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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 Sc�iNtaE® Lot/Block: _ __ _ Model: Sterling Address: unknown Subdivision: By - City: St Lucie County State: FL St. Lurierminpif 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 With my seal affixed to this sheet, I hereby conforms to 61G15-31.003, section 5 of th No. Seal# Truss Name 1 T17089636 a 2 T17089637 al 3 T17089638 a2 4 T17089639 a3 5 T17089640 a4 6 T17089641 a5 7 T17089642 ata 8 T17089643 atb 9 T17089644 ate 10 T17089645 bha 11 T17089646 gra 12 T17089647 i2 13 T17089648 j4 14 T17089649 j6 15 T17089650 j8 16 T17089651 ja8 17 T17089652 kj8 18 T17089653 kja8 e Truss Design Drawings and 0 Additional Drawings. certify that I am the Truss Design Engineer and this index sheet Florida Board of Professional Engineers Rules. Date 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 202.L 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 MTek. 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. MTek 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. F1 � C PY REVIEWED FOR CODE CCMPLMNCE ST. LUCIE COUNTY BOCC .,�-1.1/0NA� E�,.�`. Thomas A. Allan] PE No.39380 Mlrek USA, Inc. FL Cent 6634 6984 Parke East Blvd. Tampa R. 33610 May 17, 2019 1 of 1 Albani, Thomas e Truss Design Drawings and 0 Additional Drawings. certify that I am the Truss Design Engineer and this index sheet Florida Board of Professional Engineers Rules. Date 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 5/17/2019 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 202.L 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 MTek. 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. MTek 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. F1 � C PY REVIEWED FOR CODE CCMPLMNCE ST. LUCIE COUNTY BOCC .,�-1.1/0NA� E�,.�`. Thomas A. Allan] PE No.39380 Mlrek USA, Inc. FL Cent 6634 6984 Parke East Blvd. Tampa R. 33610 May 17, 2019 1 of 1 Albani, Thomas Job Truss Truss Type Cry Ply CARLTON 299 r T17089636 M11412 A SPECIAL 1 1 Job Reference (optional) GnamGers I was, lac., Fort Pierce, FL s mar i i zu I o mn eR Inauslnes, Inc. rn may it ua:L4:44 zu I o rage i 4.00 12 5x8 = 3.6 \\ 3 4 24 5x12 MT18HS = 4x5 = 4x6 = 45 = 265 6 7 26 27 8 3x4 Scale = 1:63.0 16 15 9z4 _ 3x4 = 3x6 = 3x4 = Sx8 = 2.00 12 4,10 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CS1. Plate Grip DOL 1.25 TC 0.94 Lumber DOL 1.25 BC 0.94 Rep Stress Incr YES WB 0.91 Code FBC2017/tP12014 Matrix -MS DEFL. Ven(LL) Verl Horz(CT) Wind(LL) in (loc) Well L/d -0.73 13-14 >595 360 -1.3413-14 >321 240 0.45 10 n/a n/a 1.01 13-14 >428 240 PLATES MT20 MT18HS Weight: 161 It, GRIP 244/190 244/190 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 oc bracing. BOTCHORD 2x4 SP M30 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=-8461LC 12) FORCES. (lb) -Max. Comp fMax. 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=-535(/85, 5-15=-975f733, 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=4.2psf; BCDL=3.Opsf; h=12ft; B=59N; L=361t; eave=SH; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1.0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water podding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 Ili uplift at joint 2 and 946 Ib uplift at joint 10. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING- Vedrydeslgepammetersand REAONOTES ON MMANOMCLUOEOMREKNEFERANCEPAGEMX74M.V.. 10032015BEFOFEUSE valid for use any with MRekO connectors. Als design 6 based oNy upon parameters shown, and a for on Individual bW ding component not Nat a truss system. Before use, the bulding designer must verify Me oppllaabiy of design parameters and properly Incorporate this design Into the overall • building design. Indicated u to buciding Individual muss web antl/cr Additional temporary and permanent bracing MiTek' Bracing prevent of chord members only. Is always required for slabily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tosses and truss systems. SeeANSVtPll Quality Criteria. 133049 and BCSI Building Component 69U Parke East BNd. Safety Infori ationavai able from Truss mate Institute. 218 N. Lee Sheet, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply CARLTON 299 r T77089637 M11412 Al SPECIAL 1 1 Job Reference (optional) unam tern I russ, inc.,IYon HeMe, I-L a.l3u 5 Mar I I zu la ml I eR Inaaslnes, Inc. i May 1 / ui,:29:9J ZV Iv Scale =1:63.0 5x6 = 4.00 FIT 4 22 3x8 = 5x6 = 5 23 6 14 13 3x4 II 3x6 = 3x4 = 5A = 4x10 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TO 0.61 BC 0.95 WB 0.55 Matdx-MS DEFL, in (lac) Waft L/d Vert(LL) -0.58 11 >749 360 Vert(CT)-1.0711-12 >402 240 H0rz(CT) 0.40 8 1 11 Wind(LL) 0.80 11 >541 240 PLATES MT20 MT18HS Weight: 163 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row 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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-035612159, 3-4=-335B/2292, 4-5=-2798/1921, 5E=-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=-349215669 WEBS 3-14=-404/391,4-14=-507/777,4-13=-151/409, 5-13=-13761890, 5-11=-557/1048, 6-11=-B49/1449,7-11=-641/463 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; 8=59ft; L=36ft; eave=SN; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedog2) -1-0-0 to 2-7-3, Intedar(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOLal.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 psi bottom chord live load nonconcurent 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) Beading at joinf(s) 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 8461b uplift at joint 8. Thomas A. Alban PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 QWARNING-Verify✓es/gnperamefersend BEAONOTES ON MMANDWCLUOEOMREKNEFFAANCEPAGEM67473rev. laT3R015BEFOHEUSE Design volld for use only with MrelsO connectors. This design Is based and upon parameters shown, and Is for on Individual building component, not a hum system. Before use, Me building designer must verify ire applicability of design parameters and properly Incorporate this design Into the overall e building design. Bracing Indicated Is to Welding individual hum only. Additional temporary and permanent broi MiTek' prevent ofweb and/or chord members Is always required for stability and to prevent collapse with pomble personal injury and property damage. For general guidance regarding Me 6909 Palke Ent Blvd.fabrication: storage, delivery, erection and bracing of trusses and hum systems. seeANSI/IPtt QuNBLM, y CADSB49 and BCSI Building CempenMt Tempe. FL 33610 Safety Infermalbrlavallable from Truss Rate Institute. 218 N. Lee Sheet, suite 312. Alexandna, VA 22314. Job Truss Truss Type Oty Ply CARLTON 299 ' ,1 T17089638 M11412 A2 SPECIAL 1 Job Reference (optional) mss, Inc., Fort Pierce, FL a Mar 11 2018 MiTek Inc. Fri May 17 09:24:44 2019 5x6 = 4.00 12 3x4 = 5x6 = 4x6 Scale = 1:63.0 15 14 7x8 MI 18HS = 3.6 = 3x4 11 5.8 = 4x10 = 2.00 72 LOADING (PSI 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 ]nor YES Code FBC2017/TPI2014 CS]. TC 0.58 BC 0.94 WB 0.72 Matrix -MS DEFL. Verf(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Well L/d -0.5511-12 >779 360 -1.0311-12 >419 240 0.39 9 rda n/a 0.7711-12 >564 240 PLATES MT20 MT18HS Weight: 167 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Hoa 2=163(LC 11) Max Uplift 2=-846(LC 12), 9= 846(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 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 BOTCHORD 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=-054/620, 5-14=-916/581, 5-13=-261/668, 6-13=-588/1003,7-13=-2219/1408,7-12=-1137/1893,8-12=-628/443 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=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 37-0-0 zone;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This tmss 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 846 lb uplift at joint 2 and 846 lb uplift at joint 9. Thomas A Albani PE No.39360 MiTek USA, Inc. FL Cert $634 69114 Parke East Blvd. Tampa FL 33610 Dale: May 17,2019 O WARNWG-Vedfy CestSnperemeterseni READNOTES ON TNISANDWCLUDEDMREKRERWANCEPAGEM 74TSmv. 10TUV201SBEFORE USE Design va"O for use only wlih MR0'.� connectors. fie design IS bOsetl only upon parameters mown, and Is fat an Intllvltlual bulltling component, not ��' a hUas system. Bafore use, the bustling tlesigner must verify the opplicobllityof tlesign parameters antl properly incorporate this tlesign Into the overall m buatlingdasgn,&acinglntllbaletllstopreventbucNingoflntlMtlu0lhusswebantl/archortlmembersDoty. Atltli9onaltemporaryantlpermanentbracing MiTek' b always required for st.bllity on, fo prevent collapse with possible personN Injury antl pE.M tlomage. FOr general guldanCa regartling the fobilcollon, storoge. tl."Z e,.C,on antl bracing of trusses antl truss systems se. 51/IP11 Q-11MyOM.W. DSB419 antl BC516u1tlhp Componrrnt 6904 Parke East Blvd. Seb1y lnf.an rovoibble from Truss Pl.fe InsBfWe,218N, Lee SM1BeI. Sulte 312, Alex. dtoa VA 22314. Tampa, FL 33610 Job Truss Type City Ply CARLTON299 T17089639 M11412 Tms SPECIAL 1 1 Jab Reference (optional) unamoers uu5s, Ull ran rleroe, rL miju a Mar l I zu Io mi I eK measures. Inc. rn May 1I ue:Z4:4b zuiu 4.00 Fl2 5x6 = 5,,5 4 5 5x6 5x85 6 5x6 WBl 3 7 3x4 a D8 22 12 N1 2 13 7x8 MT78HS= 11 11 d 4x8 = 3x4 11 15 14 3x4 II Sx6 3x5 = 2.00 12 23 Scale: 3116'-1' 410 = B-fi-O 13.8.0 20-2-0 24-fi-0 28-94 36-0-0 B.6.n I s.n.n I n-6-n I b.b.n I 4.a-4 I >-a12 I Plate Offsets (X Y)- [2:0-1-2 Edge7 [3:04-0 0-3-01 [7:0-3-0Edoel [9:0-2-10 Edgel LOADING (psl) SPACING- 2-0-0 CS]. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ved(LL) -0.57 11-12 >761 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.0511-12 >410 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.7811-12 >551 240 Weight: 167 lb Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 21 SP No.3 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 (Ib) or less except when shown. TOP CHORD 2-3=-3371/2103, 34=-2633/1707, 4-5=-2803/1850, 56---2968/1899, 6-8=-5371/3290, 8-9=-5960/3616 BOT CHORD 2-15— 1886/3159, 14-15=-1886/3153, 13-14=-1343/2432, 12-13=-2958/5146, 11-12=-3368/5675,9-11=-3362/5666 WEBS 3-15=0/306; 3-14=-866/626, 4-13=-285/671, 5-13=-379l702, 6-13= 2706/1659, 6-12_ 1094/1946,8-12=-611/435 Structural wood sheathing directly applied or 2-6-15 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at micipt 6-13 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=36h; eave=5f : 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 37-M zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with anyother 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 8461le uplift at joint 2 and 8461b uplift at joint 9. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Data: May 17,2019 O WARNWG-Ved/ydeslgn Pe elemwdREADNOTES ON TNISANU INCLUDED WEKRE xvuyCEFA1E117v"ea1. lara12p1s BEFORE USE. Deslgn volld for use only with MTek®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 appllcoblllty of design parameters and properly Incorporate this design Into the overall r building design. Bracing indicated is to prevent buckling of lndNldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guldcnce regarding me fobdcatior, storage, delivery. erection and bracing of trusses and buss systems seeAN5VrP11 QualMy Cdbrlo, DS549 antl SCSI Wilding Component 69N Parke East Blvd. Sofsty lnformalbnavolloble from Truss Plate Institute. 218 N. Lea Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type 0ty Ply CARLTON 299 ' T17089640 M11412 A4 SPECIAL 1 1 Jab Reference (optional) undriuva Iru55, Inc., ran rrerce, rL o. r ou s mar r I zu ro mr r aR mousines, Inc. rn may 1 r ue:L4:9b Lul a rage 1 Zh0_nM3lc6yIJ90-FxX09Y1TKEIKGZ7DhonUVB SaLbV1NY80ZeWWzFeBF 4.00 12 5x6 = 6 3x4 24 25 5x6 3x8 % 5 5x6 WB� 7 3x4 4 8 3x4 3 23 13 m1 2 7.8 N1T18HS= 12 d14 3x4 II 16 15 3x12 3x5 = 3x4 II 5x8 = 2.00 12 Scale: 3/16'=1' 26 10171^m 4xIO = LOADING (psQ SPACING- 2-M CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 VerdCT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 Rep Stress lncr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or2-6-11 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0.10=1386/0-8-0 Max Ham 2= 207(LC 10) Max Uplift 2=-846(LC 12). 10_ 846(LC 12) FORCES. (Ili - Max CompJMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2458/1735, 6-7=-2481/1719, 7-9=-5407/3513, 9-10=-5950/3765 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15= 1489/2515, 13-14— 3185/5191, 12-13=-0510/5666,10-12=-3504/5656 WEBS 3-16=0/315, 3-15= 799/546, 5-14=-344/260, 6-14=-731/1202, 7-14=-3120/2048, 7-13=-1130/1972, 9-13=-559/376 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12h; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed 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 ANSUfPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8461b uplift at joint 2 and 846 lb uplift at joint 10. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 17,2019 Q WARNING-yedrydeslge param W..dREAD NOTES ON THIS AND INCLUDED ISTEK REFERANCE PAGE Mil-7M rev. lai%va01SBEFOREUSE Design valid for use only with MBekO connectors. This design 6 based only upon parameters shown and Is for an Individual building component, not a huss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overcll 'buhdingdeslgn. Booing Indicated is to prevent buckling of Individual tuts web and/or chord members only. Additional temporary and permanent bracing MiTek' 8 always requeed for stability and to prevent collapse with possible personal hjury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of pusses and truss systems meANSVTPII Quolfly Criteria. DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety tnformatbsgvoilabie from Truss Rafe Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ob' Ply CARLTON 299 ' T77089641 M11412 AS SPECIAL 7 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri 6 4.00 12 5x6 cc Scale = 1:61.9 16 15 4xru 3x5 = 3.4 11 5x8 = 4x10 2.00 12 ,J 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.60 Vert(LL) -0.61 13 >709 360 MT20 2441190 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 Na Na BCDL 10.0 Code FBC2017/FP12014 Merril Wind(LL) 0.84 13 >513 240 Weight: 170 lb Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-M, 10=1386/0-8-0 Max Harz 2=-208(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3--3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7=-2472/1713, 7-9=-5407/3513, 9-10=-5950/3764 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=-1489/2515, 13-14= 3184/5190, 12-13=-3510/5666,10-12=-3504/5656 WEBS 3-16=0/315, 3-15=-799/546, 5-14=-355/272, 6-14=-743/1219,7-14=-3134/2058, 7-13=-1130/1972, 9-13=-560/375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1211; B=59111; L=36ft; eavei Cat. II; Exp C; Encl., GCpi=C.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, Extedor(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846 Ib uplift at joint 10. Thomas A. Albani PE No.39380 MiTek USA, Inc. FI: Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARN/NG-Ve4rV4eagnperameteM..d READNOTES ON MIS MD INCLUDED MREKREFERANCEPAGE6rIL74T3rex. 1010312DISBEFORE USE Design valid for use only with MreW connectors. this Cali Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must vedfy Me applicability of design parameters and properly Incarcerate this design Into the overall ' building design. Bracing Indicated Istoprevent bucking ofIndividual tuwweb and/or chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Nlury and property datlymage. For general guidance regarding the fabrication, Safety lnformatbrpvallabie from Truss Plate Instit. erection and ute, 218of 5NN.. Lee Sheet.51e 31Z AlexlonUtlWrila. VA 22314.MeM, 05249 and BCal BultlYrO Cam0aNR1 ��• WOW sell Pa*e East Tampa, R 33610 Blvd. Job Truss Truss Type Oty Ply ' T77089642 M11412 ATA - COMMON 7 1 �CARLTON299 Job Reference (optional) wemuers muss, mc., ran rlerce, rL o.I ad s rviar .. mio nn i un muwures, um. rn may v an:ar.ro m is Scale=1:61.0 4.00 12 5x6 = U 17 "' 15 14 "' 12 3xB = 3x4 II 4x6 = 3x8 = 3x8 = 4,6 3x4 11 3x8 = LOADING (P31 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 lncr YES Code FBC2017/TP12014 CSI. TC 0.53 BC 0.67 WB 0.60 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl L/d -0.28 14-15 >999 360 --0.59 14-15 >730 240 0.14 10 n/a n1a 0.3414-15 >999 240 PLATES GRIP MT20 244/190 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc puffins. 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 (lb) or less except when shown. TOP CHORD 2-3=-3544/2053, 3-5=-2824/1651, 5-6=-2817/1766, 6-7=-2817/1766, 7-9=-2824/1651, 9-10=-3544/2053 BOT CHORD 2-17=-1812/3323, 15-17=1812/3323, 1445=-997/2104, 12-14=-1826/3323, 10-12=-1826/3323 WEBS 6-14=-569/1002, 7-14=-299/279, 9-14= 783/581, 9-12=0/271, 6-15=-569/1002, 5-15=-300/279, 3-15=-782/581,3-17=0/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36tt; eave=5tt; 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 1B-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MW FRS for reactions shown;. Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0I1a AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant 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 796 lb uplift at joint 2 and 796 lb uplift at joint 10. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 9904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WMNWG-VedfydeelSnparameMreand BEAD NOTES ON TNISANU INCLUDED MI1EKBE1FERANCEPAGEM67473rev. 1N0Y10ISBEFOBE USE Design valid for use only wIM MOekiD connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a fruss system. Before use. the budding designer must verify Me applicability of design parameters and properly Incorporate this design Into tine overall ^ building design. Bracing indicated Is to buciringoflnciivldualtvssweband/or chord members only.. Additional temporary and permanent bracing MiTek' prevent Is always required her stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and fruss systems seeANSVIPIl Quality CribM. DS349 and BCSI Building Component 69N Parke East BNd. Sabty Informxdlgwvailoble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Cry Ply CARLTON 299 ' T17089643 M11412 ATB COMMON 1 1 Job Reference (optional) Gnambers I ru55, Inc., 1-on Pierce, FL 8.130 s Mal l l 2U18 MI I ek Inaustnes, Inc. Fn May 17 09:24:49 2019 4.00 12 5x6 = 6 Scale = 1:60.9 3x5 = 3x4 It M 6x8 = 6xB = 3a6 = 3x4 II 3x5 8-1.1 13.10.2 .15-2-0. 21-10-0 22.1.14 27-10-15 36-0-0 8-1-1 15-9.1 1-3.14 6-8.0 0- 4 494 8-1-1 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.1018-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -022 18-21 >844 240 BCLL 0.0 Rep Stress lncr YES WB 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.1518-21 >999 240 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2= 208(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-433(LC 12)' 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 250 lb or less atjoint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22). 15=349(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2>3=-1239/757, 3-5=-437/333, 6-6=-432/448, 6-7= 272/773, 7-9=-376/778, 9-10=-334/220 BOT CHORD 2-18=-587/1178, 16-18=-587/1178, 12-14=-18B/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 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=12k; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 18-0-0,. Extedor(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed fora 10.0lost bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except at=lb) 2=433. 14=866, 10=240. Thomas A. Albans PE No,39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q w4HNhV0-VedfyCea1gnperemetersan✓READ NOTES ON THIS AND INCLUDEDMl7EKNEFENANCE PAGE W67473.w 10=1015 BEFORE USE valid for use onlywlth MBeMconnecters. This design Is based only upon parameters shown, and b for an Individual building component, not wit a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overoll • bulldIng deslgn. Brocing Indicated is to prevent buckling of individual Muss web and/or chord members only. Addlflonel temporary antl permanent bracing Is always required for stability and to prevent collapse wIM possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Muss systems seeANS171P11 Quo" CMnb, PS549 and BC51 Building Component Safety 6lfoanalbrcrvaDable from Truss Rote Iniktute, 218 N. Lee Street. Sulte 312. Alexandra. VA 22714. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 ' T17089644 M11412 ATC COMMON 1 1 Jab Refemnce faot'Onall .ew,mery i revs, ma., ran rierce, rL B.13U s Mar 11 2U1t1 Mimic is Industries, Inc. Fn May 17 09:24:50 2019 Page 1 6 d Scale = 1:60.9 4.00 F12 5x6 _ 6 3.5 = 3x4 11 3z6 = 6x8 = 643 = 3x6 = 3x4 11 3x5 8-1-1 1n.1n.'l "1-7 11111. 8-1-1 - 5-9-1 1-3-14 6-11-14 9 5-8.8 8-1-1 LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(L-) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Verl(CT) -0.2218-21 >944 240 BOLL 0.0 ' Rep Stress [nor YES WB 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matdx-MS Wind(L-) 0.1518-21 >999 240 Weight: 1721la FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 08-0 except (ji=length) 14=0-11-5. (Ib) - Max Horz 2= 208(LC 10) Max Uplift All uplift 10011b or less atjoint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 2501b or less atjoint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-12397757, 3-5=-437/333, 58=-032/448, 6-7=-272/773, 7-9=-376/778, 9-10=-334/220 BOT CHORD 2-18=-587/1178, 16-18=-587/1178,12-14=-188/281, 10-12=-188/281 WEBS 6-14=-1096/683,7-14=-303t281, 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 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.Opst h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; E>rp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-7,4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed fora 10.0 pet bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCOL= IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except Qt=lb) 2=433, 14=866, 10=240. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WARNING- Venydarignparea fersaml READ NOTES ON TN/SAND INCLUDED MITEKREFERANCEP4GEMX747arev. lalma15 BEFORE USE De9gn valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for on indMtlual bulding component, not �'- a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall - butdingdesign, Bracing Indicated Is to prevent buckling ofIndividual MWweb and/or chord members only. Additional temporary and permanent brocing Is always required for stability and to prevent collapse with possible personal injury antl property damage. For general guidance regarding the lobrlmtlon, storage, delivery, erection and bracing of trusses antl truss systems, seeANSVrFI1 Cual0y Criteria. OSO-89 and BCM Ituldhp Compon,at Sabfy hlamlofbmvoloble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandra, VA 22314. MiTek' 69M Parka East BNd. Tampa, FL 33610 Tmss Truss Type Cry Ply CARLTON 299 [0b ' T17089645 12 BHA COMMON 1 1 Job Reference o lanai nw, , Inc., Fort race, FL U.130 s Mar 11 Zulu MI I eK Industnes, Inc. Fn May 17 09;24r52 20l9 Pagel ID:kFvnsnOwY419Zh0_nM3lc6y1J9g.45uhOc5Dv4Vr__UaZ13sj9SES6mkoR7tOAV5Fi BzFeB9 1600 24-0-0 �t�pp 6-0 r� 8-0.0 I 12-DO 14-0.0 Moo 18-0.0 20-0-0 22-0-0pa te- 5 36-0-0 �77 115 t-0-o 4-0-0 2-OO F6�-0 &0 �28-0.0 2A-0 F 2tl-0 i 2-0-0 0- o- 5 4-0-o a 0-0 1' -0-d 1-1.1 Scale: 3116'=1' TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. � fix6 = 7x10 MT18HS i 4.00 12 12 14 16 17 7x10 L�n 2122nN Is, 0 28 27 26 25 24 23 3x6 = 3x6 II US = 6x8 = 6.8 = 3.6 11 3x5 = 3xfi = 8-0-0 15-fi-0 22-10-15 28.0-0 350.0 8-0-0 7-6-0 7-415 5-1-t SNOB Plate Offsets O ,Y)-- [2:0-0-2 Edgel [3:0-3-8 Edael [11:0-3-008-01 [20:0-3-8 Edael [21:0.28 Edge] [25.08-B 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(-L) -0.14 28-31 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.2523-34 >619 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Hom(CT) 0.04 21 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS WMd(LL) 0.202881 >909 240 Weight: 208 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stmctuml wood sheathing directly applied or 4-2-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 20-25 2 Rows at 1/3 pts 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 REACTIONS. All bearings 08-0 except Gl=length) 25=0-11-5. (Ib) - Max Hoe 2=-208(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-583(LC 6), 26=-1557(LC 8), 25=-1259(LC 8). 21=-455(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 2=983(LC 13), 26=291l(LC 13). 25=2457(LC 14). 21=757(LC 14) FORCES. (Ib) -Max. CcmpJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473r724, 34=-213r718, 4-6=-213r718, 6-8=-213/718, 8-10=-213r718,10-11=-213r718,11-13=-213r718,13-15=-213r718,15-17=-213r718, 17-19=-87/610, 19-20= 87/610, 3-5=-199/422, 5-7=-112/391,7-9=33/344, 12-14=0/257, 16-18- 67/301, 18-20=-206/363 BOT CHORD 2-28=-971/2236, 26-28=-922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23=-569/1344 WEBS 8-26=-1333/1008,17-25=-9791756,3-28=-419/1254,3-26=8236/1698, 20-23=458/1210, 20-25=-2385/1201, 9-10=-706/569, 6-7=-307/241, 15-16=462/372, 18-19=497/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=12ft; B=59h; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 pst bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 38-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 It, uplift at joint 2, 1557 lb uplift at joint 26,1259 Ib uplift at joint 25.and 455 lb uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 28-0-0, and 967lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A Mbani PE No.39380 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: Mav 172019 ndard Q WANNWG-Vdfld.lenP..mtersend BEADNOMSONMISANDINCLUDWD KNEFEBANCEPAGEM&74M.Y. 10,10Y1015BEFONEUSE Design valid for use only with Mirek0 connectors. This design Is based only upon parameters shown, and Is for on IndMdual building component, not a hum system. Before use, the building dedgner must verify the applicability of design parameters and properly Incorporate this design Into Me overall • building desgn. Bracing Indicated Is to prevent buckling of Individual hum web and/or chord members only. AddiMonal temporary and permanent bracing MiTek' 6 stability and required for stabilitand to prevent collapse with passible personal avury and property damoge. For general gUdance regarding the fabrication, storage, delivery, erection and bracing of trusses and imss systems seeANSI/1PI1 Quaid Criteria. DSB-89 and SCSI Building Component 69M Parke East Blvd.Safety tnformatbrrwallable from Truss Plate Institute, 218 N. Lee Shest, Suite 31Z Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply CARLTON 299 ' T77089645 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.130 s Mar 11 2018 MiTek industdes, Inc. Fd May 17 09:24:52 2019 Page 2 ID:kFvnsnOwY419ZhO nM3lc6ylJ99-45uhDc5Dv4VT_UaZ13sj95E56mkoR7tOAV5FiBZFOB9 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 20-22=-54, 28-29=20, 23-28=-47(F=-27), 23-32=-20, 3-12=-126(F=-72), 12-20=-126(F=-72) Concentrated Loads (lb) Vert: 28=-641(F) 23=-641(F) WARNMO-Vedtydeslgnparemetemand READNOTES ON MSANDMCLUDEDMITEKNEFERANCEPAGEMLL74Mmv. 1WVY10159EF0NE USE Design void for use only with MrekO connector. this design k based only upon parometers snows. and Is for an Individual building component not a truss system. Before use, ire building designer must verlty ire applicability of design parameters and property Incorporate mis design Into me overall - bulldingdedgn. Bracing Indicated Is to prevent bucklingofindlvdualMiss web and/or chord members only. Additional temporary and permanent bracing MiTek' For general guidance regarding ire is always required for stability and to prevent collapse with possible personal Injury and property Quality Safety hrfermetlerrovoilable Norm Truss Plate Institute, 218N Lee Street, Suite 31Z Mertcnndria,, VA 22314. DSe�9 and EC5llWdbp Component Taws, FIL W610 Nd Job Truss Truss Type Oty Ply CARLTON 299 ' T77089646 M11412 GRA HIP 1 1 Job Reference (optional) Chamoem i huss, Inc., Fort fierce, FL S. 130 a mar i i zoio mi iex mauslne5, inc. rn May 1I ue:z4:o3 zule rage 1 ID:kFwssnOwY419Zh0_nM3lc6y1J9g-YHS3dy6sgNdKcd9mbmOyhfmd4A1 vAZOAP9goFezFeBB r1-0-0 7-10.0 13-8-0 18-0-0 22.4.0 2&2.0 36.0-0 37-0-0 1-ao 7-1a0 I 5-1a0-0 1 4.4-0 1 5-1a0 I 7-10-0 --0-U Scale a 1:61.9 5x8 MT16HS= 5x6 MT18HS= 4.00 12 3z4 II 5x8 = 3x4 II 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 14 3x5 = 3011 ur 4x6 = 602 =,a oo .1uo 6z12 = 4,6 = .v 3x4 11 3z$ _ LOADING (pal TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC201771P12014 CSI. TC 0.71 BC 0.76 WB 0.84 Matrix -MS DEFL. Vert(ILL) Vert(CT) Hoa(CT) Wind(LL) in (lac) Well Ud -0.21 12-13 >999 360 -0.44 12-13 >609 240 0.06 8 rda n/a 0.2210-21 >999 240 PLATES MT20 MT18HS Weight: 1611b GRIP 244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS i Row at midpt 3-13, 5-13 4-13,6-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 Max Holz 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=3S46(LC 1), 8=1256(LC 18) FORCES. (lb) - 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=-115a/2051, 5-6=-2318/1425, 6-7=-2318/1425, 7-8=-2981/1789 BOTCHORD 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 roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-641 tall by 2-" wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2921b uplift at joint 2, 21071b uplift at joint 13 and 799 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at 7-10-0, 103 lb down and 170 Ito up at 10-0-12, 103 Ito down and 170 to up at 12-0-12, 103 lb down and 170 Ito up at 14-0-12, 103 lb down and 170 lb up at 16-0-12, 103 Ito down and 170 Ib up at 18-0-12, 103 Ile down and 170 lb up at 19-11-4. 103 Ito down and 170 Ib up at 21-11-4, 103 Its down and 170 lb up at 23-11-4, and 103 Ito down and 170 lb up at 25-11-4, and 137lb down and 301 lb up at 28-2-0 on top chord, and 340 Ib down and P23 Ib up at 7-10-0, 77 Its down and 1 Ib up at a-0-12, 77 Ito down and 1 It, up at 10-0-12. 77 Ito down and 1 lb up at 12-0-12, 77 lb down and 1 Ito up at 14-0.12, 77 lb down and 1 Ito up at 16-0-12, 77 Ito down and 1 lb up at 18-0-12, 77Ib down and 1 to up at 19-11-4, 77 Ito down and 1 Ib up at 21-11-4, 77 lb down and 1 lb up at 23-114, 77 Ito .393 Thomas A Albanl PE No.39388 i ThomTek down and 1 lb up at 25-114, and 77 Ib down and 1 Its up at 27-114, and 340 lb down and 223 It, up at 28-2-0 on bottom chord. USA, Inc. Carl 6634 FL CBlvd. The designtselection of such connection device(s) is the responsibility of others. 6984 Parke East Tampa FL 33fi10 9) In the LOAD CABE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD CASE(S) Standard May 17,2019 Q WARNING-Vedfxde,. Parametersand REDNOTES ON 7NLSAND&CLUDEDMmEKREFERANCEPAGEM07a73m1 10'1032015BEFORE USE Design valid for use only with MreW connectors. This design Is based only upon parameters shown, and Is for an individual building component, not ��• a muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate rods design Into the overall ' building design, Bracing indicated Is to prevent buckling of individual trum web and/or chord members only. Additional temporary and permanent bracing MiTek- IsalwaysrequkedforstabilityondtopreventcollapsewithpossiblepersonallnjuryandpropeMtlamage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of musses and hum Systems seeANSVTPI1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parka East 13W. Safety Informatlorkmciloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312 41exanddo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply CARLTON 299 • T77089646 M11412 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:53 2019 Page 2 I D:kFvnsnOwY419Zh0_nM31c6ylJ9g.YHS3dy6sgNdKcd9mbmOyhfmd4A1 vAZOAP9goFezFeBB LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25,-Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3_ 54, 3-7=54, 7-9=-54, 16-19=-20 Concentrated Loads (Ib) Vert: 3=-137(B) 5=-103(B) 7=-137(B) 14=-49(B) 15=-389(B) 1D=-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) O WARNING-Verlfydest9rperemetemonJREAONOTES ON TNISANOINCLUOEOMIFEKREFERANCEPAGEM674MMre.. 1003Q01SREFOREUSE. Design valid for use only with M6e4® connectors. Mis design 4 based only upon parameters shown, and Is for an Individual building component not a buss system. Before use, the building designer must vedfy the opplicatoUlty of design parameters and properly Incorporate this design Into the overall - building design. Brccing Indicated is to prevent bucWing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for sfoblllty, and to prevent collapse with possible personal lryury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Cuss systems seeANSWII CooOy Criteria, 03049 and SCSI Building Component 6904 Parke East BNd. Sol91y NfomraSorgveliable from Tens Plate Institute, 218 N. Lae Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty, Ply ' T17089647 M11412 J2 MONO TRUSS 8 1 �OAIILTON299 Jab Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. I'd May 17 09:24:54 2019 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-OT?RrH7URNBDnkygUvBEtJwBaW wDKJepaLn4zFeB7 -1-0.0 2-0.0 1-0.0 2.0.o I 3x4 = Scale - 1:7.8 2-0-0 LOADING (pso SPACING- 2-0-0 CS1. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 8lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 12) Max Uplift 3= 27(LC 12), 2=-136(LC 12). 4=-3(LC 9) Max Gr'av 3=40(LC 17), 2=141(LC 1).4=31(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Ops4 h=12ft1 B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcunent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf an 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 271to uplift at joint 3, 136 Ile uplift at joint 2 and 3lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert $634 6904 Parke East Elvd. Tampa FL 3361D Date: May 17,2019 O WARNING -Verrrydcsgn yammerers and HEAD NOTES ON THISAND rNCLUDEO MITEKNEFEHANCEPAOEU67473 rev, fa=rol5BEFOBEUSE Dedgn valid for use only with MR Econnectors.lNS design Is boned only upon parameters shown and Is for onInCNldual bulloing componentnot a truss system. Before use, the builtling tlslgner must verify Me appllcabalty of tleslgn parameters antl properly Incorporate this tle9g^Info the overall ' bulltlingtledgn.Bradnglntllcatetl6lopr.venibucklingotlntlNltlupltrutswebantl/or chord members only.Atltllflonalf.mporaryantlpennanenibracing iwiTek' e always requVetl for slabllltY and to prevent collapse wtth possible personal frj.ryand propery damage. For generol gultlonce regwtling the fabrlcaHon. storage, tl.INery. erection and bracing of trusses and buss systems seeAN3UD'll peeIX9yy CrBlM, D36E9 and BC31 lu101TD Cgmpo..of 69W Padte East 13W. scary informwds�vollobl. from TnAa Plate Ircmut 2" N. Lee Sheet. Sun. 31Z M.x.nd". VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 ' T77089648 M11412 J4 MONO TRUSS 8 1 Job Reference (optional) Gnamoers l mss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:54 2019 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-OT?RrH7URhIBOnky9UvBEtJt6aSFvDKJepaLn4zFeB7 Scale=1:11.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell LJd PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TIC 0.37 Ve an -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 Weight: 14lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (IWsize) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical Max Hom 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. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 3-104 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3, 1591b uplift at joint 2 and 7 Ib uplift at joint 4. Thomas A. Alban PE No.39360 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WMNING-Verlfyde.45nperemele.,Od BEADNOTESONMSANDWCLUDEOMfTEKRE ANCEFAGEM474Mare..]WxY1015BEFONEUSE Design valid for use only with MGekS connectors. This deslgn a based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate this design Into the overall ' building dasIgn. Bracing Indicated a to prevent buckling of Individual Muss web Mal chord members any. Additional temporary and permanent brccfng a always required for stability and to prevent collapse with possible personal hpury and property damage. For general guidance regarding the fabricatiork storage. delivery, erection and bracing o1 trusses and truss systems, 56eANSWPI1 Quality CMede, Olds-59 and IICSI Building Component Solely N/omlalbpavo0oble ham Toss f9ote Imtifule, 218 N. Lee Street Suite 312, Maxondric, VA 223 M. MiTek' 69M Parke East Blvd. Tampa, FL M610 Job Truss Truss Type Illy Ply CARLTON 299 • T77089649 M11412 J6 MONO TRUSS 8 7 Job Reference (optional) , tea, u,u., run rierce, rL 0.1 ou a me' 1 l Zul a an I ex mausmes, me. tTl May 1y uu;z4:ab zule rage ID:kFvn OwY419ZhO_nM3lc6ylJ9g-UgZg2dB6C7t2rxJeiBORn4s2Dzg9egaTsTJvJWzFeB6 Scale=1:14.6 3x4 = 4 LOADING (pst) SPACING- 2-0-0 CS'. DEFL. in (too) Vde8 Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ved(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ved(CT) -0.11 4-7 >652 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20l7/TP120l4 Matrix -MP Wind(LL) 0.11 4-7 >639 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Horz 2=140(LC 12) Max Uplift 3=-129(LC 12), 2=-192(LC 12), 4=-8(LC 12) Max Gmv 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 5-10-4 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 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 1291b uplift at joint 3, 1921b uplift at joint 2 and 8lb uplift at joint 4. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 663E 690E Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNWG-VentydeslgnperemeremanOREAD NOTES ON TN/SANDINCLUDWMREKREFERANCEPAGEM&7=m9 10fl0.VOISBEFORE USE Design valid for use only with MRek® connectors. Thb design Is based only upon parameters shown, and Is for on Individual building component, not a muss system. Before use, the building designer must verity the oppllcablllfy of design parameters and properly Incorporate this design Into the overall - building design. Bracing indicated a to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' IS always required for stability and to prevent collapse with possible personal lnlury and properly damage, For general guidance regarding the fabrleotion. storage, delivery, erection and bracing of trusses and truss systems sesANBt/IPN Quality Cifteda, OBS419 and SCSI Sukdhp Component 6904 Parke East BNtl. Ba/rrly In/otmalbmavaflable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexondrlo, VA 22314. Tampa. FL 33610 Job Job Truss Truss Type 'T17069650 �C�yPly]CARLTON�219 JB MOsType S unamDOrs I russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:56 2019 Page 1 ID:kFv nOwY419ZhO_nM3lc6ylJ9g-ys7CGzBkzl?vT5uLGImgJ109wN64N7pc573SryzFeBS Scale = 1:17.4 3x4 i LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ved(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Ved(CT) -0.30 4-7 >310 240 BCLL 0.0 Rep Stress [nor YES INB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechaniml Max Herz 2=178(LC 12) Max Uplift 3=-174(LC 12), 2= 226(LC 12), 4=-13(LC 12) Max Grav 3=195(LC 17), 2=348(LC 1). 4=141(LC 3) FORCES. (Ib) -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=4.2pst BCDL=3.Opsf; h=12ft; B=59h; L=361t eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, 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 gdp DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 Ib uplift at joint 3, 2261b uplift at joint 2 and 131b uplift at joint 4. Thomas A Albani PE No,39380 MiTek USA, Inc. FL Cart 6834 6904 Parka East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING -VedlydesfgnpBremefenand REAONOTES ON TN/SAND INCLUDED MITEKREFERANCEPAGEM674mrev. 1tte34015BEFORE USE Design valid for use only with Meek®connectors. This design Is based only upon parameters op end Is for on Individual building component, not a "m system. Before use. me building designer must verity me applicability of design parameters antl 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 temperory and permanent bracing MiTek' Is always required for stobOtly and to prevent collapse with you ble personal eQury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVYPII GUCWy CrBrrrb, DSB49 and SCSI guiding Component 6904 Parke Ees1 Blvd. Safety Info natbrpvaaoble from Truss Fate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply CARLTON 299 ' T17089651 M11412 JAB MONO TRUSS 11 1 Job Reference (optional) llnempem I ruse, Inc., 1.011 FierM, FL 8.130 s Mar 11 2016 MI rek Industries, Inc. Fn May 17 09:24:56 2019 Page 1 I0:kFvnsnOwY419ZhO nM3lc6y1J9g-ys7CGzBkzl?vT5uLGuxgJ109PN6PN7pc573SryzFeB5 Scale = 1:17.2 3x4 = 4 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.5B Vart(LL) -0.13 4-7 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4-7 >331 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 26 To FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=184/Me6hanical, 2=347JO-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 Gnav 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-8-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nanconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-64) tall by 2-" 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 Imes to bearing plate capable of withstanding 1701b uplift at joint 3, 223 lb uplift at joint 2 and 13 lb uplift at joint 4. Thomas A. Albert PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNNG-Vedlydes11,,1 merersand READNOTES ON TN6ANDNCLUDWMrTEKREFERANCEPAGEMX74".v. 1041slA2015BEFOREUSE. Design valid for use only with MBekO connectors. This design B based only upon parameters shown and Is for an Indivdual buldhg component, not ��- a huss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated 4 to prevent bucNing of individual truss web and/or chord members only. Addlfionol temporary and permanent bracing MOW to always required for stability and to prevent collapse with Possible personal Injury and property damage. For general guidance regarding Me fabdcotlon storage, delivery, erection and bracing of trusses and Muss systems seeANSVIPII Cuallly Criteria, OSS49 and 5=1 Building Component 69N Parke East Blvd. Safety infomratblnvollable from Truss Plate Insfitum. 218 N. Lee Street, suite 312 Alexandria VA 22314. Tampa. FL 33610 Job Trss Truss Type City Ply CARLTON 299 ' T77089652 M11412 KJ8 MONO TRUSS 2 1 Job Reference loptionaft Chambers Truss, Inc., Fort Pierre, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:57 2019 Page 1 ID:kFvnsnOwY4I9Zh0_nM3lc6ylJ9g-02haTJ9Mkc7m4FTXgcSnVxOynWn6VflKna00PzFeB4 •1-5-0 7-2-7 11-3.0 1-5-0 7-2-7 4.0-9 zr3 I 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Ven(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 BCOL 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-M oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=462JO-11-5, 5=406/Mechanical Max Hom 2=178(LC e) Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5=-118(LC 8) FORCES. (lb) - Max. CompJMalc Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-866/230 BOT CHORD 2-6=-234/833, 5-6=-234/833 WEBS 3-6=0/287, 3-5=-913/257 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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-M wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to Muss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 4, 1871b uplift at joint 2 and 118 Ib uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-11-0, 39 lb down and 58 lb up at 2-11-0, 8lb down and 101 to up at 5-8-15, 8lb down and 101 lb up at 5-8-15, and 421b down and 143 Ito up at 8-6-14, and 421b down and 143 lb up at B-6-14 on top chord, and 47 Ib down and 28 lb up at 2-11-0. 47 Ile down and 28 lb up at 2-11-0, 47 lb down at 5-8-15, 471b down at 5-8-15, and 31 to down and 14 lb up at 8-6-14, and 31 lb down and 14 Ib up at 8-6-14 on bottom chord. The designdselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the tmss 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 (pig Vert: 1-4— 54, 5-7=20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F_ 1, B=-1) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14— 20(F=-10. B=-10) 15= 50(F=-25, B=-25) Thomas A Mani PE No.36390 MiTek USA, Inc FL Cert $69 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WANNMG-k6heydes/9npannn fifnerd BEAD NOTES ON TNISANDINCLUDEOMNEKHEFENANCEPAGEMX74"mre. 1603VOISBEFOBE USE. Design valid for use only with Mile& connectors. This design Is based oNy upon parameters shown and is for on hd iduol building component not ��' a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this cosign Into Me overall bulldingdeslgn. Brocingindicated htoprevent buckling oflndvidualtruss web and/or chord Members only. .Addltlonoltemporary and pe,monentbracing MiTek' Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regardiing the fabdcotlon, storage. delivery, Greaten and bracing of trusses end truss systems seeANSVIPII QuaW8ty Cmrrdo. D31439 and 6CSI Building Component 69M Parke East Blvd. Safety Os/armatbmvallable from Truss Plate Institute. 218 N. lee Street. SLlte 312. Alexandrle. VA 22314, Tampa, FL 33610 Job Truss Truss Type Ply CARLTON299�.Qly T77089653 M11412 KJA8 MONO TRUSS 2 1 Job Reference (optional) I ruse, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:58 2019 Scale =1:19.9 3x4 = 3x4 = 6.10.0 4.2.3 LOADING (psf) SPACING- 2-0-0 C81. DEFL In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.20 Vert(LL) 0.06 6-9 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BOLL 0.0 ' Rep Stress Incr NO WE 0.34 Horz(CT) 0.01 5 n1a We BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 43lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical Max Horz 2=175(LC 8) Max Uplift 4— 107(LC 8). 2=-321(LC 8), 5=-202(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 Its uplift at joint 2 and 202 Ib uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-11-0, 39 Its down and 58 lb up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, 8lb down and 101 lb up at 5-8-15, and 42 lb down and 143 lb up at 8-6-14, and 42 It, down and 143 Ito up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 Ib up at 2-11-0, 10 Ito down and 30 Ito up at 5-8-15, 10 It, down and 30 lb up at 5-8-15, and 31 lb down and 14111 up at 8-6-14, and 31 lb down and 14 Ib up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-0=-54, 5-7=.20 Concentrated Loads (Ib) Vert: 10=80(F=40, B=40) 11-2(F-1, B=-1) 12=-83(F=-42, B=-42) 13=14(F=7,B=7) 14=-20(F=-10, B=-10) 15=-50(F= 25, B=-25) Thomas A Albani PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WARNWG-Vedfydesf9n Peremeteraend RE DNOTES ON TN/SANDMCLUDEDMIFEKREFERANCEPAGEMI414n.x .. 141clUl0159EFORE USE. Design valid for use only with Mrek® connectors. This design Is bossed only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. Me budding designer must verity the applicability of design parameters and property Incorporate Mls design Into the overall building design.&acing Indicated b to prevent buckling of Individual truss web and/or chord members only. Addioncl temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Inpxy and property damage. For general guidance regarchg the fabrication, storage, delivery, erection antl bracing of trusses and Ines systems seeANSVTP11 Quality Cr6nb, D51149 mud BCSI Buldhp Component 69M Parke East BNtl. sabry InlarmptbmvoYable from Truss Pbte InHINte, 218 N. Lee Sheet Sulte 312 Alexandre. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 13j4 Center plate on joint unless x, y offsets are indicated. Dimensions are, in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 171ds For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available In Mirek 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 0iZ 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: ANSlITP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Proctice1or Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown Inftsixteenths t scale) III (Drawings not to scale) JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIrrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MiTeke MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See SCSI. 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 ANSVTPl 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated. or green lumber. 10. 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 ff. 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 ANSI1TPI 1 Quality Criteria.