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HomeMy WebLinkAboutTRUSSLumber design values are in accordance with ANSI/TPi 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED I s, BY N,, ETek t.LudeCoun RE:"M11412 - CARLTON 299 MiTek USA, Inc. Site Information: Tamp Parke East Blvd. it Tampa, FL 33610 4115 Customer Info: Wynne Development Corp Project Name: M11412 Model: Sterling Lot% 3lock: Subdivision: Ad ess: unknown City St Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Narr►'P- License #: city., State: Peral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special ing Conditions): Design Code: FBC2017[TP12014 Design Program: MiTek 20/20 8.1 Win Code: ASCE 7-10 Wind Speed: 165 mph Roo Load: 37.0 psf Floor Load: N/A psf 1 Thislpackage includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. Witl� my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet con orms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No j�ll Seal# I Truss Name I Date I No. I Seal# I Truss Name , Date 1 NiT137088201A 4/6/18 118 1 T13708837 1 KJA8 4/6/18 T13708821 I Al ] 4/6/18 T13708822 A2 1 4/6/18 T1 3708823 1 A3 1 4/6/18 T1 3708824 1 A4 1 4/6/18 16 1111 T1 3708825 1 A5 1 4/6/18 1 17 111 T137088261 ATA 1 4/6/18 1 18 itl11 T1 3708827 1 ATB 1 4/6/18 1 110 11I T137088291 BHA 1 4/6/18 '1 11 J 11 T13708830 1 GRA 4/6/18 112 1111 T13708831 1 J2 1 4/6/18 1 13 ! "11 T13708832 1 J4 1 4/6/18 1 114 II T137088331 J6 1 4/6/18 I ; T13708834 '' T13708835 J8 1 JAB 4/6/18 4/6/18 117 11 T137088361 KJ8 1 4/6/181 The "6ss drawing(s) referenced above have been prepared by MiTek USAJ nc. under my direct supervision based on the parameters prove led by Chambers Truss. Trusc Design Engineer's Name: Finn, Walter My li; ense renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown e.g., loads, supports, dimensions, shapes and design codes), which were given td MiTek. Any project specific information included is for MiTek's customers file refe ence purpose only, and was not taken into account in the preparation of these d signs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should ,erify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. FILE COPY ��R'P,�j • •�G EN s.•�L ���� o 22839 STATE OF : 4/Z " o •��/♦� i °.SOON Al0' l � 0 Walter P. Finn PE No-22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd Tampa FL 33610 Date: April 6,2018 Finn, Walter 1 of 1 Job i', Truss Truss Type City Ply CARLTON 299 T13708820 M11412j A SPECIAL 1 1 Job Reference (optional)_ L;namoers i truss, Inc., Torr Tierce, r-L 8-6-0 O. 1 JV J IVIQI I I GV I O IVII I CA II IUUJLI Ioa, II IV I D:kFvnsnOwY419Zh0_nM3lc6y[J9g-AnU456oOgK5C9pEOq?R_QPi K_7MkDFVfuOslopzTU2g 26-2=0 28-9-4 , 36-0-0 37-0-Q 6-8-13 2-7-4 7-2-12 -0- 6x8 = 5xl2 MIT18HS = 4.00 12 3x6 \X 45 = 4x6 = 4x5 = 3 4 24 255 6 7 26 27 8 tl 123 Cr J n1 2 13 12 0 14 7x8 MT18HS = 16 15 4x4 = 3x4 = 3x6 3x4 = 5x8 = 2.00 F12 13-8-0 1 1 9-1 3x4 9 JU-V-V 9-10-0 Scale = 1:63.0 4x10 = Plate Offsets (Xt Y)-- 12:0-0-2 Edge] [4:0-5-4 0-2-8] [6:0-3-0 Edge] [8:0-9-0 0-2-8] [10:0-2-10 Edge] [15:0-1-12,0-2-121 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 201 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7� Lumber DOL 1.25 BC 0:94 Vert(CT) -1.34 13-14 >321 240 MT18HS 244/190 BCLL 01 Rep Stress lncr YES WB 0.91 Horz(CT) 0.45 10 n/a n/a BCDL 101 Code FBC2017lrP12014 Matrix -MS Wind(LL) 1.01 13-14 >428 240 Weight:161 lb FT=20% LUMBER- I BRACING - TOP CHORD ,2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied. J6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD, 2x4 SP M 30 WEBS x4 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. (Ibl 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=-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) Unbalancedl ,of live loads have been considered for this design. 2) Wind: ASC '-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=361t; eave=5ft; Cat. Il; Exp C; En„I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members aq' forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade4uate drainage to prevent water ponding. 4) All plates ark �MT20 plates unless otherwise indicated. 5) This truss hat been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss �as 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 betwo. the bottom chord and any other members. 7)'Bearing at jq nt(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of b aring surface. 8) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=846, 11 6. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING II Design valid f Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10103/2a15 BEFORE USE. use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ' a truss system fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building dest 8racing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always req red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, siyfage, delivery, erection and bracing of trusses and truss systems, seeANSYWII Qualify CrBedq DS"9 and BCSi Building Component 6904 Parke East Blvd. Safetyfnformaflon3vallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Mexandam VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708821 M11412 Al SPECIAL 1 1 Job Reference (optional) 1_,namoers i r ss, inc., rorr rierce, rL ID:kFvnsn0wY419ZhO_nM3Ic6yIJgg-ez2SISp1beD3mypb( iyDzdFasXixyoLo7gclLFzTU2f 11-0-Q 8-6-0 11-10-0 18-7-4 24-2-0 28-9-4 36-0-0 17-0-Q i 0�0�1 8-6-0 3-4-0 6-9-4 5-6-12 8- 7-2-12 -0- Scale = 1:63.0 5x6 = 3x8 = 5x6 = 4.00 12 4 22 5 23 6 3x4 I 3x4 3 7 fi 21 24 N1 2 11 8 9 r� 7x8 MT18HS = 106 I�1CP rS 14 12 3 4 II 3x4 II 13 3x6 I I I 3x4 = 5x6 = 2.00 12 4x10 I T 8-6-0 13-8-0 18-7-4 24.E-0 28-9-4 36-0-0 11 8-6-0 5-2-0 4-11-4 5-10-12 4-3-4 7-2-12 Plate Offsets Y -- 2:0-0-2,Ed e , 8:0-2-10,Edge], 13:0-3-0,0-3-0 LOADING (psll SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20! Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.58 11 >749 360 MT20 244/190 TCDL 7� ' Lumber DOL 1.25 BC 0.95 Vert(CT) -1.07 11-12 >402 240 MT18HS 244/19D BCLL 01 Rep Stress Incr YES WB 0.55 Horz(CT) 0.40 8 n/a n/a BCDL 101 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.80 11 >541 240 Weight: 163lb FT=20% LUMBER- BRACING - TOP CHORD ' 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc pudins. . BOT CHORD ,,2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS '2x4SPNo.3. WEBS 1 Row atmidpt 5-13 REACTIONS.I (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. (Ibl - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD I2-3=-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, oof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 6=59ft; L=36ft; eave=5ft Cat. II; Exp C; EA l., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members aAb forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade Late drainage to prevent water ponding. 4) All plates ar MT20 plates unless otherwise indicated. 5) This truss h � been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss as been designed for alive 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 betwe �1 the bottom chord and any other members. 7) Bearing at jo the 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bl t(s) surface. 8) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=846, 8=84, . Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARNING i Design valid f Verity deslgn parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev- 10/03/20}5 BEFORE USE. }use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual buiding component, riot ' a truss system) building deslg fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall . [Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always req fabrication, it for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the gage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Qualify Ciflerla, DS8-89 and BCSI Building Component 6904 Parke East Blvd.Safelyln/o1m:., pnovallable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708822 � M11412 A2 SPECIAL 1 1 Job Reference (optional) cnambers I rt ss, Inc., 1­01`1 M81ce, rL o. r ou 5 iviar i i Zv io I— i GK ri USLFIeS, r1C. i npi ..ayu , I D:kFvnsnOwY419Zh0_nM3lc6y1J9g-79cq W ogtMxLwO6OnyQTSVgnlAx2HhCxyMKLsthzTU2e 1-0 8-6-0 13,10.0 18-0-0 22-2-0 24-6-0 28-9-4 36-0-0 7-0- -0- 5-4-0 4-2-0 4-2-0 2-4-0 4-3-4 7-2-12 0- I' Scale = 1:63.0 Sx6 = 5x6 = I 3x4 = 4.00 12 4 5 6 4x6 C 7 3x4 3x4 3 8 22 23 `r 01 2 5 12 _ 13 11 9 10 d> 1m o 3x10 = 3x4 II 0 15 14 7x8 MT18HS = 3x6 ,I I 3x4 11 5x8 = 2.00 12 4x10 zz I, 8-6-0 13.8-0 22-2-0 24-6-0 28.9.4 36-0-0 8-6-0 5-2.0 8-6-0 2-4-0 4-3-4 7-2-12 Plate Offsets ,Y -- 2:0-0-6,Edge], 9:0-2-10,Edge] LOADING (ps) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 201 Plate Grip DOL 1.25 TIC 0.58 Vert(LL) -0.55 11-12 >779 360 MT20 244/190 TCDL 7 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.03 11-12 >419 240 MT18HS 244/190 BCLL 01 Rep Stress Incr YES WB 0.72 Horz(CT) 0.39 9 n/a n/a BCDL 10i 1 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.77 11-12 >564 240 Weight: 167lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural. wood sheathing directly applied or 2-7-0 oc puffins. BOT CHORD '121t4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS x4 SP No.3 REACTIONS. `Max (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Horz 2=163(LC 11) ,Max Uplift 2=-846(LC 12), 9_ 846(LC 12) FORCES. - (lb j Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-3=-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 „ of live loads have been considered for this design. 2) Wind: ASCE -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; En I., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members an' forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade' irate drainage to prevent water ponding. 4) All plates areliMT20 plates unless otherwise Indicated. 5) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) -This truss `s 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 betwe' n the bottom chord and any other members. 7) Bearing at joiint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify . capacity of b,Lring surface. 8) Provide mechl nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=846,9=84,. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: l April 6,2018 ® WARNING -i l edty design parameters and READ NOTES ON THIS AND INCLUDED mrTEKREFERANCE PAGE MIF7473 rev. 10/03/2016 BEFORE USE. ' Design valid f T use only with MITek@ connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system, Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desld Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Te k' Is always requ for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st }age, delivery, erecaon and bracing of busses and euss systems, seeANSI/IPlI Cuailly CIPe11a, DSB-09 and BC81 Buildbg Component 6904 Parke East Blvd. SatetyInform 1a novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708823 M11412 �' A3 SPECIAL 1 1 Job Reference (optional) GhamberS 1-0 rUS' s, Ine., OR Firce, a. i ou s iviar i i co va i en induornes, Inc. " nP, o _7-0- age I ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-bMACj8rH6FrmOGzzW7?h22KxALNYQft5a5PP8zTU2d 8-6-00 15-10.0 20-2-0 24-83-4 36-0-0 8-6 7-4-0 4-4-0 4-4-0 i 7-2-12 0- Scale: 3/16"=l' 4.00 12 Sx6 = 5x6 = 4 5 5x6 5x8 6 Sx6 WBJ 3 7 3x4 c 8 v 22 23 ' 1 2 13 12 7x8 M= 9 lor 10 N MT18H8 b 14 4x8 = 3x4 I o I` 15 3x4 11 5x6 = 4x10 zz 3x = 2.00 F12 I . I 8-6-0 13-8-0 20-2-0 24-6-0 28-9-4 36-0-0 11 8-fi-0 5-2-0 6-6-0 4-4-0 4-3-4 7-2-12 Plate Offsets ,Y -- 2:0-1-2,Ed e , 3:0-4-0,0-3-0 , 7:0-3-0,Ed e , 9:0-2-10,Edge] LOADING (psi SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.i Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.57 11-12 >761 360 MT20 244/190 TCDL 7.QQ Lumber'DOL 1.25 BC 0.94 Vert(CT) . -1.05 11-12 >410 240 MT18HS 244/190 BCLL 0.01 Rep Stress Incr YES WB 0.74 Horz(CT) 0.40 9 n/a n/a BCDL 10.I� Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.78 11-12 >551 240 Weight: 167lb FT=20% LUMBER- BRACING - TOP CHORD 64 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS �x4 SP No.3 WEBS 1 Row at midpt 6-13 OTHERS 2x4 SP No.3 REACTIONS. .(lb/size) 2=1386/0-8-0, 9=1386/0-8-0 !'wlax Harz 2=185(LC 11) ,flax 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, 'i 11 -1 2=-3368/5675, 9-11=-3362/5666 WEBS 3-15=0/306, 3-14=-866/626, 4-13=-285/671, 5-13=379/702, 6-13=-2706/1659, 6-12= 1094/1946, 8-12=-611/435 NOTES- IY� 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE�'j-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; Ent , GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members an forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade9l ate drainage to prevent water ponding. 4) All plates are, T20 plates unless otherwise indicated. 5) This truss ha' been designed for a 1.0.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss h s 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 bet wee the bottom chord and any other members. 7) Bearing at joi,rlt(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of b arng surface. 8) Provide me apical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=846,9=84,. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WARNING -'Verify Design valid to, f` design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE. 1i use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. �defore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig� Is always re( 1 Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M ITek' ' fabrication, std age, delivery, erection and bracing of trusses and truss systems, seeANSWI1 ®ualUy Cdteda, DSB�89 and BCSI Bulldhlg Component 6904 Parke East Blvd. Safetytntonn0A. wallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 i i T13708824 M11412 A4 SPECIAL 1 1 1 ` Job Reference o tional unamoers 1 rplss, Inc., fort rlerce, M ``�8.6-0 0 8.6-0 23 oil o. i ov a Mal 1 1 cv IQ -I i cn�WrY ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-3Ybx6 bddOYA3rwa 24-6-0 28-9-4 36-0-0 37 6-6-0 4-3-4 7-2-12 4.00 FIT 5x6 = 6 3x4 3x6 5 24 3x4 4 3 14 16 15 3x12 = 3x4 11 Sx8 = 2.00 12 8-0-0 25 5x6 5x6 WB-- 7 8 3x4 9 13 7x8MT18HS= 12 3x4 11 Scale: 3/16*=1' 26 l 10 11 I� Id 0 4x10 = 36.0-0 7-2-1 Plate Offsets X,Y -- 2:0-1-2,Ed e , 8:0-3-0,Ed e , 10:0-2-10,Ed e , 15:0-2-12,0-3-0 LOADING (ps) SPACING- 2-0-0 CS]. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.' Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.1 Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 , Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.84 13 >513 .240 Weight: 170lb FT=20% LUMBER- 1 BRACING - TOP CHORD ; x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc puffins. BOT CHORD ; 12x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS ?rx4 SP No.3 WEBS 1 Row at midpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. I.'(IAb/size) 2=1386/0-8-0, 10=1386/0-8-0 / ''kk'Yfa.x Horz 2=-207(LC 10) 1'i ax Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-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 II 1) Unbalanced of Ilve loads have been considered for this design. 2) Wind: ASCE -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; En' I., 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, Exterior(2) 18-0-0 to 21-7-3 zone; C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are T20 plates unless otherwise indicated. 4) This truss ha'Ibeen designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 5) * This truss h, s 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 betwee the bottom chord and any other members. 6) Bearing at joi, t(s) 10 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of be �pnng surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=846,10=84b. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WARNING - � Design valid fo eAfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. luse only with MITek6 connectors. This design Is based only upon parameters shown. and Is for an Individual building component not a truss system. fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building desig &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always requirjlt�p,d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Safe/ylnforma bracing DS6�9 and SCSI Bufldlhg Component gnavailabte Street. Nd from Truss Plate Institute, 218 N. Lee Sui e 312 AI��a, VVA 231 4. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 L T13708825 � M11412 A5 SPECIAL 7 1 RA Job Reference (optional) 0 \A:T,.L 1—„- ;— Inn C.i Anr C no•00•AA OC)48 Donn 1 cnamoers I ru s, Inc., r-0r rlerce, r-L �. I�� 1 a. .. �-, �.,— ...- , ., ,.r, .-,-. , I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-Xklz8psXesjU Fa7MdY197TPG8834U W402HaW UOzTU2b 1-0--• 8-6-0 13-8-0 18-0-0 24-6-0 28-9.4 36-0-0 7-0- 0- 8.6-0 5-2-0 4-4-0 6-6-0 4-3-4 7-2-12 0- Scale = 1:61.9 4.00 F12 5x6 = 6 3x4 25 5x6 3x6 5 24 5x6 W B C I 7 3x4 % 4 8 3x4 I, 3 9 23 26 2 13 10 0, 11I� N 1 rT 14 7x8 MT18HS = 12 , 3x4 I I o d i 16 15 4x10 3x5 I' 3x4 15x8 = 2.00 12 4x10 -- I' 8-6-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0 8-6-0 5-2-0 4-4-0 6-6-0 4-3-4 7-2-12 Plate Offsets ,Y -- 2:0-1-2,Edge], 8:0-3-0,Edge], J10:0-2-10,Ed e , 15:0-2-12,0-3-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.' Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.' Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS. 244/190 BCLL 0.11 Rep Stress Incr YES WB 0.95 Hoq(CT) 0.42 10 n/a n/a BCDL 10.I I Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170lb FT=20% LUMBER- L4 BRACING - TOP CHORD I SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOT CHORD?x4 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 �x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Harz 2=-208(LC 10) ax Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (Ib)I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD I' 2-3=-3361/2183, 3-5= 2660/1831, 5-6=-2450/1730, 6-7=-2472/1713, 7-9=-5407/3513, 9-10=-5950/3764 BOT CHORD ! 2-16=' 1931/3146, 15-16= 1931/3146, 14-15=-1489/2515, 13-14=-3184/5190, 12-13=-3510/5666,10-12=-3504/5656 WEBS 3-16=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 of live loads have been considered for this design. 2) Wind: ASCEI -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; En, L, 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, Exterior(2) 18-0-0 to 21-7-3 zone; rC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are , T20 plates unless otherwise indicated. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss hl 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 betwee the bottom chord and any other members. 6) Bearing at. 11 (s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of b ' ring surface. 7) Provide mecf?Yanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 2=846, 10=84,6r. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 10103,2015 BEFORE USE ° Deslgn valld to use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. building design fore use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always requir, tabrlcatiorl, sto prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ge, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Qualify CrGerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saletrinlormd navallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 299IT13708826 M11412 I, ATA COMMON 71ob [ARLTON Reference o tional unamoers I ss, Inc., Farr Fierce, FL o.,ou o Mar , , 2018 ,va, on wuuou wa, u,�. r nN, v ayo , I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-?xrLM9t9PASLtkhYBFYOggySsYTMd2oXGxJ3OTzTU2a 8-1-1 13-10-2 18-0-0 22-1-14 27-10-15 36-0-0 7-0- 1-0-0 8-1-1 5-9-1 4-1-14 4-1-14 0-0 Scale =1:61.0 4.00 Fl2 5x6 = I'" 6 3x4 11 3x4 11 25 2g 27 28 .I 3x6 5 5 7 34 3x4 % 4 8 3x4 3 9 24 29 �1 2 10 11 ,n o 'I 17 16 15 30 31 14 13 12 o 3x4 II 4x6 = 3x8 = 4x6 = 3x8 = 3x4 I I 3x8 = 3x8 I, 8.1-1 13-10-2 22-1-14 • 27-10.15 36-0-0 8-1-1 5-9-1 B-3-12 5-9-1 8-1-1 Plate Offsets ,Y -- 2:0-8-6,0-0-8 , 10:0-8-6,0-0-8 LOADING (ps � SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20! Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.28 14-15 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.67 Vert(CT) -0.59 14-15 >730 240 BCLL 0. Rep Stress Incr YES WB 0.60 Horz(CT) 0.14 10 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.34 14-15 >999 240_ Weight: 172lb FT=20% LUMBER- i l BRACING - TOP CHORD '2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc puffins. BOT CHORD Px4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS x4 SP N0 .3 REACTIONS. �'(lb/size) 2=1436/0-8-0, 10=1436/0-8-0 1 Max Horz 2=-208(LC 10) I .,(Nax Uplift 2=-796(LC 12), 10=-796(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD i 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=01271 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE� -10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59fh L=36ft; eave=5ft; Cat. II; Exp C; Enl ., GCpi=0.18; MW FRS (directional) and C-C Exterior(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 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.Ofb 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 hag, been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss h s 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 betwee���� the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide m( Rnical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=796, 10=79,6t. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 L. Date: April 6,2018 ® WARNING - rUy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. f0/03/2015 BEFORE USE.�' Design valid for use only with MITek®connectors. fits design h based only upon parameters shown, and Is for an Individual building component, not a truss system. building design, fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always requir, ', for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon; stor, e, delivery, erection and tracing of trusses and truss systems, seeANSWII Aual@y ClCedd, DSO-89 and BCSI Bulldfng Component 6904 Parke East Blvd. Safefyln/ormatfonavallabte from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22§14. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708827 � M11412 ATB COMMON 1 1 Job Reference (optional) chambers I r ss, Inc., Tort Nlerce, rL o. IOU s Ivlal I I LU 10 11I CIS 111UU-1-, 111- , 11 V. v va.ca. v ate, , oU. , ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-T7PjZVuoAT CUtGIIz3dCuUg5ytxMTuhVb3dYvzTU2Z r1-0-q 8-1-1 13-10-2 18-0-0 22-1-14 27-10-15 36.0-0 37-0-0 o- 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 0-0 4.00 12 5x6 = I' 6 3x4 11 3x4 11 26 27 28 29 7 3x6 % 5 3x6 3x4 4 8 3x4 3 9 i 25 n1 2 O 1 18 17 16 15 31 32 14 13 12 3x4 11 3x6 = 6x8 = 6x8 = 3x6 = 3x4 11 3x5 LOADING (psf TCLL 20. TCDL 7! BCLL 0. BCDL 10.Qi LUMBER - TOP CHORD ix BOT CHORD. WEBS REACTIONS. IA (lb) - : FORCES. (Ib) TOP CHORD BOT CHORD WEBS 1 5-9-1 '1-3-14' SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.37 Lumber DOL 1.25 BC 0.40 Rep Stress Incr YES WB 0.68 Code FBC2017ITP12014 Matrix -MS 21 36-0-1 8-1-1 30 Scale = 1:60.9 10 11 to jo 3x5 = DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.1018-21 >999 360 MT20 244/190 Vert(CT) -0.22 18-21 >844 240 Horz(CT) 0.02 15 n/a n/a Wind(LL) 0.1518-21 >999 240 Weight: 172lb FT=20% BRACING- ' SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. SP No.3 WEBS 1 Row at midpt 6-14 I bearings 0-8-0. x Harz 2=-208(LC 10) x Uplift All uplift 100 lb or less at joints) 15 except 2= 433(LC 12), 14_ 866(LC 12), 10_ 240(LC 12) x 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) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3=-1239/757, 3-5_ 437/333, 5-6= 432/448, 6-7= 272/773, 7-9=-376/778, 10=-334/220 18=587/1178, 16-18=-587/1178, 12-14=-188/281, 10-12=-188/281 14=-1096/683, 7-14= 303/281, 9-14= 853/614, 9-12— 13/307, 6-16=-501/665, 16=-302/279, 3-16=-890/616, 3-18=-16/332 NOTES- 1) Unbalanced r f live loads have been considered for this design. 2) Wind: ASCE {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; MW FRS (directional) and C-C Exterior(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 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC un load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss ha 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 he bottom chord and any other members, with BCDL=10.0psf. 6) Provide mech nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except Qt=lb) 2=433114=86 10=240. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARNING - valid fooNy with MITek®connectors. Thisdeslgn Is based oNy upon parameters shown, and Is for an Individual building component, not ftel. deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 101=015 BEFORE USE.Design a truss system.re building design. ) use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing M!Tek* Is always regWretfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication• storoppe, delivery, erection and bracing of Trusses and truss systems, seeANS&VII QualUy CtBOrla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. ' Safety/nforinotopavailabte from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708828 � M11412 ATC COMMON 1 1 Job Reference (optional) chamoers I rl ss, Inc., t-ort,rterce, t-L r1-0-Q I�. 8-1-1 13-10-2 1-0-0 11 8-1-1 5-9-1 0. 1.SU 5 IVldr r r 4U 10 IVll I ern IMMILI reb, mu. rn mpi o va:ca:yo cv i o rayn i 10_nM31c6y1J9g-P WXU_Bv2i5EwkBQ7sO55HJaObmYPgNO_zvYkdozTU2X 27-10.15 36-0-0 37•� 5.9-1 8-1-1 -0-0 Scale=1:60.9 4.00 Fi2 5x6 = 6 3x4 I 3x4 11 26 27 28297 8 29 7 3x6 � 5 3x6 '.. 3x4 G 4 8 3x4 3 9 25 30 N1 2 10 11 Ir;, 18 17 16 15 31 32 14 13 12 0 3x4 11 3x6 6x8 = 6x8 = 3x6 = 3x4 11 3x5 = 3x5 is 8-1-1 13-10-2 1 22-1-14 22 -7 27-10-15 36-0-0 8-1-1 5-9 1 %2-0 1-3-14 6-11-14 0- -9 5-8-8 8-1-1 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.9, Plate Grip DOL 1.25 TIC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.6 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 172Ib FT=20% LUMBER- I BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS x4 SP No.3 WEBS 1 Row at midpt . 6-14 I REACTIONS. All bearings 0-8-0 except Qt=length) 14=0-11-5. (lb) ax Harz 2= 208(LC 10) �1ax Uplift All, uplift 100 lb or less at joints) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) l f qaxGrav 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) ,, Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. FORCES. Ob)lTOP CHORD 2 3=-12391757, 3-5=-437/333, 5-6=-432/448, 6-7= 272/773, 7-9=-376l778, 1'' 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=-1096/663, 7-14=-303/281, 9-14=-853/614, 9-12=-13/307, 6-16=-501/665, 1' 5-16=-302/279, 3-16=-890/616, 3-18=-16/332 1' . NOTES- 1) Unbalanced r'�of live loads have been considered for this design. 2) Wind: ASCE 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; Enc GCpi=0.18; MW FRS (directional) and C-C Exterior(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; i,C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.Olb AC it load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss ha9:been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss h 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 betwee lthe bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide me ch nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 15 except Qt=lb) 2=433, 14=86. „ 10=240. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARNING - Design valid ford V I %fty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. I0703120f5 BEFORE USE. only with MrrekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not W1, a truss system. , re use, the building designer must verify the applicabfllty of design parameters and properly Incorporate this design Into the overall building design! acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Ls always require for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication sto'; fie, delivery, erection and bracing of trusses and truss systems-seeAN8UM11 QualityCrgella, DSO-69 and SCSI Buudklg Component 6904 Parke East Blvd. SatefylntormaNdnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 � T13708829 M11412 BHA COMMON 1 1 Job Reference (optional) cnamoers I ryss, Inc., r-On Merce, r-L D. I CV 5NIGI I I cV Io IVII I en II W-1 Wb, II IO. 111 Mpl vVtl..J cV Io 1.9.I ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g=MufEPtxlEiUezVaW_p8ZNkfGaZCNIFUHQDI ghgzTU2V 16-0-0 24-0-0 8-0-0 4-0-0 2-0-0 ' 1.6.00.6.0 2-0-0 ' 2-0-0 ' 2-0-0 0'1045 1-1-1 Sx6 = 9 12 14 7xl0 MT18HS 7 16 5 4,00 12 3x6 1 r5 x — 3 g 10 28 27 26 3x6 14x6 = 6x8 = 15-6-0 22-10-15 17 18 7x10 20 25 24 23 6x8 = 3x6 11 3x6 = 28-0-0 Scale: 3/16"=V Plate Offsets ,Y - 2:0-0-2,Edge], 3:0-3-8,Edge], 11:0-3-0,0-3-0 , 20:0-3-8,Ed e , 21:0-2-8,Edge], 25:0-3-8,0-3-0 I LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14 28-31 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.56 Vert(CT) -0.25 23-34 >619 240 MT18HS 244/190 BCLL 0. Rep Stress incr NO WB 0.83 Horz(CT) 0.04 21 n/a n/a BCDL 10.i1. Code FBC2017/TP12014 Matrix -MS Wlnd(LL) 0.20 28-31 >909 240 Weight: 208lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins. BOT CHORD 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS x4 SP No.3 WEBS 1 Row at midpt 20-25 2 Rows at 1/3 pis 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 REACTIONS. (lb) - FORCES. (lb) TOP CHORD BOT CHORD WEBS All bearings 0-8-0 except (jt=length) 25=0-11-5. ax Horz 2=-208(LC 6) ax Uplift All uplift 100 lb or less at joints) except 2=-583(LC 8), 26_ 1557(LC 8), 25=-1259(LC 8), 21=-455(LC 8) ax Grav All reactions 250 lb or less at joint(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14), 21=757(LC 14) I Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. 2-3=-2242/1142, 20-21 =-1 473/724, 3-4=-213/718, 4-6=-213/718, 6-8=-213/718, 8-10= 213/718, 10-11= 213/718, 11-13=-213/718, 13-15= 213/718, 15-17=-213/718, 17-19=-87/610, 19-20=-87/610, 3-5=-199/422, 5-7— 112/391, 7-9=-33/344, 12-14=0/257, 16-18=-67/301, 18-20= 206/363 -F-28= 971/2236, 26-28=-922/2090, 25-26— 855/521, 23-25=-516/1204, 21-23=-569/1344 B-26=-1333/1008, 17-25=-9791756, 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-III 1 ) Unbalanced r of live loads have been considered for this design. 2) Wind: ASIDE7 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12fh B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl� GCpIZ8; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adegLi',te drainage to prevent water ponding. 4) All plates are I T20 plates unless otherwise indicated. 5) All plates are 314 MT20 unless otherwise indicated. 6) This truss hasl een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss ha 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 behii the bottom chord and any other members. 8) Provide meth j vital connection (by others) of truss to bearing plate capable of withstanding 583 Ib uplift at joint 2, 1557 Ito uplift at joint 26, 1259; uplift at joint 25 and 455 lb uplift at joint 21. 9) Girder carries p end with 8-0-0 end setback. 10) Graphical pu j" representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. Walter P. Finn PE No.22839 11) Hanger(s) or Cher connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at , MiTek USA, Inc. FL Cart 8834 28-0-0, and 9 I lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the 6904 Parke East Blvd. Tampa FL 33610 responsibility'' f iothers. 12) In the LOAD pSE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Data: April 6,2018 ndard A WARNING- Design for V rI jty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. MITek® This design Is based Individual �' valid a truss system. Use only with connectors: only upon parameters shown, and Is for an building component, not fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.I acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always requir 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, seeANSVW11 CualRy Cllfeda, DSO-89 and BCS1 Suffd/ng Component 6904 Parke East Blvd. Safety lnfonnat'6ncvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T13708829 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Fierce, I-L 0. 13V 5 IVIa1 I I ZV 10 MI I en II IUU5111Vb, mu. r11 MI11 o VW-W-V cV 1 V rave < ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-MufEPbdEiUezVaW_p8ZNkfGaZCNIFUHQDI ghgzTU2V LOAD CASE S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform I- Ads (plf) V01tt: 1-3=-54, 20-22=-54, 28-29= 20, 23-28=-47(F=-27), 23-32= 20, 3-12=-126(F=-72), 12-20=-126(F=-72) Concentra ed Loads (lb). Volt: 28=-641(F) 23=-641(F) Q WARNING - Vial dfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. " Design valid to use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. 'fore use, the building designer must vedly the appllcablllty of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' is always requlr, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor ge, delivery, erection and bracing of trusses and truss systems, seeANSU1Pl1 AualttyCtBedd, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safelylnfotm rtovaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 1� T13708830 M11412 GRA HIP 1 1 ,I Job Reference (optional). Chambers -I r Ss, Inc., Fort coerce, I-L 0.Iau b [Vial I I -IO IVII I CIS II IU.-IOJ, 11- I 1 vaao.-.., �.. L. ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-mTKN1 uzBXdsDgyJ5fxhG_MHm2nBxVb6j6BFUl?zTU2S o_n_n oo-A-n 9A.9-n 3R-n.n 37-0-0 0- 7-10-0 5-10-0 4-4-0 4-4-0 5-10-0 7-10-0 -0- I Scale=1:61.9 l 5x8 MT18HS = 5x8 MT18HS = 4.00 F12 3x4 11 5x8 = 3x4 11 I 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 1' �1 2 v 6 9 12 N 16 d o 15 34 14 13 35 36 37 38 12 39 11 40 10 3x5 i I' 3x4 11 4x6 = 6x12 = 6x12 4x6 = 3x4 11 3x5 7-10-0 13-8-0 22-4-0 28-2-0 36-0-0 7-10.0 5-10-0 8-8.0 5-10-0 7-10.0 Plate Offsets (�-- [3.0-5-4 0-2-8] [5.0-4-0 0-3-0] [7:0-5-4 0-2-81 LOADING (pst�' SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20. } Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.21 12-13 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.76 Vert(CT) -0.44 12-13 >609 240 MT18HS 244/190 BCLL 0. Rep Stress [nor NO WB 0.84 Horz(CT) 0.06 8 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.22 10-21 >999 240 Weight:161 lb FT=20% LUMBER- 1 BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc puffins. BOT CHORD Ix4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS x4 SP No.3 `Except` WEBS 1 Row at micipt 3-13, 5-13 -13,6-12: 2x6 SP No.2 REACTIONS. lb/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 ax Horz 2= 97(LC 6) ax Uplift 2=-292(LC 8), 13=-2107(LC 8), 8=-799(LC 8) az Grav 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) FORCES. (lb)'1, 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, "17-8=-2981 /1789 BOT CHORD 1+2-15=-196/311, 13-15=-201/342, 12-13=-246/452, 10-12=-1588/2818, 8-10=-1578/2786 WEBS 3-15=-181/648, 3-13= 2568/1568, 4.13= 640/587, 5-13=-2900/1855, 5-12=-1172/2196, "6-12= 611/569, 7-12=-558/375, 7-10= 184/651 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE , 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; Enc,, GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeqJ d1 All nlptpq arp ate drainage to prevent water ponding. T90 nlatpq I mipga nthprwigp inriinntari 5) This truss has 1een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss h', 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 be ee'l the bottom chord and any other members. 7) Provide mechl ical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2, 2107 lb uplift at joint 13 and 7' 3 lb uplift at joint 8. 8) Hanger(s) or o her connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at 7-10-0, 103 Ibll own and 170 lb up at 10-0-12, 103 lb down and 170 lb up at 12-0-12, 103 lb down and 170 lb up at 14-0-12, 103 lb down and 170 16 up at 16-0-12, 103 lb down and 170 lb up at 18-0-12, 103 lb down and 170 lb up at 19-11-4, 103 lb down and 170 lb up at 21-111'�, 103 lb down and 170 lb up at 23-11-4, and 103 lb down and 170 lb up at 25-11-4, and 137 lb down and 301 lb up at 28-2-0 on t chord, and 340 lb down and 223 lb up at 7-10-0, 77 lb down and 1 lb up at 8-0-12, 77 lb down and 1 lb up at 10-0-12, 77 Ibl own and 1 lb up at 12-0-12, 77 lb down and 1 lb up at 14-0-12, 77 lb down and 1 lb up at 16-0-12, 77 lb down and 1 lb up at 18-'112, 77 lb down and 1 lb up at 19-11-4, 77 lb down and 1 lb up at 21-11-4, 77 lb down and 1 lb up at 23-11-4, 77 lb down and 1 IbI p at 25-11-4, and 77 lb down and 1 lb up at 27-11-4, and 340 lb down and 223 lb up at 28-2-0 on bottom chord. The design/se, ction of such connection device(s) is the responsibility of others. 9) In the LOAD Q SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) tandard Walter P. Finn PE No.22839 MjTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®WARNING - V 1/y deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid fors se only with MIT" connectors. This design is based ody upon parameters shown, and is for an Individual building component, not ' a truss system. building de: ii fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always regdr6b for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stooge, delivery, erection and bracing of trusses and truss systems, seeAN8U1PI1®ualllyCgedd, DSO-89 and BCS1 Building Component 6904 Parke East Blvd. Soletylnformatforgvallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 I T13708830 M11412 GRA HIP 1 1 Job Reference optional) Chambers Tr'yps, Inc., Fort Pierce, FL n.l:Su s Mier i i Zvi n Mi I eK muu5ii re5, mu. rn npr o va:c¢roa cv i o raye c I D:kFvnsnOwY419Zh0_nM31c6yIJ9g-mTKN 1 uzBXdsDgyJ5fxhG_MHm2nBxVb6j6BFUl?zTU2S LOAD CASE(S) Standard 1) Dead + Ro f Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform L � ds (plf) Ve 1-3=-54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrat d Loads (lb) Ve :3=-137(B) 5=-103(B) 7— 137(B) 14=-49(B) 15=-389(B) 10=-389(B) 11=49(121) 22=-103(13) 24— 103(B) 26= 103(B) 27=-103(B) 28= 103(B) 29=-103(B) 31'r.1- 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) A WARNING- Verify Design valid for design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/032016 BEFORE USE only with MITek® connectors. This design Is based orgy upon parameters shown, and is for an Individual building component, not ° a truss system. Be re use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requir for stablilty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcatloi sTor e, delivery, erection and bracing of trusses and Truss systems, seeANSMI t CualdfyCitldrla, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Saretyrnt, :2 flavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 299 I T13708831 M11412 J2 MONO TRUSS 8 1 �CARLTON Job Reference o tional t,namuers u fuss, Inc., run fierce, rL - . a. I I ,•„, _� •„�.— . , W.��- I D:kFvnsn0wY419zhO_nM31c6yIJ9g-EfuIEE_plx_3S6tH DeCVXag4AAgxEFQsLr72gRzTU2R I�I 1-0-0 2-0-0 4 3x4 = LOADING (ps SPACING- 2-0-0 CSI. TCLL 20. Plate Grip DOL 1.25 TC 0.18 TCDL 7. Lumber DOL 1.25 BC 0.07 BCLL 0.�, ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER- TOPCHORD BOT CHORD REACTIONS. FORCES. (It; NOTES- 1) Wind: ASCI II; Exp C; Ei shown; WIT 2) This truss h 3) ` This truss will fit betw( 4) Refer to gin 5) Provide me 2and 3lbu (4 SP No.3 (4 SP No.3 b/size) 3=37/Mechanical, 2=141/0-8-0, 4=22/Mechanical lax Horz 2=67(LC 12) lax Uplift 3= 27(LC 12), 2=-136(LC 12), 4=-3(LC 9) lax Grav 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) Max. Comp./Max. Ten. - All.forces 250 (lb) or less except when shown 2-0-0 DEFL. in (loc) Well Ud Vert(LL) -0.00 7 >999 360 Vert(CT) -0.00 7 >999 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.00 7 >999 240 BRACING- Scale = 1:7.8 t2 O 0 PLATES GRIP MT20 244/190 Weight: 8 Ito FT = 20% TOP CHORD . Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - •10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh 13=5911t; L=36ft; eave=5ft; Cat. , GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions r DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 the bottom chord and any other members. s) for truss to truss connections. .nical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 3, 136 lb uplift at joint t at joint 4. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WARNING - V 'iffy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 10/03,2015 BEFORE USE. ' Design valid to only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building designii acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always reciulre for stability and to prevent collapse wish possible personal Injury and property damage. For general guidance regarding the fabrication, stor pe, delivery, erection and bracing of trusses and truss systems, seeANSWII Quality CrIfedid, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Soletyll,raflllalipnavallabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708832 M11412 j J4 MONO TRUSS 8 1 Job Reference optional) cnambers I Muss, inc., fort Pierce, FL r-1-0-0 1 a.1'su s mar i i ZU16 ml r eK rnuustnes, mc. ru npr o va;za;oo eu 10 r-aye i ID:kFvnsnOwY4l9Zh0_nM3lc6ylJ9g-A2OVfw?3pYEnhQ1 gK3Fzc?vNa_IIi9w9o9U9vKzTU2P 3x4 = - 4 LOADING (ps SPACING- 2-0-0 TCLL 20. Plate Grip DOL 1.25 TCDL 7. Lumber DOL 1.25 BCLL 0.01 ' Rep Stress Incr YES BCDL 10.0�, Code FBC2017/TPI2014 LUMBER 11 - TOP CHORD x4 SP No.3 BOT CHORD 4 SP No.3 CSI. DEFL. in (loc) I/dell L/d TC 0.37 Vert(LL) -0.01 4-7 >999 360 BC 0.37 Vert(CT) -0.02 4-7 >999 240 W B 0.00 Horz(CT) -0.00 3 n/a n/a Matrix -MP Wind(LL)' 0.02 4-7 >999 240 REACTIONS. I,b/slze) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical ax Horz 2=102(LC 12) ax Uplift 3=-77(LC 12), 2=-159(LC 12), 4=-7(LC 12) ax Grav 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) I BRACING - Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% TOP CHORD . Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) i, ex. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- II 1) Wind: ASCE ,10, Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft B=59ft; L=36fh eave=5ft; Cat. II; Exp C; Enc GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 3-10-4 zone;C-C for members and 1<orces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss h ' been designed for alive 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 betwee the bottom chord and any other members. 4) Refer to girder fs) for truss to truss connections. 5) Provide mech ical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3, 159 lb uplift at joint 2 and 7 lb upiif at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARNING - yerI!design parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE M11-7473 rev. 101012015 BEFORE USE. Design valid for �y only with Mllek® connectors. Mils design Is based only upon parameters shown, and Is for an Individual building component, not ' mt a truss system. B� dre use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. ing Indicated is to prevent buckling of Individual truss web and/or chord members only. ,Addifonal temporary and permanent bracing Cro MiTek Is always required stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication siora , delivery, erection and bracing of trusses and truss systems, seeANSWI1 Quality CrBeda, DSB-89 and BCSI Butld6rg Component' 6904 Parke East Blvd. SafelylnformaRottpvaliabie from Truss Plate institute. 218 N. Lee Street, Suite 312. Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply CARLTON 299 I T13708833 M11412 I J6 MONO TRUSS 8 1 Job Reference (optional) .. 4on .. nA,., 44 nn40 KAiTnL Inrincfriec 1—Cori A..r a 09:29:57nto oo no 1 Chambers i russ, mo., Con rierce, r-L � . W � „ , ., . _ . I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-fEattGOhasMeJacsunmC9CSYhOW fRc9J 1 pDi RmzTU20 -1-0-0 6-0-0 1-0-0 6-0-0 Scale=1:14.3 3x4 = 4 ;'I 1 600 LOADING (psf)i, SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 7.01, ; Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 BCLL 0.01 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.01 Code FBC2017lTP12014 Matrix -MP Wind(LL) 0.11 4-7 >639 240 Weight: 20lb �7=20% LUMBER- I BRACING - TOP CHORD 2�4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (I /size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical �x Horz 2=140(LC 12) 10 Uplift 3=-129(LC 12), 2=-192(LC 12), 4= 8(LC 12) Max Grav 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (lb) - ,max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 711, 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; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 5 10-4 zone;C-C for members and f �ces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has befen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss had, 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 ( e bottom chord and any other members. 4) Refer to girder( 1 for truss to truss connections. 5) Provide mechan cal connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 192 lb uplift at joint 2 and 8 lb ,piift at joint 4. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WARNING - Verily " eslgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mfh7473 rev. 10103,2015 BEFORE USE. "nly Design valid for use, with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Befor ' use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bra Ing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOWIs always required fo' Stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage) ellvery, erection and bracing of trusses and truss systems, seeANSW11 Cuallty Cdleda, DSB-89 and BC91 BoOding Component 6904 Parke East Blvd. SatblWy lm ,IJb_'yblIab4e from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly, Ply CARLTON 299 it T13708834 M11412 J8 MONO TRUSS 11 1 I Job Reference (optional) L;namoerS I r Plate Inc., rorr Fierce, rL 1 1-0-0 0.1OV b IVIN I 1 —10 IVII I GIB II IU-11—, IIIV, F1I nPl 'ayc ID:kFvnsnOwY419Zh0_nM3lc6ylJgg-3pFOV13atnIDA1 LRZvJvmr4?ube2ezvljnSM25zTU2L 3x4 -- 4 Scale=1:17.4 LOADING (psf)' SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.01, Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Ix4 REACTIONS. I Ib/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical flax Harz 2=178(LC 12) {�ax Uplift 3=-174(LC 12), 2=-226(LC 12), 4— 13(LC 12) Grav 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (lb) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. �ax NOTES- 1) Wind: ASCE 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft L=36ft; eave=5ft; Cat. ll; Exp C; Encl GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, interior(1) 2-7-3 to 7-10-4 zone;C-C for members and prces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss hash 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 betwee9khe bottom chord and any other members. 4) Refer to girder ) for truss to truss connections. 5) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3, 226 lb uplift at joint 2 and 13 I$, uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARNING - Verl design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/032016 BEFORE USE Design valid for ti only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building rI IPA Is to itith iIndividual truss web only.temporary and Went bracing illl iTek' to prevent collapse wvent requireq stability anddF r general guidance regardingional is always requlr Vf aamage posssible personal � adnnddrpchord roperty damage.the fabrication, storag�, delivery, erection and bracing of trusses and truss systems, seeANSMII Cua//m�yy Cdleft DSO-89 and BCSI Bulldhig Component Satetyinlonna53iallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22,114. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qry Ply CARLTON 299 T13708835 M11412 JA8 MONO TRUSS 11 1 Job Reference (optional) cnamoers I Inc., I -OR rlerce, r-L 1 1-0-0 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-XOpOid3Ce4t4oBwd7cg8J2cA7?zcNQ9uyRBwaXzTU2K 7-10-0 1 3x4. = 4 Scale = 1:17.2 Plate Offsets -,Y -- 2:0-1-14 Ed e LOADING (ps'� SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.13 4-7 >721 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4-7 >331 240 BCLL 0. Rep Stress incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 26lb FT=20% LUMBER- BRACING - , TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. �'(Ib/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Ivlax Harz 2=175(LC 12) ax Uplift 3=-170(LC 12), 2=-223(LC 12), 4=-13(LC 12) ax Grav 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (lb)I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I NOTES- 1) Wind: ASCEI -10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft Cat. II; Exp C; Ena ., GCpi=0.18; MW FRS (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 ad forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss h 's 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 betwee the bottom chord and any other members. 4) Refer to gird (s) for truss to truss connections. 5) Provide mecF( nical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 3, 223 Ito uplift at joint 2 and 13 Ib uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®WARNING - V lfty design paremefers end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev. 10/03/2015 BEFORE USE. ° Design valld foi use only wflh MRek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. fore use, the building 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 truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always re for for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor{fge, delivery, erection and bracing of trusses and truss systems, seeANSVMll Qualify Ctfledq DSB-09 and BCSI Building Component 6904 Parke East Blvd. Soletvinlarmal`Ianjvailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job 1I Truss Truss Type city Ply CARLTON 299 T13708836 M11412 KJ8 MONO TRUSS 2 1 Job Reference (optional) -... C nn on.no nn4o Onnn 1 Chambers Truss Inc., rOfi tierce, I-L o• 130 s rviai I 1 20 IS ���, 1.1 �����������, .1— ' . "�.""."" "' "' I5-0 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-TOx97J5SAi7o1 V40E1tcOTicPpjDrFFBPIgOfQzTU21 7-2-7 11-3-0 1 5-0 7-2-7 4-0-9 Scale4= 1: ' 2.83 12 12 3x4 I 3 i, 11 i 10 i 2 I 13 14 6 15 2x3 I I 3x4 = 3x4 = I 5 7-2-7 11.0.12 11-3 0 7-2-7 3-10-5 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.05 6-9 >999 360 MT20 244/190 TCDL 7. ` Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 _ BCLL 0. , Rep Stress incr NO W B 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.I Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight: 44lb FT=20% LUMBER- 1 BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 x4 SP No.3 REACTIONS. '1'(ib/size) 4=90/Mechanical, 2=462/0-11-5, 5=406/Mechanical ax Horz 2=178(LC 8) ax 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 I' 2-3=-866/230 BOT CHORD I'2-6= 234/833, 5-6=-234/833 WEBS 113-6=0/287, 3-5=-913/257 NOTES- 1) Wind: ASCE ; 10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=59ft L=36ft; eave=5ft; Cat. II; Exp Q EncK GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has �een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss h � 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 be is the bottom chord and any other members. 4) Refer to glide s) for truss to truss connections. 5) Provide mech ical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 4, 187 lb uplift at joint 2 and 11 lb uplift at joint 5. 6) Hanger(s) or oer connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-11-0, 39 Ib down and 58 lb up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, 8 lb down and 101 lb up at 5-8-15, and 42 lb down and 143 lb up1 't 8-6-14, and 42 lb down and 143 lb up at B-6-14 on top chord, and 47 lb down and 28 lb up at 2-11-0, 47 lb down and 28 lb up a 2-11-0, 47 lb down at 5-8-15, 47 lb down 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 1 Ion bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD C SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) I ' tandard 1) Dead + Roof ve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads'Jplf) Vert: 1,''4=-54, 5-7=-20 Concentrated 'oads (lb) Vert: 11 '=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, Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARNING - Ve rY 11 design parameters and READ NOTES ON THIS AND INCLUDED MlTEKREFERANCE PAGE M!l-7473 rev, 10/032015 BEFORE USE. Design valld for L on y with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss sysiem. (ore use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design..1 acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requlr fabrication, storq for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e, delivery, erection and bracing of trusses and tnrss systems, seeANSU1P1 f Quality Cdleda, DSO-89 and BC91 Building Component 6904 Parke East Blvd. Safety lnlormaf navailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa; FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708837 M11412 I I KJAB MONO TRUSS 2 1 Job Reference (optional) snarl i r1T , mc., ron mewe, rL 6-10-0 I D:kFvnsnOwY419ZhO-nM3lc6ylJ9g-uzdHm L7KTdVNuyobwAQJ06J6n01D2b9d5jvhGlzTU2F 11-0-3 Scale = 1:19.9 4 rx- 12 2.83 12 3x4 I 3 11 10 it 2 13 14 6 15' S 2x3 3x4 = 3x4 = 6-10-0 11-0-3 6-10-0 4-2-3 LOADING (psi' SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.01' Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BCLL 0. Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.01 Code FBC2017ITP12014 Matrix -MS Weight: 43lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 SP No.3 REACTIONS. 54b/size) 4=1067Mechanical, 2=447/0-11-5, 5=385/Mechanical ax Harz 2=175(LC 8) ax Uplift 4= 107(LC 8), 2=-321(LC 8), 5=-202(LC 5) FORCES. (Ib) 'Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 'J12-3=-846/526 BOT CHORD 6= 520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5=-8841565 NOTES- 1) Wind: ASCE .r Iu; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; End !, GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss h "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 betwee Ithe bottom chord and any other members. 4) Refer to girde `I) for truss to truss connections. 5) Provide mechla/tical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 4, 321 lb uplift at Joint 2 and 20 1b uplift at joint 5. 6) Hanger(s) or of her connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-11-0, 39 Ib down and 58 Ib up at 2-11-0, 81b down and 101 Ib up at 5-8-15, 8 Ib down and 101 Ib up at 5-8-15, and 42 lb down and 143 lb uplI t 8-6-14, and 42 lb down and 143 lb up at a-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 I up at 5-8-15, 10 lb down and 30 lb 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-E o bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD C SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) tandard 1) Dead + Roof a (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads '(plf) Vert: 1 Concentrated �'oads (lb) Vert: 1,p=80(F=40, B=40) 11= 2(F=-1, B=-1) 12=-83(F= 42, B=-42) 13=14(F=7, B=7) 14=-2O(F=-10, B=-10) 15=-50(F=-25, Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 7A4=RAUN�G� Design valid for', !Iy designparameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE.° se only with MfTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. 'fore use, the building designer must verify the applicability ofdeslgn parameters and properly Incorporate this design Into the overall bullding deslg i.l acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k° Is always requlr for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto fie, delivery, erection and bracing of trusses and buss systems seeANSU1Pl1 Qualify CrCerb, DSB-09 and BCSI BuQd6rg Component 6904 Parke East Blvd. Safety WormaNlo—ailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 ^ Center plate on joint unless x, y /4 offsets are indicated, 6-4-8 dimensions shown in ft-in-sixteenths . (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI, c1-2 . c2a 2. Truss bracing must be designed by an engineer. For lateral braces themselves WEBS 4 wide truss spacing, individual may require bracing, or alternative Tor I c m 0 bracing should be considered. p U 3. Never exceed the design loading shown and never braced trusses. �° stack materials on inadequately O� a0 4, Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-8 BOTTOM CHORDS asa ~ deother erectionterested supervisor, property owner and plates 0-1/id' from outsideall edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLYNUMBEREDAETTERED CLOCKWISE jointand embed fully. Knots and wane atioint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT 7. Design assumes trusses will be suitably protected from 'Plate location detat7S available in M�Tek20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19°� at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to - to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ft. spacing, or less, if no Ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 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. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise, Min size shown is for crushing only. fp 18. or treated lumber may Use of green y pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone esrgr7 S andard DSB $9�Dfor—B _dc - - - - - -- ■ _ t _ _: =- - -- BCSI: BuildingComponent Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. • Installing & Bracing of Metal Plate Connected Wood Trusses, MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015