MT18HS Weight: 167111 GRIP 244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (III/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz2=163(LC 11) Max Uplift 2=-846(LC 12). 9=-846(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 260 (Ib) or less except when shown. TOP CHORD 2-3=-3359/2129,3-4=-2661/1761, 4-5= 2445/1690, 5-6=-3533/2289, 6-7=-3698/2365, 7-8=-5359/3351, 8-9= 5963/3683 BOT CHORD 2-15=-1909/3146, 14-15=-1909/3146, 13-14=-1826/3099, 12-13=-3016/5125, 11-12=-3433/5679, 9-11=3426/5669 ' WEBS 3-15=0/295, 3-14=-807/566,4-14=-354/620,5-14=-916/581, 5-13=-261/668, 6-13=-588/1003,7-13=-2219/1408,7-12=-1137/1893,8-12=-628/443 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2psf; BCDL=3.Opsf; h=12N; 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, 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 printing. 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 fit between the bottom chord and any other members. 7) Bearing at joini(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 1001b uplift at joint(s) except (jt=lb) 2=846, 9=846. Walter P. Finn PE No.22839 MTek USA, Inc. FL Can 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING- VedrydeslSn PornmerersanOREAD NOTES ON MIS MDMCLUDEOMr KREFERANCEPAGEM67=T v. 16013M015 BEFORE USE Design volid for use only with Mlrek® connectors. Me design IS based only upon parameters shown, and Is for on Individual building component, not a Muss system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate this design Into Me overall building deagn.Bracing Indicated is to prevent budding of Individual trussweb and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with passible personal Injury antl property damage. For general guidance regarding the fobrication storage. delivery, erection and bracing of trusses and muss systems sooANSIM11 QualMMyy Calorie, DSB49 mid SCSI Building Component Safety Informatbrwallable Mom Truss Plate Instill 218 N. Lee Smeet, Suite 312 Alexontlrlo. VA 22314, �'• M!Tek• 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty, Ply CARLTON 299 T73708823 M11412 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:29:42 2018 4.00 12 5x6 = 5x6 = Scale: 3/16'=1' 0 t'a d 15 3x5 = 3.4 II 5,06 4x10 = 2.00 12 8-9-0 62-0 6.6-0 4.40 4-3-4 752-12 Plate Offsets (X Y)-. (2.0-1-2 Edoel f3:04-00-3-01 17:0-3-0 Edoel. Ig:0-2-10 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(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 Hom(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matdx-MS Wind(L-) 0.7811-12 >551 240 Weight: 1671b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP Nm3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. BOTCHORD Rigid ceiling directlyapplied or2-2-0oc bracing. WEBS 1 Row at micipt 6-13 REACTIONS. (Ib/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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3371/2103, 34=-2633/1707, 4-5=-2803/1850, 5.6=-2968/1899, 6-8=-5371/3290, 8-9=-5960/3616 BOT CHORD 2-15=-1BBB/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=-379f702, 6-13=-2706/1659, 6-12=-1094/1946, 8-12=-611/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-73 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 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 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 10016 uplift at joint(s) except (jt=lb) 2=846, 9=a46. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: April 6,2018 QWABNDIG-Vedrydeslgnparemetemend BEAD NOTES ON TN/SANDINCLUDED MITEKBEFEBANCEPAGEMD-7473rex. I4T3Z015BEFOBEUSE Design voles for use only with MiTek® connectors. This design Is based only upon parameters shown, and 8 for an Individual building component not ��• a muss system, Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate the design Into the overall bulldingdesign.Bracing Indicated is to prevent buckling of lntlNltlual truss web and/or chord members oNy. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the tobnca8on, storage, delivery, erection and bracing of trusses and truss systems, seaANSVrpD Qualify Cdhria, DSB-09 and SCSI Building Component 69M Parke East BNd. Safety InfoenaBoneva fable from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Ply CARLTON 299 T13708824 M11412 A4 �TnussType ]Q1 SPECIAL 7 Job Reference (optional) unamoers Iruss, Inc., ran relics. VL 5.130 s Mar 11 2018 MI rek Industries, Inc. Fn Apr 6 09:29:43 2U18 Page 1 -0- 8-6-0 5-2-0 44-0 6-6-0 4.34 7-2-12 -0- Scale: 3/16'=1' 4.00 F12 Sx6 = 6 3x4 24 25 5x6 3z64 6 5x6 WB_ 7 3x4 4 8 3 3x4 a 9 23 26 I n1 2 13 10 111^ Ia 14 ]z8 MT18HS= 12 1 6 3z4 II o 16 15 3x12 = 3x4 II 5x8 = 400 = 3z5 = 2.00 12 LOADING (psQ SPACING- 2-0-0 CSL DEFLin (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ve It I(-0.61 13 >709 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.93 Ven(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0' Rep Stress lncr YES WB 0.95 Horz(CT) 0.42. 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-6-11 oc purins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (lb(size) 2=1386/0-8-0, 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 forces 250 (lb) 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=-6407/3513, 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=4.2psh BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, 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 & 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 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. 6) 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. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except ft=lb) 2=846, 10=846. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 O WABNMO-Verirydesf9nParzmefersend BEADNDTES ON TN/GANDMCLUDEDM?EKNEFEBANCEPAGEMIF74"3re.. 101A2015BEFONE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual bullding component, not a truss system. Before use, the building designer must verly the applicability of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated Is to prevent buclengoflndNlduolmissweband/or chord members any. Additional temporary and pennanembracing M(Tek' Is cWoys required for stability and to prevent collapse Win possble personal Injury and property damage. For general guidance regarding the fabrication. storage, doWery, erection and bracing of trusses and truss systems, seeANSVrPll Cuardy CMada, DSO-09 and SCSI Building Component 69N Parke East Blvd. Satisfy mfoanatbmvollabie from Truss Plate Institute. 218 N. Lee Street, Swe 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply CARLTON 299 T73708825 M11412 A5 SPECIAL �Qty 7 1 Job Reference (optional) C'narnuers ,ure , inc., ion Fierce, FL 8.130 s Mar 11 2O18 MiTek Industnes, Inc. 6 09:29:44 2018 4.00 12 Safi = Scale =1:61.9 1N1m 16 15 nxro = 3x5 = 9x4 5xB = 4x10 = 2.00 F12 8-6-0 13-8-0 1&0.0 1 24-6-0 28.9.4 I 36-0-0 &60 E. a-4-0 s-6-0 a-3-4 7d.19 Plate Offsets (X n-- f2:0-1-2 Edgel 18:0-3-0Edge] f10:0-2-10 Eddel f15:0-2-12 0>3-Ol LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ion) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Hom(CT) 0.42 10 - n/a rJa BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(L-) 0.94 13 >513 240 Weight: 170111 FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or2-6-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at micipt 7-14 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-846(LC 12), 10=-946(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-fi=-2450/1730, 6-7=-2472/1713, 7-9=-5407/3513, 9-10=-5950/3764 BOT CHORD 2-16= 1931/3146, 15-16=-1931/3146, 14-15=-1489/2515, 13-14=-3184/5190, 12-13=-3510/5666, 10-12= 3504/5656 WEBS 3-16=0/315, 3-15=-799/546, 5-14=-355/272;6-14=-743(1219, 7-14=-3134/2058, 7-13=-1130/1972, 9-13=-560/375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh, h=12ft; 8=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 18-0-0, Extenor(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 at joint(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 100 lb uplift at joint(s) except at=lb) 2=846,10=846. Walter P. Finn PE No.22639 M7ek USA, Inc. FL Cert SBM 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 QWARNING-Venry0esl9npardmstersanGREADNOTES ON TN/SAND INCLUDED MREKREFERANCEPAGEMIF7413me. IGUS12015BEFOREUSE. Design valid for use only with MlIeW connectors. This design Is based only upon parameters shown, and Is for an IndNldual building component, not a hum system. Before use, the building designer must verify he appllcab0ity of design parameters and properly Incorporate this design into the overall building tleslgn. Bracing indicated Is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing Is always required for stablllty and to prevent collapse with possible persond Injury and property damage. For general guidance regarding me fabrication storage, delivery, erection and bracing of trusses and hum systems, seeANSVIP1I Quo,B1Iyy Cdbrla, DSO-59 and 301 Building Component Safety informa8enovoitable from Truss Plate Institute, 218 N. Lee Sheep Suite 312. Alexandria, VA 2%4. MiTek' 69M Parke Eesl Blvd. Tampa, FL 33610 Job Truss Truss Type Ply CARLTON 299 T73708826 M11412 ATA ]Oty COMMON 7 1 Job Reference o tonal cnamoers I russ, Inc., ran Pierce, rL 8.130 s Marl l 2018 MiTek Industries, Inc. Fn Apr 6 09:29:45 2018 Page 1 4.00 12 5x6 = 6 Scale=1:61.0 17 '" 15 "" "' 14 '" 12 3x8 = 3x4 11 4.6 = 3x8 = 3xB = 4x6 3x4 II 3x8 LOADING (psQ TCLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0. SPACING- 2-0-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress Incr YES Code FBC2017ITPI2014 CS'. TO 0.53 BC 0.67 WB 0.60 Matrix -MS DEFL Vuri Vert(CT) Horz(CT) Wind(LL) in (loc) Well L/d -0.28 14-15 >999 360 -0.5914-15 >730 240 0.14 10 n/a n/a 0.3414-15 >999 240 PLATES GRIP MT20 244/190 Weight: 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-2-15.do pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/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. Comp./Max. Ten. -All forces 250.(Da) 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 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Eldedor(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60.plate gdp DOL=1.60 3) 100.011p AC unit load placed on the top chord, 18-M from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 put bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of.20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=11b) 2=796, 10=796. Walter P. Finn PE No12939 MiTek USA, Inc. FL Curt 6634 6904 Padre East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING -Vn0ydu.19npsnveetersand READNOTES ON TH6AND/NCLUDWM?KREFERANCEPAGEMX74n.re.. 10012015BEFOREUSE Design valid for use only with MRekO connectors. ihls design 6 based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verily Me applicability of design parameters and properly Incorporate this design into the overall buildingdesign. BrocingIndicated Istoprevent bucking ofIndividual trussweb and/or chord members only. Additional tempororyand permanent bracing MiTek' Is always required for stobllity, and to prevent collapse with possible persond Injury antl property damage. For general guldonce regarding the fabrication, storage; delivery. erection and bracing of trusses and iNss systems. seeANSVrPlt Quality Creeds. D559 and SCSI Building Component 6904 Parke East Blvd. Safety mformation voilable from Truss Plate Institute, 216 N. Lee sheet, suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T13708827 M11412 ATB COMMON �Oty 7 7CARLTON9 1e (optional) as, me., Port Pierce, PL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:29:46 2018 Scale=1:60.9 4.00 F12 5x6 = 3x5 = 3.4 11 3.6 = 6x8 = 6xS = 3x6 = 3x4 II 3x5 = B-1-1 13-10.2 d5.2-0. 21-10-0 22,1.14 27-10-15 36-Nn &1-1 5-9.1 1-3.14 6.8-0 0- - 4 5.9-1 B4-1 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Weil 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 ]nor 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: 1721b F7=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 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Gray All reactions 2501b 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 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, 12-14— 188/281,10-12=-188/281 WEBS 6-14=-1096/683, 7-14=-303/281, 9-14=-853/614, 9-12=-13/307, 6-16=-501/665, 5-16=-302/279, 3-16=-890/616,3-18=-16/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-0, 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) 100.0I1a 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= 10.0psf. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 15 except 61=11b) 2=433, 14=866, 10=240. WafterP. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361B Date: April 6,2018 AWANNWO- Verify desigopalamefers4ndNEADNOTESONTNISANDINCLUDED MI/EKNEFEMNCEPAOEMB-74TJrev.]deY10158EPONEUSE Design valid for use only with MOek0 Connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Muss system. Before use, The building designer must verity the opplicabllity of design parameters and properly Incorporate this design Into me overall building design. Bracing indicated is to Prevent buckling of lndMdual trussweb and/or chord members only. Additional temporary antl permanent bracing Is always required for stability and to prevent Collapse with possible personal Nlury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses antl muss systems. seeANSUIPII CuoB1rytyy Cdfedo, D5649 and BCSI Building Component Safety InformalbrWallable from Truss Plate InsmMe, 218 N. Lou sheet. Suite 312 Alexontlda, VA 22314, �� MiTek' 6904 Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T73708828 M11412 ATC COMMON 1 7 Job Reference (optional) a.,ou a rv,d, 11 cu,o mu en muusu,ee, um. nr npr o va:za:va zu ra �1 0 Scale = 1:60.9 4.00 F12 5.6 = 3x5 = 3z4 11 3x6 = 6x8 = 6x8 = 3x6 = &A 11 3x5 a. .1 13-tn.o .1s.9.n. non-ta caoa 8-1-1 5-9-1 1-3-14 6-11-14 .. 0-6-9 5-8-8 8-1-1 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >044 240 BCLL 0.0 ` Rep Stress Incr YES WS 0.68 Horz(CT) 0.02 15 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 1721to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing: WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except (jt=length) 14=0-11-5. (Ib) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100lb or less at joint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 2501b or less atjoint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12391757, 3-5=-437/333, 5-6=-432(448, 6-7=-272(773, 7-9=-3761778, 9-10=-334/220 BOT CHORD 2-18=-587/1178, 16-18=-587/1178, 12-14=-188/281, 10-12=-188/281 WEBS 6-14=-1096/683,7-14=-303/281, 9-14=-853/614, 9-12= 13/307, 6-16=-501/665, 5-16=-302/279, 3-16=890/616, 3-18=-16/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.0psf; h=12ft; 9=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 18-0-0, Extenor(2) 18-0-0 to 21-73 zone;C-C for members and tomes & 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 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 BCOL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 15 except (jt=lb) 2=433, 14=866, 10=240. Walter P. Finn PE No.22839 IhTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®WARNUIG-Veq/y design parameters endREAO NOTES ON MIS AND WCLUDED NmEKNEFERANCEFAGEMLL7473mx. 1e,,,40fSBEFOREUSE. Design void for use only with MBekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the belong designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalways required for stability and to prevent collapse wilh possible personal lniury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of tresses and fuss systems seeANSVIPl1 OuaiBy Cdfedo, OSS49 and BCSI Building Component 6904 Parke East BNd. Safety InformatbMvoilable from Truss Plate Inaltiute. 218 N. We Sheet Suite 312. Alexandria, VA 22314, Tampa, FL 3361D Job Truss Truss Type Oty Ply CARLTON299 T13708829 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:29:502018 Page 1 ' ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-MufEPtxlEiDezVaWla8ZNk(GaZCNIFUHODI ghgzTU2V 16-0-0 240-0 1p� 12-0U 14-0-0 18-0-0 20-0.0 22-0-02�-10.15 28-0-0 36-0-0 1-0-0 6-0-0 115-6-0 4-0-0 2-0-0 1-6 24) F 2-0-0 2-0-0 0-10-i 4-0-e a-0-0 1-1-1 Scale: a/16'=P 5x6 = -- 9 12 14- - --- ItO 2tt2 w 3x6 = 3x6 II 4z6 — 6x8 = 6x8 = 3.6 11 8x5 = 3x6 = 8-0.0 75.6-0 22-10-15 2&0.0 36-0-0 8-0.0 7-fi-0 7-4-is 5-1-1 110-0 Plate Offsets (X Y)-- [2:0-0-2 Edqe] [3:0-3-8 Edge1 rl l:0-3-00-3-Of [20:0-3-8 Edgej [21:0-2-8 Edgej f25:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.73 Vert(LL) -0.14 28-31 >999 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.56 Ven(CT) -0.2523-34 >619 240 MT18HS 244/190 BOLL 0.0 Rep Stress lncr NO WB 0.83 Horz(CT) '0.04 21 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.2028-31 >909 240 Weight: 2081b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib) Structural wood sheathing directly applied or 4-2-12 cc pudin. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at indict 20-25 2 Rows at 113 pts 3-26 1 Brace at Jt(s): 8, 4, 14, 16. 18 All bearings 0-8-0 except (jt=length)E5=0-11-5. Max Ho¢ 2=-208(LC 6)- Max Uplift All uplift 100Ib or less atjoint(s) except 2=-583(LC 8). 26=-1557(LC 8), 25=-1259(LC 8), 21=-455(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=983(LC 13), 26=291 l (LC 13), 25=2457(LC 14). 21=757(LC 14) BRACING- TOPCHORD BOTCHORD WEBS JOINTS FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473/724, 3-4=-213f718, 443=-2137718, 6-8=-2137718, 8-10=-2131718,10-11=-2131718, 11-13=-213f718, 13-15=-213/718, 15-17=-213f7l8, 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 BOTCHORD 2-28=-971/2236, 26-28=-922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23=-569/1344 WEBS 8-26=-1333/1008,17-25=-979/756,3-28=-419/1254,3-26=-3236/1698, 20-23=-458/1210, 20-25=-2385/1201, 9-10=-706/569, 6-7=-307/241, 15-16=-462/372, 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=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Allplates 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 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-" 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, 15571b uplift at joint 26, 1259 Ito uplift at joint 25 and 455 lb uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical Partin 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 461111 up at 28-0-0, and 967 to down and 461 lb up at 8-0-0 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 (3). Walter P. Finn PE No.22839 IATek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: April 6,2018 ndard O WARNING- Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP74M rev. VIV12015 BEFORE USE. Design valid for use only with MBekG) connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a hues system. Before use, the building designer must verity the applicability of design parameters and propedy Incorporote ihls design Into the overall bulltling design, Bracing Indicated is to prevent buckling of individual hues web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrication, storage. delivery, erection and bracing of trusses and truss systems seeANSVIPD CualByCdNda, DSB419 and BCSI BuldhD Component 6904 Parke East Blvd. e, Safety Informothoraaable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexondrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T73708829 M11412 BHA COMMON 1 �CAPLTON299 i Job Reference (optional) u oee, mu., run r,c, 8.13u 3 Mar 11 2018 MTTek Industnes, Inc. Fit Apr 6 09:29:50 2018 Page 2 ID:kFvnsnOwV419ZhC nM3lc6ylJ9g-MufEPtxlElUezVaW—pBZNkfGaZCNIFUHODlghgzTU2V LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 20-22=-54, 28-29= 20, 23-28=-47(F=-27), 2332=-20, 3-12=-126(F=-72), 12-20=-126(F=-72) Concentrated Loads (lb) Vert: 28=-641(F)23=-641(F) Q WARNWG-Y ftNel9ap+rameresehd READN07ES ON TNISAND INCLUDED MIKEKREFERANCEPAGEM674"WK 14ALa2015DEFORE USE Design valid for use only with M9ek® connectors. This design Is based only upon parameters snows, and Is for an IndMduol building component, not a muss system. Before use, the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into Me overall butdingdeslgn. Brachg lndlcoted 6 to prevent buckling ofindMduol tnmweb and/or chord members only. Addlronal temporary and pormonentbrocing MiTek' Is always required for stalonly and to prevent collapse with posvble personal Injury and property damage. For general guldonce regarding the fabrication. storage, delivery, erection and bracing of trusses and tnm systems seeANSt71PIt Quality Criteria, 1151149 and SCSI Madbp Component 69M Parke East Blvd. Safely Informatbrgvollable from Truss Plate Institute. 218 N. Lee Street, Sure 312 Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T73708830 M71412 GRA HIP Job Reference o tional ^"^••'� � • •••'-'�+ • �.^-.• U.'3u s Mar 11 ZU1b MI IeK Industries, Inc. hn Apr 5 09:29:53 2018 Pagel ID:kFmsnOwV419Zh0_nM31c6yIJ9g-mTKN1 uzBXdsDgyJ511d1G MHm2nBxVb6j60FUI7zTU2S 1-0- 7-10.0 13-8.0 18-0.0 22-4-0 28-2-0 38-0-0 7-0- -0. 7-10.0 5-00-0 4-4-0 4.4-0 5.10-0 7-10-0 -0- 5XS M118HS=_ 4.00 12 13 3x4 II 22 23 24 25 426 5x8 = 27 5 28 - - - 3x8-M181­[S — - - 3x4 II 629 30 31 32 33 7 Scale =1:61.9 N w m O 15 34 14 13 35 36 37 3B 12 39 11 40 10 3x5 = 3x4 11 4x6 = 6x12 = U12 = 4x6 =. 3x4 11 3x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/rP12014 CSI. TC 0.71 BC 0.76 WB 0.84 Matdx-MS DEFL. Vert(LL) ' Vert(CT) Hom(CT) Wind(LL) in (loc) Well L/d -0.21 12-13 >999 360 -0.4412-13 >609 240 0.06 8 n/a n/a 0.2210-21 >999 240 PLATES MT20 MT18HS Weight: 161 Ib GRIP 2441190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP No.3 `Except- WEBS 1 Row at midpt 3-13. 5-13 4-13,6-12: 2x6 SP No.2 REACTIONS. (Ib/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 Grav 2=417(LC 17),13=3546(LC 1), 8=1256(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-369/211, 3-4=-1158/2051, 4-5=-1158/2051, 5-6=-2318/1425, 6-7=-2318/1425, 7-8=-2981/1789 BOT CHORD 2-15=-196/311, 13-15=-201/342, 12-13=-246/452, 10-12=-158B/2818, 8-10=-1578/2786 WEBS 3-15=-181/648,3-13=-2568/1568,4-13=-640/587, 5-13= 2900/1855, 5-12=-1172/2196, 6-12=-611/569, 7-12=-558/375,7-10=-184/651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12N; B=59ft; L=36ft; eave=5ft; Cat. II; Erg C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beating plate Capable of withstanding 292 lb uplift at joint 2, 2107lb uplift at joint 13 and 7991b uplift at joint S. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 Ib down and 301 lb up at 7-10-0, 103 Ib down and 170 lb up at 10-0-12, 103 lb down and 170 lb up at 12-0-12, 103 Ib down and 170 Ill up at 14-0-12, 103 lb down and 170 lb up at 16-0-12, 103 lb down and 170 Ib up at 18-0-12, 103 Its down and 170 Ib up at 19-11-4, 103 lb down and 170 III up at 21-11-4, 103 Its down and 170 Ib up at 23-11-4, and 103 Its down and 170 Ib up at 25-11-4, and 137 Its down and 301 lb up at 28-2-0 on top chord, and 340 It, down and 223 Ib up at 7-10-0, 77 Ib down and 1 lb up at 8-0-12, 77 lb down and 1 lb up at 10-0-12, 77 lb down and 1 Ib up at 12-0-12, 77 lb down and 1 lb up at 14-0-12, 77 lb down and 1 Ib up at 16-0-12, 77 Ib down and 1 Ib up at 18-0-12, 77 Ib down and 1 lb up at 19-11-4, 77Ib down and 1 lb up at 21-11-4, 77 lb down and 1 lb up at 23-11-4, 77 lb Wager P. Finn PE No.12839 down and 1 lb up at 25-11-4, and 77 Its down and 1 Ib up at 27-11-4, and 340lb down and 223lb up at 28-2-0 on bottom chord. M7ek USA, Inc. FL Carl 39 The design/selection of such connection device(s) is the responsibility of others. 6904PBrS East FLBlvCarl6Tampa FL 39610 634 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD CASE(S) Standard ADfjl 6.2018 O WANNINO- Venfy Cesignpammefersandl?E D NOTES ON TMSAND INCLUDED Mn-EKNEFENANCEPAGEM/L7473 rev. IGUSQOIS BEFOBEUSE Design valid for use anlywlth MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulling component, not a truss system. Before use, the building designer must verify the applicability, of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated B to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for siablity and to prevent collapse Wien possible persona lhury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVTP11 QualitMyy CM9Aa, D6B49 antl BCSI Building Component Safety Informallon rvailable from Truss Plate Institute. 218 N. We Sheet, Suite 312. Alexandria. VA 2P314. ��' MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Thus Truss Type Oily Ply CARLTON 299 T73708830 M11412 GRA HIP 1 1 Job Reference (optional) o.,wammnmiorvnrex muusmesOno. rnmpr oua:ea:aaema regale ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-mTKN1 uzBXdsDgyJ51xh(3_MHm2nBxVb6j6BFUl?zTU25 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-137(B)5=-103(B) 7=-137(B) 14=-49(B) 15=-389(B) 10=-389(B) 11=-49(13)22=-103(B) 24=-103(B) 26=-103(B)27=-103(B)28=-103(B)29= 103(B) 31=-103(B) 33=-103(B) 34=-49(B) 35=49(B) 36=49(B) 37=-49(B) 38=-49(B) 39=-49(B) 40=-49(B) O WARNWG- Vadly d d9m Xnmetere And READ NOTES ON TNISANDNCLUOEO Ma'EKREFERANCEPAGEMIF7473 rev. 1aM81015BEFORE USE Design valid for use only with WOO connectors. AB design Is based only upon parameters shown and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and propetly Incorporate this design Into the overall buildingdesign. Bracing Indicated Is to prevent buckling ofIndividual fruss web and/or chord members only. Additional temporary and permanent bracing WOW a always required for stability and to prevent collapse whin possible personal injury and property damage. For general guidance regarding Me fabrication, stamps. delivery, erection and bracing of trusses and truss systems. seeANSI/IPII Cuall Criteria, DS9419 and BCSI Building Component 6904 Parke East Blvd. Satery fnformatbrrnolloble from Truss Pilate Institute. 218 N. Lee Street. Suite 31Z Alexandda VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 14- 13/4 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. 0 �/idr For 4 x 2 orientation, locate plates 0-149 from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in Milek 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 7 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/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-48 I dimensions shown Inftsixteenths tscale) II�"II (Drawings not to scale) 0 c O x U 0- 0 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETrERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, 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 e MiTek® MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. diagonal orX-bracing. is always required. See BC51. 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/TPI 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. 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, 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 ANSI/TPI 1 Quality Criteria.