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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 Lot/Block: Model: Sterling Address: unknown City: St Lucie County Subdivision: State: FL General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that 1 am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 T13708820 T13708821 T13708822 T13708823 a a1 a2 a3 a4 a5 ata atb atc bha lIra 14 16 18 Q8 kj8a8 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 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 ANSUTPI 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/TPI 1, Chapter 2. Iof1 SCANNED BY St. Lucie County No 22839 U: :CCZ 3 STATE OF :�44/ 00. Walter P. Finn PE No22839 MiTek USP. Inc. R. Carl 6634 6904 Parke East Blvd. Tampa FL 33610 April 6,2018 1 Job Truss Thus Type Oryr Ply CARLTON 299 T13708831 M11412 J2 MONO TRUSS 8 1 Job Reference (optional)_ Chambers Truss, Inc., Fort Pierce, FL misu s mar r l zu I. mi ea inuusmes, mu. rn API o w:caar coo Faye r ID:kFv nOwY419ZhOSM3lc6ylJ9g-EfulEEylx_356tHDeCV%ag4AAgxEFOsLr?2gRzTU2R t-0.0 2-0-0' 1-0-0 2-0.0 -- Scale = 1:7.8 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wlnd(LL) 0.00 7 >999 240 Weight: 8 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanlcal, 2=141/0-8-0, 4=22/Mechanlcal 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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-0-0 oc pudins. SOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59f ; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and tomes & MWFRS for reactions shaven; Lumber.DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0pst 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, 1361b uplift at Joint 2 and 3 lb uplift at joint 4. WallerP. Finn PE No.22839 ldiTek USA, Inc. FL Cad 6634 6904 Parke East Bind. Tampa FL 33610 Date: April 6,201 B AWARN/NG-Verity dearer parameters and READ NOTES ON THIS AND INCLUDED MITEKNEFENANCE PAGE M474A rev. 10=20156EFORE USE Design void for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a tuns system. Before use, the building designer must verity the appllcobllliy of design parameters and propery Incorporate rub design Into the overall building design. Bracing lndlcoted is to prevent buckling of Individual fnm web and/or chord members only. Additional temporary and permanent blacing M!Tek' 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 and bracing of trusses and truss systems seeANSIng'n QuoBBtryy Cril DSB49 and BCSI Building Component Ballet Perko Ent Blvd. Safety Informatio avollable tiss R om Truate Institute, 218 N. Lee Street Suite 31Z Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T73708832 M11412 J4 MONO TRUSS 8 1 Job Reference o tional ChamGers Truss, Inc., Fort Pierce, FL 3" = 8.130 e'Mar 11 2018 MI reK Ineuslnes, Inc. Pn Apr b U9:29:56 ZDI B Page 1 ID:kFvnsnDwY419ZhO nM3lc6ylJ9g.A2OVfw73pYEnh01gK3FzcyvNa_III9w9o9UgvKZTU2P Scale=1:11.1 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(ILL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ved(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 Weight: 14 lb FT=20% LUMBER - TOP CHORD 2x4 SPNo.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=87/Mechanical, 2=20410-8-0, 4=49/Nlechanical Max Horz 2=102(LC 12) Max Uplift 3=-77(LC 12), 2=-159(LC 12), 4=-7(LC 12) Max Grav 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. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh, BCDL=3.OpsU h=12h; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 3-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 7716 uplift at joint 3, 159lb uplift at joint 2 and 7 Ib uplift at joint 4. Waller P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 QWANN/NO-VerUydesl9n,memete..dBEAD NOTES ON THIS AND INCLUDED MREKREFENANCEPAOEM67473m1 1D/eYle1SBEFOHEUSE. Design volid for use only wim Mmek®conneclors, mis design Is based only upon parametersshown, and Is for an Individual bullding component, not a truss system. Before use, the bulldhi; designer must verify the applicability of design parameters and properly Incarcerate this design Into the overall bu6dingdesign. Bracing Indicated Is to prevent buckling ofIndividual husswoband/or chord members only. Addlflonoltemporaryondpemsanentbrachg, Is always required for stability and to prevent collapse wins Passible personal Injury and property damage. For general guidance regortling Me fabrication. storage, delivery, section and bracing of muses and truss systems seeANSVTPII Gualtly CMerea, DSB-89 and BCSI Bul dlnp Component Safely Infaanationcr o6able from Truss Plafe Institute. 218 N. Lee Sheet, Suite 318 Alexandria, VA 22314. M)Tek' 69U Parke East BNd. Tampa, FL M610 Job Tess Truss Type Oty Ply CARLTON 299 T13708833 M11412 J6 MONO TRUSS 8 1 Job Reference (optional) Chamtfers Truss, Inc., Fort Pierce, FL 3x4 = b.13U a Mar 11 201a MI IeK Inousmes, Inc. Fri Apr o 09:29A7 euIS rage 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJgg.fEattGOhasMeJacsmmC9CSYhOW fRc9J 1 pDiRmzTU20 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FSC2017/rP12014 Matrix -MP Wind(LL) 0.11t 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— B(LC 12) Max Grav 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale - 1:14.3 PLATES GRIP MT20 244/190 Weight: 20 lb 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1211; B=59ft; L=36ft; eave=5ft; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-M to 2-7-0, Intedor(1) 2-7,3 to 5-10-4 zone;C-C for members and tomes & MNFRS for reactions shown; Lumber DOL=1;60 plate grip D0L--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 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 12911b uplift at joint 3, 1921b uplift at joint 2 and 8lb uplift at joint 4. WallerP. Finn PE No.22039 fdiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: April 6,2018 Job Truss Truss Type City Ply CARLTON299 T73708&34 M11412 J8 MONO TRUSS 11 1 Job Reference (optional) Ghambers l was, Inc., Fort Fierce, FL a.laus mar ll za la mr1e1c 1nausmes,mc: ".nPr evv:ov:vv avlo rage, 3x4 Scale =1:17.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (lot)/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Veri(CT) -0.30 4-7 >310 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 261b 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 telling directly applied or 10-0-0 oc bracing. 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 Gray 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsC h=12ftr B=591t1 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 7-10-4 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 anyother 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 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, 22611b uplift at joint 2 and 13lb uplift at joint 4. WalterP. Finn PE No.22839 R-Tek USA, Inc. FL Cad 663E 698E Parke East Blvd Tampa FL 33810 Date: April 6,2018 AWARNING- Ver/fydeslgnpereme]ereenCREADNOTESONTN/SAND/NCLUDMUM KREFERANCEPAGEM*7473mv 1d 0159£FOREUSE Design valid for use only with MBekD connectors. Ins design Is based only upon parameters shown, and Is for on Individual bullding component, not a truss system. Before use, the building designer must veiny the applicability of design parameters and properly Incorporate this design Into the overall Wading design. Bracing Indicated is to prevent bucaing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal InW and property damage. For general guidance regarOmg the fabrication, storage, delivery, erection and bracing of muses and truce systems weANSIMIT Quota Cmeda, DSB419 and BCSI Sul dma Component 6904 Parke East Blvd.Safety lnfomlatbncvcaable from Truss Plata Institute, 218 N. Lee sheet sulte 312, Alexandria, VA 221114. Tampa, FL 33610 Job Truss Truss Type Oty Ply T73708835 M11412 JAB MONO TRUSS 11 1 �CARLTON299' Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL 314 = 6.130 s Mar 11 2018 MITek Industries, Inc. Fri Apr 6 09:30:01 2018 Pagel ID:kFmsnOwY419Zh0_nM3lc6y1J9g-XOpOid3Ce4t4oBwd7cgBJ2cA7?=N09uyRBwaXzTU2K Scale = 1:17.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ve I(L) -0.13 4-7 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 V8R(CT) -0.28 4-7 >331 240 BCLL 0.0 ' Rep Stress Inor YES WS 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 261b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=l S4/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Hors 2=175(LC 12) Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4=-13(LC 12) Max Grav 3=191(LC 17), 2=342(LC 1), 4=138(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 6-0-0 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.Opsh h=12ft; B=59fl; L=36fl; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(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 fora 10.0 part 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 13 lb uplift at joint 4. Walter P. Finn PE No,12839 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 AWARNING-Verify deafenparemefir. and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MIP7473 rev. 10Y012D1S BEFORE USE. Design valid for use only with MBekG 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 verify the applicability of design parameters and properly Incorporate the design Into me overall buadhgdesign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addiffonal temporary and peenanentbrachg MiTek' e always required for stabalty, and to prevent collapse with possible personal inJury and properly damage. For general guidance regarding Me fabrkanon, storage, delivery. erection and bracing of trusses antl truss systems WeANSVIPl1 Qua1D11yy CmeM, DSe419 and BCSI Building Cemponont. 6904 Perks East Blvd. Safety Infonnallonovaeabie from truss Plate Immune, 218 N. Ise sheet sulte 3 1 Z Alexandtlo. VA 22314. Tamps, FL 33610 Job Truss Truss Type Illy Ply T73708836 M11412 KJ8 MONO TRUSS 2 1 �CARLTON219 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Rd Apr 6 09:30:032018 Page 1 ID:kFvnsnOwV4192hO_nM3lc6ylJ9g-TOx97J5SAi7o1 V40E1 tcOTicPpjDrFFBPIgOfOzTU21 -1-5-0 7-2-7 11-3-0 1-50 7.2-1 1 4-0.9 2.83 F12 3x4 12 11 10 Scalak l:aB I/"�I 13 14 8 18 3A 24II 3x4 = 3x4 = 5 7-2-7 11.0-12 11-3r0 7-2-7 3-10-5 2- LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Wag Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.05 6-9 i999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.04- 6-9 >999 240 Weight: 44 lb 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 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=46210-11-5, 5=406/Mechanical Max Horz 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=-187(LC 8). 5=-118(LC 8) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 866/230 SOT 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.Opsf; h=12ft B=59ft; L=36ft; eave=5ft; Cat. it; 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 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 Ib uplift at joint 4, 187lb uplift at joint 2 and 118 lb uplift at joint S. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 391b down and 58 to up at 2-11-0. 39 lb down and 58 lb up at 2-11-0, 81b down and 10116 up at 5-8-15, 81b down and 101 lb up at 5-8-15, and 42 lb down and 143 Ito up at 8-6-14, and 42 lb down an& 143 Ib up at 8-6-14 on top chord, and 47 lb down and 28 Ib up at 2-11-0, 47 lb down and 28lb up at 2-11-0, 47 lb down at 5-8-15, 47 lb down at 5-8-15, and 31 Ib down and 14 lb up at 8-6-14, and 31 lb down and 14 lb up at 8-6-14 on bottom chord. The design/selecUon of such connection devices) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-4— 54, 5-7— 20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F=-1, B= i) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B=10) 15=-50(F= 25, B= 25) Walter P. Finn PE No22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Job Thus Truss Type Oty Ply CARLTON 299 T73708837 M11412 KJAB MONOTRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 10 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn Apr 6 09:30:06 2018 Page 1 I D:kFvmnDwY419ZhOSM3lc6ylJ9g-uzdHmL7KTdVNuyobwAOJOSJ6n01 D2b9d5jvhGIzTU2F 2.83I, 12 3x4 Scale=1:19.9 13 14 15 5 a 2x3 11 3x4 = 3x4 = 6.10.0 11-0.3 6-10-0 4-2.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.06 6-9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stress ]nor NO WB 0.34 HondCT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 43lb FT=.20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=105/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. (Ib) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-846/526 BOT CHORD 2-6=-520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5=-884/565 NOTES- 1) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf•, h=12f ; B=59ft; L=36f ; eave=5ftl Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 107 lb uplift at joint 4, 321 Ib uplift at joint 2 and 202 lb uplift at joints. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 39 Ib dawn and 58 lb up at 2-11-0, 39 lb down and 58 lb up at 2-11-0, 8lb down and 101 lb up at 5-8-15, 8 lb down and 101 Ile up at 5-8-15, and 42 lb down and 143 lb up at 8-6-14, and 42 Ib down and 143 Ib up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2.11-0, 10 lb down and 30 Be up at 5-8-15, 10 Ib down and 30 It, up at 5-8-15, and 31 lb 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 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 (8). LOAD CASE(S) Standard 1) Dead+Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-54, 5-7= 20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F=-1,.B=-l) 12=83(F=-42, B=-42) 13=14(F=7, B=7)'14=-20(F=-10, B=-10) 15=-50(F=25, B= 25) WallerP. Finn PE No.22039 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Job Truss Truss Type ON Ply CARLI ON 299 T73708820 M11412 A SPECIAL 1 1 Job Reference o lional chambers truss, Inc., ton tierce. FL o. I ou s War i i zu i o nii nn 6 4.00 12 3x6 \\ Sx8 = 4x5 = 4.6 = 4x5 = 3 4 24 255 6 7 5x12 MTIBHS= 26 27 8 3.4 Scale-1:63.0 16 15 .z" ' 3x4 = 3x6 = 3x4 = 5x8 = 2.00 rl2 4x10 ZZ LOADING (pst) 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 Inc, YES Code FBC2017/TPI2014 CS'. TC 0.94 BC 0.94 WS 0.91 Matrix-MS DEFL. Vert(LL) Vert(CT) Horz(CT) Windfi LQ in (loc) Wall Ud -0.73 13-14 >595 360 -1.3413-14 >321 NO 0.45 10 n/a n/a 1.0113-14 >428 240 PLATES MT20 MT18HS Weight: 161 Ito GRIP 2441190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directly applied. 6-8:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2= 119(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 (Ib)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=-5357785, 5-15=-975/733, 5-14=-1198/1876, 7-14=-851/667, 7-13=-962/1695, 8-13>1260/1909, 8-12=-45/349, 9-12=319/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.0pst 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. 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 IDOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using 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 1001b uplift. at joint(s) except Qt=Ib) 2=846, 10=846. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Job Truss Truss Type Ply fly T13708821 M11412 Al SPECIAL 1 �CARLTON211 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130. a Mar 11 2018 MITek Industries, Inc. Fn Apr 6 09:29:40 2018 5xs 4.00 FIT 4 22 3xe = 5x6 = 5 23 6 Scale=1:63.0 14 13 3x4 II 3xe = 3x4 = 5x6 = r 4x10 = z.co 1z 6-6-0 13-8-0 1&7-4 21' 28-9-4 36-0-0 N-.0 5-2-0 1 4.1 t-4 l 5-1112' 1 4a-0 1 7-2-12 ' Plate Offsets (X.Y)— f2:0-0-2,Edoel,18:0-2-10,Edge1.113:0-M,0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. In (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.58 11 >749 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.0711-12 >402 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(CT) 0.40 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wlnd(LL) 0.80 11 >541 240 Weight: 163 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Flow at midpt 5-13 REACTIONS. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Horz 2=-141(LC 10) Max Uplift 2=-846(LC 12), 8=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3356/2159, 3-4=-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, 8-10=-3492/5669 WEBS 3-14=-404/391, 4-14_ 507/777, 4-13_ 151/409, 5-13=1376/890, 5-11=-557/1048, 6-11=-849/1449,7-11=-641/463 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ff; L=3611; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interfor(1) 2-7-3 to37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. - 8) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=11b) 2=846, 8=846. Walter P. Finn PE No.22839 1811'ek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data; April 6,2018 Job Tnua Tnus Type ON Ply T73708822 M11412 A2 SPECIAL 1 �CARLTON299 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s mar 11 2018 M11 ek Inc. FO AN 809:29:412018 Scale = 1:63.0 4.00 r12 5x6 = 3z4 _ 5x6 = — 4 5 6 Us 15 14 7.13 MT18H5= 3x6 = 3x4 II 5x8 = WO 2.00 12 8-6-0 1" 8-6.0 13.8i -20 48&4 I 36-0.02 2 8.6.0 I 2-40 3-4 7-2-12 Plate Offsets (X,Y)— f2:0-0.6,EdgeL f9:0-2-10,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.58 Vert(LL) -0.55 11-12 >779 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.26 BC 0.94 Vert(CT) -1.03 11-12 >419 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WE 0.72 Hom(CT) 0.39 9 n/a n/a BCDL 10.0 Code FB02017frPI2014 Matrix -MS Wind(-L) 0.77 11-12 >564 240 Weight: 167 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 on bracing. REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Hom 2=163(LC 11) Max Uplift 2=-846(LC 12). 9=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 3359/2129, 3-4=-2661/1761, 4-5— 2445/1690, 5-6= 3533/2289, 6-7=-3698/2365, 7-8=-5359/3351, 8-9=-5963/3683 BOT CHORD 2-15=-1909/3146, 14-15=-1909/3146, 13-14=-1826/3099, 12-13=3016/5125, 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=-6281443 NOTES- 1) Unbalancedroof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.OpsC h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-73 to 37-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 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 chard 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 100 Ib uplift at joints) except (jt=lb) 2=846, 9=846. Walter P. Finn PE No.12639 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33010 Date; April 6,2018 Job Truss Truss Type Dty Ply CARLTON 299 T73708823 M11412 A3 SPECIAL 1 1 - Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130a Mar 11 2018 MiTek Industries, Inc. 4.00 12 5x6 = 5x6 = Scale: 3/16°=1' 15 3x5 = 3x4 11 5x6 4x10 = 2.00 12 I -- I -2-486352-0 210.:620 444&239-73-62-Q120 Plate Offsets (X77)— [2:0-1-2,Edgel, [3:0-4-0,0-3-01, [7:0-3-O,Edge], [9:0-2-10,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loci Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) -0.57 11-12 >761 360 MT20 244/190 TOOL 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 WE 0.74 Horz(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matrix -MS Wind(LL) 0.76 11-12 >551 240 Weight: 1671b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or2-6-15 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 1 Row at midpt 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. (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=-336215666 WEBS 3-15=0/306, 3-14=-866/626, 4-13=-285/671, 5-13=.37WO2, 6-13= 2706/1659, 6-12=-1094/1946, 8-12=-611/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2). Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fq B=59tt; L=368; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interfor(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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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 100lb uplift at joint(s) except at=lb) 2=846,9--646. Waller P. Finn PE No.22839 MiTek USA Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Job Truss Truss Type Oty Ply CARLTON 299 T73708824 M11412 A4 SPECIAL 1 1 Job Reference o tianal cnamcers I russ, Inc., ran rlerce, rL o. mu e,na, ,, m,o rvu,enum , ,.. r, nP, vw.caneww Scale: 3/16'=7' 4.00 r12 5x6 = 6 3x4 i 24 25 5x6 3x6 5 5x6 WB� 7 3x4 i 4 8 3 3x4 9 23 28 2 3 10 11 14 7xe MT18H6= 12 l;Im 01 3x4 II 0 16 15 3x12 3x5 = 3x4 11 5x8 = 2.00 72 4xI0 = 88- 3--8-0 8-0-D 4-66-00 2-34 I 36-0-0 8.6.0 52.0 I 0 I 6 48 7-2-12 Plate Offsets MY)— [2:0-1-2,Ednel, [8:0-3-0,Edgel, I10:0-2-10,Edgel, [15:0-2-12,0.3-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (loc) Well 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 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(-L) 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 REACTIONS. (lb/size) 2=138610-8-0, 10=1386/0-8-0 Max HOR 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 pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2458/1735, 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) Vascli 28mph; TCDL=4.2psf; BCDL=3.Opsf; h=121T B=59ft; L=36ft; eave=5ft; Cat. 11; Elm 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-M, Ezteror(2) 1B-0-0 to 21-7-3 2one;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 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 1001b uplift at joints) except Qt=lb) 2=846, 10=845. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cad 66U 6904 Parke East Bind, Tampa FL 33610 Date: April 6,2018 ® WARNING -Verity design paremeters and READ NOTES ON TN/SAND INCLUDED MREK REFERANCE PAGE 11067473 M. labV2a15 BEFORE USE. Design valid for use only with Milli connectors. This design Is based only upon parameters shown, and Is for an IndMdual building component, not a truss system. Before use, the building designer must verify Me applicoblldy of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent bucWing of IndMdual trussweb and/or chord members only. Additional temporary and permanent bracing NOW a always required for stability and to prevent collop , with possible personal lNury and properly damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of tames and truss systems weANSVIPII Quality Cdtado, DSB-89 and BCSI Budding Component 69" Parke East Blvd. Safety In/ovoatiorlavadable from Tess Plate Imdfute, 218 N. We street, Suite 312 Alexonado, VA 22314. - Tampa, FL 33610 Job Truss Thus Type Qty Ply T13708825 M11412 AS SPECIAL 7 1 �CARLTOI`1299 Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s. Mar 11 2018 MI IeK Industries, Inc. 1-n Apr b Ua:za:44 ZU111 4.00 F12 5x6 = Scale-1:61.9 16 15 4x1D 3x5 = 3x4 II 5xe = 2.OD 12 4x10 = B-GO 1&&0 18-0-0 248-0 28-&4 360.0 1 -0 5-2-0 1 44-0 1 FGD 43-4 1 7-2-12 Plate Offsets (Y Y)- r2:0-1-2,Edgel, f8:0-3-0,Edgel, r10:0-2-10,Edgel. r15:0-2-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.60 Ved(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 2"/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a Isla BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 Ib FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-208(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 pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 ad bracing. WEBS 1 Row at midpt 7-14 FORCES. (Ib) - Max. CompJMax Ten. -AU forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7=-2472/1713, 7-9=-5407/3513, 9-10= 5950/3764 BOTCHORD 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psY BCDL=3.Opsh h=12ff; B=5911; L=36f ; eave=51t; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interor(1) 2-7-3 to 18-0-0, Exterior(2) 18-M 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) 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 ANSVrPI 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 1001b uplift at 161nt(s) except Qt=lb) 2=846, 10=846. Waller P. Finn PE No.22839 MTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 O WARNWG-Verity design pereirders andREAD NOTES ON 7N/SANDWCLUDEOM? KREFERANCEPAGEMIN4TJ rev. 1N0.Yf01SBEFORE USE. ��- Design valld for use only with Mire& connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the bulldingg deugner must verity me applicability of tleslgn parameters and properly Incorporate this design Into the overall bullchgdosign. Bracing indicated prevent buckling of Individual hum web and/or chord members only. Additional temporary and pannonentbrocing MiTek' is always required for stabalty, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of humas and hum systems, seeANSU1P11 Qua, s. CrNeda, DS649 card BCSI Building Component 69041 Pads East Blvd. Safety Inform stbnoyaaable from Truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexandria. VA 22314. Tampa, FL 33810 Job- Truss Truss Type ON Ply CARLTON 299 T73708826 M11412 ATA COMMON 7 1 Job Reference o tianal unamvers I rues, roc., ron nercn," o.wvam.e.n<",o,.,,,e,.,,,,,uo,,,00...1. 1. I ..v," w," Scale - 1:61.0 4.00 12 5x6 = 6 17 '" 15 "" 14 '" 12 3x8 = 3x4 II 48 = US = 3xB = 4x6 — 3a4 11 3x8 LOADING (psf) TCLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2017fTP12014 CSI. TC 0.53 BC 0.67 WB 0.60 Matrix -MS DEFL. Ved(LL) Ved(CT) Hoa(CT) Wind(LL) In (loc) Well Ud -0.28 14-15 >999 360 -0.59 14-15 >730 240 0.14 10 Na Na 0.3414-15 >999 240 PLATES GRIP MT20 244/19D Weight: 17216 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing direc8yapplied or 3-2-15 oc 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. (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 Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3544/2053, 3-5=-2824/1651, 5-6=-2817/1766, 6-7=-2817/1766, 7-9=2824/1651, 9-10=-3544/2053 BOT CHORD 2-17=-1812/3323, 15-17=-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=-300/27913-15=-762/581, 3-17=01271 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=121t; 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(l) 2-7-3 to 1B-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) 100.011b 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 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 100 lb uplift at joint(s) except (jt=lb) 2=796, 10=796. Walter P. Finn PE No.22939 MTek USA, Inc. FL Cart 6634 6904 Parise East Blvd. Tampa FL 33610 Dater April 6,2018 Q WARNING- VcrItytlesfgn perumeran enCREAD NOTES ON TNISAND INCLUDED MNEKREFERANCEPAGEMATV3 rev. 11V0.V1U1SSEFORE USE. Design valid for use only wim Mgek® connectors. ma design Is based only upon parameters shown, and Is for an IndNldual bulltling component, not �■ I b truss system. Before use, the bullding designer must verIN the appllcpblllN of tleslgn parameters antl properly Incorporate rr,a tleslgn Info the overall Dullding tleslgn. &acing lntllcated is fa prevent buckling of lntllvltlualfilss web and/orp 0members only. Addltlanal temporary antl permanent bracing MiTek' S always required forstabNN ontl to prevent collapse with possible personal lnlury and prapeity damage. For genemi gulof reg.Icl the kbdcanon, storage. tlelNery, erection antl bracNg of trusses and fiuM systems. 56eAN3I/tPll GooBN CMedo. OSld9 and BC61 EDABNp Component 6904 Parke East Blvd. 6ateN Infermofbnwallable hom Truss Plate IntnhRe; 218 N. Lee Sheet Suite 312 Alexoncift VA22314. Tampa, FL 33610 Job- Truss Truss Type Qry Ply CARLTON299 T73708827 M11412 ATB COMMON 1 1 Job Reference o tional unambers I russ, Inc., ror VIOTCe, VL a. lau 5 as.r r r zum mu en a Num, n], n6. n n'. ow.ca.YVm e 6 d Scale a 1:60.9 4.00 12 5x6 = 3x5 = 3x4 II 3x6 = 6x8 = Gas = 3x6 = 3x4 II 3x5 = R-1A 13.109 .16-9-n. 91.1n-n P9.1.14 97.tn-15 9R.n-n &1-1 5.9-1 1-3-14 6.8.0 0. 4 5-9-1 0-1-1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdetl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 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 BOLL 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: 172 Ib 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 11130 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS IRow at midpt 6-14 REACTIONS. All beatings 0-8-0. (Ib) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100 Us or less atjoint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Gmv 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. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-12391757, 3-5=-437/333, 5-6=-432/448, 6-7=-272(/73, 7-9=-376?78, 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-7-3 zone;C-C for membersand tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 3) 100.011a AC unit load placed on the top chord, 1 B-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcumant with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6). Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) 15 except 01=11s) 2-433, 14=866, 10=240. Walter P. Finn PE No.22839 I USA, Inc. FL Cad 663d 69U Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WARNING- Vedrydeal9nparametera and READ NOTES ON THISANDMCLUDED MTTEKREFEFANCEPAGEM1a747amx. lnV12015BEFORE USE Design valid for use only with MOeId) connectors. This design Is based only upon parameters shown and Is for an Individual bulltling component, not a truss system. Before use, me building designer must verify the appllcoblllty of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of lndMoual truss web and/or Word members any. Additional temporary and permanent bracing, MITek* b always required for stability and to prevent collo Ise with possible personal Injury and property damage. For general guidance regardhg the fabrication storage.delivery. erection and bracing of trusses and tars systems seeANSVIPII Quo' Cmode,DSB-39 and IBuilding Component 6904 Pans East Blvd. Safety mformationavo6atele from Truss mole Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply CARLTON 299 T13708828 M11412 ATC COMMON 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mull 2018 MiTek Industries, Inc. Fri Apr 6 09:29:48 2018 4.00 12 5z6 = Scale = 1:60.9 3z5 = 3z4 11 3x6 = &B = 6z8 = 3.6 = 3z4 11 3x5 = k36—i kSUY�F4-dn�Y36CiYbbii6U347•�T3rIIr1 lL7-1 5.9-1 7-8-14 6-17-14 0. -9 S&B 8-7-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ltd 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 Von(CT) -0.22 18-21 >844 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 HOrz(CT) 0.02 15 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.1518-21 >999 240 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns. BOT CHORD 20 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 20 SP No.3 WEBS 1Row at Ill 6-14 REACTIONS. All bearings 0-8-0 except Qt=length) 14=0-11-5. (Ib) - Max Horz 2=-208(LC 10) Max Uplift All uplift 1001b or less atjoint(s) 15 except 2=-433(LC 12), 14— 866(LC 12), 10=-240(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=687(LC 21). 14=1635(LC 1), 10=399(LC 22). 15=349(LC 17) FORCES. (lb) - Mex. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1239l767, 3-5=-437/333, 5-6=-432/448, 6-7=-272?73, 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, 316= 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=121t; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MIN FRS for reactions shown; Lumber DOL=1.60 plate grip DOI^7.60 3) 100.Olb 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 20.0psf 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= 10.0ps1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except Qt=lb) 2=433, 14=866, 10=240. Walter P. Finn PE No.12933 fgiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 6,2018 Job Truss Truss Type ON Ply CARLTON 299 T73708829 M11412 BHA COMMON i 1 Jab Reference (optional) Chambers Truss, Inc., 'Fort Pierce, FL 6.1 au s man 1 zu16 inn ex mausmes, Inc. rn Apr o ua:za:au zeta rage i ID:kFvnsnOwY419Zh0_nM3lc6ylJ99-MufEPbdEiUezVaW—pBZNkfGaZCNIFUHODI ghgzTU2V 18-0-0 24-0-0 1 8-0-0 12-0-0 14-0-0 16.6-018-0-0 20-0D 22-0-02 -10- 5 28-0-0 36-0-0 7 4-0 0 2-0-0 14-0 - 2-0-0 2-0-0 2-0-0 a-1 O15 4:111 8.0-0 1-0 0 1.1.1 Scale: 3/16'=1' 5z6 = 12 14 3x6 II 4x6 — 6x8 = 6x8 = 3x6 II M 3z6 = 3z6 = &0.0 15-8-0 22-10-15 28.0.1 36-0.0 BDo IS- 7-0-ts S1a s-o-D Plate Offsets (XY)— [2:D-0-2 Edgel [3:0-3-e Edgel. fl l:0-3-0 0-3-01 f20:0-3-8 Edgel i21:0-2-8 Edgel [25:03-8.03-0] LOADING (pall SPACING- 2-0-0 CSI. DEFL. in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Veri(LL) -0.14 28-31 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Ved(CT) -0.2523-34 >619 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Hoa(CT) 0.04 21 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.20 28-31 >909 240 Weight: 208 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No,3 REACTIONS. (Ib) Structural wood sheathing directly applied or 4-2-12 oc pudins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 20-25 2 Rows at 1/3 pis 3-26 1 Bruce at Jt(s): B. 4, 14. 16, 18 All bearings 0-8-0 except Qt=length) 25=0-11-5. Max Hone 2=-208(LC 6) Max Uplift All uplift 100 lb or less atjoints) except 2=-583(LC 8). 26=-1557(LC 8), 25=-1259(LC 8), 21=-455(LC 8) Max Grav All reactions 2501b or less at joint(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14). 21=757(LC 14) BRACING - TOP CHORD BOTCHORD WEBS JOINTS FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473/724, 3-4=-213/718, 4-6=-213/718, 6-8=-213f718, 8-10=-213/718, 10-11=-2131718, 11-13=-213f718, 13-15=-213/718, 15-17=-213(718, 17-19=-87/610, 19-20=-87/610, 3-5— 199/422, 5-7=-112/391, 7-9= 33/344, 12-14=0/257, 16-18=E7/301, 18-20=-206/363 BOT CHORD 2-28=-971/2236, 26-28=-922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23=-569/1344 WEBS 8-26=-1333/1008,17-25=-979/756,3-28=-419/1254,3-26=-3236/1698, 20-23=-458/1210, 20-25=-2385/1201, 9-10= 706/569,6-7=-307/241,15-16=A62/372,18-19=-497/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=591t; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpI=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5831b uplift at joint 2, 1557 lb uplift at joint 26, 1259 lb uplift at joint 25 and 455111 uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 9671b down and 461 Ib up at 28-", and 967111 down and 461 lb up at 8-0-0 on bottom chord. The desigrelselection 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 (8). Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ADril 6.2018 &EISI'lleStandard Q WARNING -Ve111y design paramaters and READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE MIP74M MV. 1447312015 BEFORE USE. Design valid for use only with MBekO connectors: This design Is based only upon parameters shown, and Is for an Individual building component, not a puss system. Before use, the building designer must verity the of tleslgn parameters and property Incorporate this tleslgn Into the overoll %ticabity buOdingdeslgn. Brocing Indicated isle prevent bucking of hdN dual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek' b always required for stability and to prevent collapse Win pesable personal Injury and property damage. For general gutdonce regarding the fabricoHort storage. delivery, erection and bracing of trusses and truss systems seeANSVrP11 QuaT Cmada, DS049 and SCSI Building Component 69N Parke East Blvd.Safety mfennatbnavaaable from Truss Rate Institute, 218 N. Lee Sheet, Suite 372, Alexandria VA 22314. Tampa, FL W610 Job Truss Truss Type Cry Ply CARLTON 299 T13708829 M11412 BHA COMMON 1 1 Job Reference (optional)_ Chambers Truss, Inc., Fort Pierce, FL 5.13U S Mar 11 2U18 MI I OK Inoustnes, Inc. rn Apr a Ue:2e:bu zulu rage 2 ID:kFvnsnOwY419ZhO_nM3lo6ylJ9g-MuIEPt<IEUezVaW—pBZNk1GaZCNIFUHODl ghgzTU2V 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=-07(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) QWARNING-Verlry&,09rparemelereantl NEAO NOTES ON THIS AND UJCLUOEDWEKREFENANCE PAGE MS7473rev. Ta=015 BEFORE USE. Design valitl for U50 Only with Mnek® connectors, lhls design is basetl Only upon parameter shown, antl Is for On IntlNltlual bulltling component, not a tnsss system. Before use. Me bulltling tleslgner mustvetlry the applicablllty of tleslgn parameters and properly Incorporate Als tleslgn Into the overall bulltling tleslgn.&oOinglrHlcated is t0 prevent buckling of intllvitlual buss weband/or chortlmemberOnly, AddlNanol temporary antlparmaneni bracing MiTek' b always reguiretl for sfabllly no to prevent collapse wHh possible personol Vqury antl propery tldmage. For general gultlpnce regarding Poe fobrlcoHort storage, tlelNery, erection antl bracing of sand isuss systems. seeAN31/IPII CUNtly Crtlolb, D3a419 and aCSI 9ot"'. Component Safety Inlorm.. from Truss Rate InstiNte, 216 N. Lee Sheet Su6e 312 Alexontl'o. 6904 PaAe East 6Nd. lwoiloble VA 22314. Tampa, FL 33610 Job Truss Oty Ply T73708830 M11412 ]TrussType GRA HIP 1 �CAFILTON299 1 Job Reference o tional Scale =1:61.9 5x8 MT OHS= Sx8 MT18HS= 4.00 12 3x4 11 Sx8 = 3x4 11 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 14 J0 aG 01 Jo - I au ax5 = 3x4 11 4x5 = 6x12 = 3x12 = 4xe = 30 11 3z5 = 7-1P0 13.6-0 L24±_ 28-2-0 36.0.0 zm.n S-tn.n a-a-n 5-10-0 7-10.0 Plate Offsets (X `)-- [3,0-5-4 0-2-81 [5:0-4-0 0-3-01 f7.0-5-4 0-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Ven(LL) -0.21 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.44 12-13 >609 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017,rrP12014 Matdx-MS Wind(LL) 0.2210-21 >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. (I elsize) 2=39a/0-8-0, 13=3546/0-8-0, 8=125210-8-0 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 1Row at midpt 3-13,5-13 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-369/211, 3-4=-1158/2051,4-5=-1158/2051, 5-6=-2318/1425, 6-7=-2318/1425, 7-8— 2981/1789 BOT CHORD 2-15=-196/311, 13-15=-201/342, 12-13=-246/452, 10-12=-1588/2818, 8-10=-1578/2786 WEBS 3-15=-181/648, 3.13— 2568/1568, 4-13=-640/587, 5-13=-2900/1855, 5-12=117212196, 6-12= 611/569,7-12=-558/375,7-10=-194/651 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=36f; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2921b uplift at joint 2, 2107 lb uplift at joint 13 and 7991b uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13716 down and 301 Ito up at 7-10-0. 103 lb down and 170 lb up at 10-0-12, 103 Ib 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 Ib up at 16-0-12, 103 Ib down and 170 Ito up at 18-0-12, 103 lb down and 170 lb up at 19-11-4, 103 lb down and 170 Ib up at 21.11-4, 103 Ile down and 170 lb up at 23-11-4, and 103 lb down and 170 Ib up at 25-114, and 1371b down and 301 lb up at 28-2-0 on top chord, and 340 Ib down and 223 It, up at 7-10-0, 77 Ib down and 1 lb up at 8-0-12, 77 lb down and 1 Ib up at 10-0-12, 77 It, down and 1 lb up at 12-0-12, 77 Ib down and 1 lb up at 14-0-12, 77 Ib down and 1 lb up at 16-0-12, 77 Ib down and 1 It, up at 18-0-12, 77 It, down and 1 Ib up at 19-114, 77 Ito down and 1 Ib up at 21-11-4, 77 lb down and Ito up at 23-114, 77 lb down and 1 lb up at 25-11-4, and 771b down and i lb up at 27-114, and 3401b down and 223 lb up at 28-2-0 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. 9),In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 O WARNING. Verify design unametans and READ NOTES ON TN/SANDINCLUDED MmEKREFERANCEPAGE14II-747are7. 10Va2015BEFOREUSE Deslgnvolld for us6 only wflh MRel� connectors. This deslgn is based only upon parameters shown, ontl isfor anlntllvltlual bulltling component, not �R- ■■■■ oppicabllity Oftleslgn parameter and properly Incorporate this tleslgn noneoverall a fruss system. Before use, the bulltling de9gner must verify IL bulltling deslgn. Bracing Ind -led is to prevent bucMing of indNldual truss web and/or chord members only. Atldldonal temporary ontl permanent bracing MiTek- Balways requilatl forsicDSny and to prevent coL.". wtnl possiblepersonol Inontl property damage. For ganerol guidance regartling fhe foodcaHon storage, d.rvery, erection and bracing of trusses and true systems, se. SUiP11 Qualtly Cdtedo, D5edg and aC618u9dlnB Component 218 N. Lee 22314. 6904 Parke East Blvd. Tampa, FL 33610 Safory m(- WksrxrvaeoU hem Truss Role Institute. Sheaf, Suite 312 Al...dr,. VA Job Truss Truss Type ay Ply CARLTON 299 T73708830 M11412 GRA HIP 1 1 Job Reference o tonal Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 11 2018 MITek Industries, Inc. Fri Apr 8 UU:2U:b3'2U18 Page ID:kFvnsnOwY419ZhC nM3lc6y1J9g-mTKN1 uzBXdsDgyJ56diG_MHm2nBxVb6j6BFU17zTU28 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (DI) 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=103(B) 34=-49(B) 35=49(B) 36=-49(B) 37=-49(B) 38=-49(B) 39— 49(B) 40— 49(B) Q WARNING- Vedtydesl9nparamerenaad READ NOTES ON THISAND INCLUDED MOEKREF£NANCEPAGEMIF741J1e¢ 101031p156EFONE USE Design valid for use only with MBeND connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bulliling designer must vedfy the appllcoblllty, of design parameters and properly Incorporate this design Into Me overall building design. Brocing Indicated o to prevent bucWhg of indviduol truss web and/or chord members only. Additional temporary and permanent bracing a oiways requiretl for stab0lty, and to prevent collapse Win possible personal lryury and properly damoge. For general guidance regl the fabrication, storage, delivery, erection and bracing of trusses and buss systems SeeRNSUrPN QualiItyry CModn, OSB29 and BCSI Building Component • Safety Informarbuavalloble from Truss plate Institute, 218 N. We Sheet. Suite 31Z Alazandrlo, VA 22314. ��- MiTek' 69N Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 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. For 4 x 2 orientation, locate plates 0-14d' 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 BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System I 6-48 I dimensions shown Insixteenths scale) (Drawings not to scale) 2 3 TOP CHORDS Q c O U a O F- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 c O U U a O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIrrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved MiTek® MTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 AL General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal orX-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rP11. 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. Comber 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.