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M11eK- \� RE: M11412 CARLTON 299 Site Information: Customer: Wynne Development Corp Project Name: M11412 LottBlock: Model: Sterling Address: unknown City: St Lucie County Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610.4115 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet. conforms to 61 G15-31.003, No. Seal# section 5 of the Florida Board of Professional Enoingersjmes. //�� Truss Name Dale FILE 1 T17089636 a 5/17/2019 COPY 2 T17089637 al 5/17/2019 3 T17089638 a2 5/17/2019 REVIEWED FOR 4 T17089639 a3 5/17/2019 5 T1708964 a4 5/17/2019 CODE COMPLIANCE 6 T17089641 a5 5/17/2019 7 T17089642 ata 5/17/2019 5/17/2019 ---�T—LcYCIE-COUNTY KL`L 'IV 1 8 9 T17089643 T17089644 ado ate 5/17/2019 c BO C 10 T17089645 bha 5/17/2019 JAN 1 1 11 T17089646 gra 5/17/2019 12 T17089647 j2 5/17/2019 SI. Woe County, Permn+r 13 T17089648 j4 5/17/2019 g 14 T17089649 j6 5/17/2019 15 T17089650 j8 5/17/2019 16 T17089651 ja8 5/17/2019 17 T17089652 kj8 5/17/2019 18 T17089653 kja8 5/17/2019 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on,these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently vedfied 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 property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. IofI Thomas A Albani PE No.39380 MRek USA, Inc. FL Cart 6634 601 Pads East Blvd: Tampa R 33610 May 17, 2019 myr Albani, Thomas Job, Truss Type , Cty Ply CARLTON 299 T17089636 M11412 �Truss A SPECIAL 1 1 Job Reference (optional) Chambers Truss, Ina, Fort Pierce, FL 8.130 a Mull 2018 MTek Industries, Inc. Fri May 17 09:24:42 2019 6 b 4.00 12 3x6 \\ 5x8 = US = 4x6 = 4x5 = Sx12 MT18HS = Scale = 1:63.0 16 15 "x" _ 3x4 = axis = 3x4 = 5XIS = 2.00 12 4x10 = 9-1 -0 t&&0 { 10.5.3 24-6-0 M,2.01 35-0-0 9-10-0 3-10.0 5-93 5-0.13 1-8-0 9.10-0 Plate Offsets (X Y)- (2:0-0-2 Edael (4:0-5-40-2-8] (6:0-3-0Edge] 18:0.9.0 0.2-81 (10:0-2-10 Edael f 15:0-1-12 0-2-12] LOADING (psQ SPACING- 2-0-0 CSI. DEFL In (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.73 13-14 >595 360 W20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.3413-14 >321 240 MT16HS 244/190 BCLL 0.0 Rep Stress lncr YES WB 0.91 Horz(CT) 0.45 10 n/a n/a BCDL 10.0 Code FBC2017rrPl2014 Matdx-MS Wind(LL) 1.01 13-14 >428 240 Weight: 161 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except* 6-8: 2x4 SP M 31 SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-2-0 cc bracing. REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Hcrz 2=-119(LC 10) Max Uplift 2=-846(LC 12), 10=-646(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 23=-3333/2212, 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=-5351785, 5-15=-97&733, 5-14=-1198/1876, 7-14=-9.51/667,7-13=-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=126mph; 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, Intedor(1) 2-73 to 37-0-0 zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64) tall by 2-" wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846 lb uplift at joint 10. Thomas A. Alkali PE No.39380 Wrok U50.1nc. FL Cud 6634 69U Parke East Blvd. Tampa FL 33810 Data: May 17,2019 QWARNDIG-VerdydeefgnpemmefemandREADNOTES ON THISANDWCLUDEOMMSKREFERANCEPAGEMM17MM3 16N.YL015 BEFORE USE. Design volid for use onlywBh Mnek0 connectors. This design Is based crIy upon parametersshown. and a for an IndNldual Wrong component. not ��- a tens system. Before use, me binding designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated 4 to prevent buckling of hcMduoi taus web and/or chord members only. Additional temporary and permanent bracing MOW Is always requaed for stability and to prevent collapse with possible personal ln7ury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. MANSIlPi1 CupOy Cftda. D$349 and 1C31 Building Component Blvd. 6904 Parke Ent Ent B Safety WoenoBomva9able from Taus pate Institute. 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Tampa, FL Job- Thus Truss Type , Cry Ply T17089637 M11412 Al SPECIAL i 1 �CARILTO11299 Job Reference (optional]) unamoers Inns, Inc., ran rleme, rL 5x6 = 4.00 12 4 22 o.I oa a mer n - utu. ru swic,r ., w.c-,.w co,o reye , ID:kFwunOwY419ZhO_nM3lc6y1J9g-rMrH1IX_al JMIP50r1gCcHYMx78Zbg7_i6bPGuDzFeBI 24.2-0 2&9-4 30 37-0.0 5-6-12 i a74 l 7-242 Seale =1:0.0 3x8 = 54 = 5 23 6 14 13 3.4 II 3.6 = 3x4 - 5x6 2.00 = 12 4x10 = LOADING (psl) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip BOIL1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.61 BC 0.95 WB 0.55 Mabix-MS DEFL in (roc) Vdefl Lfd Ved(LL) -0.58 11 >749 360 Ved(CT) -1.0711-12 >402 240 Horz(CT) OAO 8 n/a rJa Wind(LL) 0.80 11 >541 240 PLATES MT20 MT18HS Weight: 163 In GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP Ne.3 WEBS 1Row at midpt 5-13 REACTIONS. (lb/size) 2=1386/0-", 8=1386/0-8.0 Max Horz 2=-141(LC 10) Max Uplift 2=-846(LC 12). 8=-846(LC 12) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3356/2159, 3.4=-3358/2292, 4-5= 2798/1921, 5-6- 4830/3137, 6-7=-5353/3403, 7-8=-5962/3751 BOT CHORD 2-14=-1935/3141, 13-14=-1610/2666, 12-13=-2399/3926, 11-12=-2400/3924, 10-11=-349915680.8-10=-3492/5669 WEBS 3-14=-404/391, 4-14=-507fM.4-13=.151/409, 5-13=-1376/890, 5-11=-557/1048, 6-11=-849/1449,7-11=-641/463 NOTES- 1) Unbalanced mot 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=5N; Cat. II; E>ia C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Intedor(1) 2-7.3 to 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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-" tall by 2-043 wide will fit between the bottom chord and any other members. 7) Beading at joints) 8 considers parallel to grain value using ANSUrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 846 Ib uplift at joint 2 and 846 lb uplift at joint 8. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cad 6634 6304 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING-VedfydeslgnpefemeWMMdREAONOTES ON TNL MDWCLUOEOMffEKREFERANCEPAGEMa74Me mV3,2015 BEFORE USE Dedgnvoild for use oNyWffi Mgek®connectors. fiedesigna based only upon porametenshmn. and is for an lnOMdual building component. not �■ q■ a trusssystem. Before use, the building designer must vedy the opplicabil0y of design parametersand properly Incorporate Ihis design Into the overall IndMdual truss members only. Addiflonal temporary and permanent bracing MTek• building design. Bracing Indicated Is to prevent buckling of web and/or chord Is always required for stablllfy, and to prevent collapse wth parable personal Injury and property damage. For general guldonce regarding the fabrication storage, delivery. erection antl bracing of trusses and runs systems, seeANSVrPt1 Quality Cri OSBd9 and BCSI Buetlbp Component 69N Parke East Blvd. Safety tnformatbrgvolloble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job, Truss Truss Type , , Oty Ply CARLTON299 T77089638 M11412 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:44 2019 Page 1 ` ID:kFvnsnOwY419ZhO_nM3lc6ylJ9gJYPglt7CmUcOFzIZNjrgmu6RYvxZXarKF9gQfzFeBH 141-0 8-6-0 13-00.0 18-0-0 22-2-0 24-6-0 28-9-4 3G0-0 37-0-0 V-0. Wo F 5-0-0 l 4-2-0 4-2-0 2.4.0 l 4-3-0 l 7-2-12 -0- Scale = 1:63.0 5x6 = Sx6 = 3x4 = 4 Bn1113 4 5 6 USC Y a 0 71T 0 is 14 7X5 MT15HS= 3x6 = 3x4 If Sx8 = 2.00 12 4x10 = LOADING (psQ 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/rP12014 CSI. TC 0.58 BC 0.94 WB 0.72 Matrix -MS DEFL. Ve ILL) Verl(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.55 11-12 >779 360 -1.0311-12 >419 240 0.39 9 rda r/a 0.7711-12 >564 240 PLATES MT20 MT18HS Weight: 167 lb GRIP 244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purfins. 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/D-8-0, 9=1386/0-8-0 Max Horz 2=163(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (Ih) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-3359/2129, 3-0=-2661/1761, 4-5= 2445/1690, 5.6=-3533/2269, 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=-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=3.0pst h=12f; B=59f ; L=36h; eave=5N; Cat. 11; 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 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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 8461Is uplift at joint 2 and 8461b uplift at joint 9. Thomask Albani PE No.39380 MiTek USA, Inc. FL Cut 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNWG-Vivoy Jes/pepma.Mrsakd READNOWS ON WISAND INCLUDED NREKREFERANCEPAGEM67470rex. 104a201SBEFOREUSE Design valid form ant im MTek® connectors. This design is based only upon ppramelersehaw6 and b far an Individual building component not a Cuss system. Before use. me building tleslgn, must verify the applicability of design parameters and properly Incorporate this design Into the overall Is bucWing individual truss members only. Additional temporary and permanent bracing MiTek' binding design. Bracing indicated to prevent of web and/or chord Is always reaNred 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, seeANS1/IPII CuaOM CmeM, DSB49 and SCSI Building Component 6904 Palle East Blvd. Safely mformationavallcble ham Truss Rote Institute, 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Jabs Truss Truss Type Cry Ply CARLTON 299 T77089639 M11412 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:45 2019 111-1,P—nnwVAla76n n1143I,noLlpn.nks unnN7 mTnPVrl74FAM7PIPvFr.1 W 7—N71 Scale: 3/16'=1' 4.00 12 5x6 = 5x _ O J:: 6 15 3x4 II 5x6 410 = 3x5 = 200 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ved(LL) -0.57 11-12 >761 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ved(CT) --1.05 11-12 >410 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress [nor YES W B 0.74 Horz(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(L-) 0.7811-12 >551 240 Weight: 1671b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-13 OTHERS 2x4 SP No.3 REACTIONS. (IWsize) 2=138610-8-0, 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 farces 250 (lb) or less except when shown. TOP CHORD 2-3=-3371/2103, 3-4=-2633/1707, 4-5=-2803/1850, 5-6=-2968/1899, 6-8=-5371/3290, 8-9=-5960/3616 BOT CHORD 2-15=-1886/3159, 14-15=-1886/3153, 13-14=-1343/2432, 12-13=-2958/5146, 11-12=-3368/5675, 9-11=-3362/5666 WEBS 3-15=0/306, 3-14=-866/626, 4-13=-285/671, 5-13=-3797702, 6-13=-2706/1659, 6-12=-1094/1946, 8-12=-011/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=121t; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriar(2) -1-0-0 to 2-7-3. Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been'designed fora 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) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of beefing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846lb uplift at joint 9. Thomas A Albani PE No.39380 IJTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WANN/A'G-VeNlydesignpmameMmand BEAONOWS ON MISANOWCLUOEOM REFENANCEPAGEMn747amv. la,01VOISBEFOBEUSE Deslgn valid for use oNywim Mreisilconnectors. This cosign Is based only upon Parameters shown and Is bran Individual bulltling component. not �r- a truss system. Before use. the bdding designer must verity the applicability of design parameters and property hcoroorab this design Into me overall bulltling design, Bracing Indicated is to prevent buckling of IndNidual inns web and/or chord members only. Additional temporary and permanent bracing fw Miiek' Is always required for stability and; to prevent collapse with possible personal Injury and property damage. For general guidance regording me fabdcodon storage, delivery. erection ontl bracing of trusses and truss systems SaaANS171P11 Caapy Critnb, OSE49 and BC51 adding Component safety mformalsonava9ade from Teas Rate InsAtute, 218 N, Lee Street S09312 Alexandria VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job, Truss Thus Type , , Ply T77089640 M11412 A4 SPECIAL �Oty 1 �CARLTON299 1 Job Reference (optional) unambers INSe, Inc., Von rleRe, rL miuu s mar 11 zul a ml I ex mausmes, Inc. rn may 1 r ue:L4:90 Lu rtl rage I 4.00 FIT 5x6 = 6 3x4 3x6 % 5 24 3x4 -- 4 3 2 b1 2/ 16 15 3,02 = 3x5 = 3x4 II 5x8 = 2.00 12 25 5x6 5x6 WB� \7 8 3x4 9 Scale: 3/16'=l' 26 j 13 7011 m�16 7x8 MT18HS= 12 ] 3x4 II 4,00 = 13'80 1 24-6-0 I L--e-< i 3E-U-Uwe i 52 -� 4-0 I 6.6.0 434 7.2-12 Plate Offsets (X Y)- [2:0-1-2 Edge] 18'0-3-0 Edoel [10:0-2-10 Edge][15-0-2-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ved(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 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 rVa rJa BCDL 10.0 Code FBC2017rrP12014. Matrix -MS Wmd(LL) 0.84 13 >513 240 Weight: 170 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-6-11 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1386/D-8-0, 10=1386/0-8-0 Max Horz 2=-207(LC 10) Max Uplift 2=-846(LC 12). 10=-846(LC 12) FORCES. (lb) - Max CompJMex Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 55=-2458/1735, 6-7=-2481/1719, 7-9=-5407/3513, 9-10=-5950/3765 BOTCHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=-1489/2515, 13-14=-3185/5191, 12-13=-3510/5666,10-12=-3504/5656 WEBS 3-16=0/315, 3-15=-799/546, 5-14=-344/260, 6-14= 731/1202, 7-14=-3120/2048, 7-13=-1130/1972,9-13=559/376 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCOL=3.Opsf; h=12N; 8=5911; L=36ft; eave=5f ; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) A-0-0to 2.7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-" to 21-7-3 zone;C-C for members and forces & MW FRS for reactions shaven; 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 nonconcunent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 8461b uplift at joint 10. Thomas A.Albani PE No.39380 OTek USA, Inc. FL Cert 6634 6904 Parke East Blvd Tampa FL 33610 Date: May17,2019 Q WARNING- Vedlydesign parametersand READ NOTES ON THISANO INCLUDED NrrEKREFERANCEPAGEMLL7474nv. m12=015BEFORE USE Design valid for only wim MreW connectors. This dosign Is based only upon parameters shown. and Is for on IndrAdual building component, not a truss system. Before use, the building designer must verity the opplicabliry of design parameters and properly Inccrporafe Mis design Into Me overall individual truss only., Additional temporary and permanent bracing MiTek' building design. Bracing Indicated B to prevent buckling of web and/or Chord members Is always required for stability and to prevent collapse wiM possible personal Injury and property damage. For general guidance regarding the fablloallon, storage, delivery. section and bracing of trusses and truss MbmnS 5a2Ansl/rPiI Go" CiE.rlo, 1133d9 and SCSI EuodhO component 6904 Pares East Blvd. Safely Informatbmvolable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Jobe Tn- Truss Type I Oty Ply CARLTON 299, T17089641 M11412 AS SPECIAL 7 1 Job Reference o tiorwl Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 112018 MiTek Industries. Inc. Fri May 17 09:24:47 201 b 4.00 12 5.6 = Scale=1:61.9 16 15 x'w 3,tS = 3x4 11 5.8 = 2.00 F12 4x10 = B6-0 1&&0 18-0-0 24.6-0 2f4&4 36.0-0 &6-0 5.2-0 4-d-0 1 8.8.0 j 4-3-4 I 7-2-12 Plate Offsets (XY)- f2'0-1-2 Edael 18:0.3-0 Edael f10:0-2-10 Edael f15:0-2-12,0-MI LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) Well 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 Ven(CT) -1.13 13 >383 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 1701b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1386/0-e-0, 10=1386/0-8-0 Max Harz 2=-208(LC 10) Max Uplift 2=846(LC 12), 10=-846(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purins. BOTCHORD Rigld ceiling directly applied or 2-2-0oc bracing. WEBS 1 Row at midpt 7-14 FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6= 2450/1730, 6-7= 2472/1713, 7-9=-5407/3513, 9-10=-5950/3764 BOT CHORD 2-16=-1931/3146. 15-16=-1931/3146, 14-1 S=-1 489/2515, 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=-113011972, 9-13- 560/375 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasil=128mph; TCDL=4.2psf; BCDL=3.Opst h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Extenor(2) 1"-0to 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 pal bottom chord live load nonconcufrent 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 8461b uplift at joint 2 and 8461b uplift at joint 10. Thoma9A. Albans PE No.39360 MiTek USA, Im%FL Cert6634 6904 Pulse East Blvd. Tampa FL 33610 Date: May 17,2019 OWARNING-Vedfyde Snpareme(ereand READ NOTES ON MIS AND INCLUDED 11177EKREFERANCEPAGEMO-7173rev. Tr A'V?efS BEFORE USE Design valid for use orlywih Mneklln connectors. This design Is based only upon parameters shown and Is for on individual building component not a em. Before use, Me building designer must verify Me applicability of design parameantl properly Incorporate this design Into Me overall truss syst Bracing indicated as to buckling Individual Inns web and/or chord members only.. Additlonak temporary and permanent bracing MiTek- building design. prevent of Is always required forstablity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrloatlon. storage, delivery, erection and bracing of trusses and truss systems. seeANStRPl1 Cually Creilrlu. D8549 and SCSI Building Component 69U Parka East Blvd. Safety Mfoenutbrxrvolable from Truss Plate InstiMe, 218 N. We Sheet Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job. Truss Truss Type City Ply CARLTON 299 T77089842 M11412 ATA COMMON 7 1 Job Reference (optional) unamoers i r ss, mc., ran rierce, VL midu s mar 11 xuid ml l air Inausines. Inc. ra may 1 / UB:z4:46 2ule 4.00 F12 5.6 = 6 Scale = 1:61.0 w 1` d 17 "' 15 "" "' 14 "' 12 318 = 3x4 II 46 = 3,08 = 3x8 = 46 3x4 II 3xB = &1-1 13-1o-0.2 22-14o-o-rn4 27-00.15 36.0.0 Plate Offsets (XY)— [2:0-846 0-0-8] [10:0-8-6 0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.28 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.59 14-15 >730 240 BCLL 0.0 - Rep Stress Incr YES WB 0.60 Horz(CT) 0.14 10 n/a n1a BCDL 10.0 Code FBC2017/rP12014. Matrix -MS Wind(LL) 0.3414-15 >999 240 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-2-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied ors-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1436/0.8-0, 10=1436/0-8-0 Max Harz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCES. (lb) - Max. CompJMax. 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=-181213323, 14-15=-997/2104, 12-14=-1826/3323, 10-12>7826/3323 WEBS 6-14=-569/1002, 7-14— 299/279, 9-14= 7831581, 9-12=0/271, 6-15=-569/1002, 5-15=-300/279, 3-15=-782/581, 3-17=0/271 NOTES - I) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL1t.2psh, BCDL=3.Opst h=1211; B=59ft; L=36ft; save=511; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0to 2-7-3. Interior(1) 2-7-3 to 18-0-0, Exledor(2) 18-" to 21-7-3 zone;C-C for members and tomes & MIN FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0I15 AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 lb uplift at joint 2.and 7961b uplift at joint 10. Thomas A. Alban PE No.39380 l%Tek USA, Inc. FL Certe634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING- Verify assign parameters and READ NOTES ON MIS AND INCLUDED NmEKREFERANCE PAGE MR7473! my. 10,e31 BEFORE USE Design valid for only with Welke connectors. This design Is based only upon parameters shown, and b for an Indvaucl building component, not ��- a buss system. Before use, the building designer must verity the opplicabiley of design parameters and properly incoracrafe this design Into the overall bulldingdeslgn. BrocingIndicolIstoprevent buckling ofIndividual Muss web and/or chord members only. .AddMonaltemporary and permanent bracing MiTek' B always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of trusses and truss systems, weANSVrPll Guomy Criteria. DSB49 and SCSI lauldNp Component. 69M PaAe East Blvd. Safety Informotionovalable from Truss Rafe InsfiMe. 218 N. tee Sheet. Suite 312, Alexandre. VA22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply ' T77089643 M11412 ATB COMMON 1 1 �CARLTON299 Job Reference (optional)_______ UnamDers I russ, Inc.. ran rierce, rr. 4.00 rF2 5x6 6 Scale=1:60.9 3z5 = 3.4 II 3x6 = 6x8 = 6z8 = 3z6 = 3z4 II 3x5 a1.1 19.1O.9 .tin-9-0. 91-tn.n 22.1,14 27-10-15 36-0-0 d 8-1-1 15.9-1 1-3-14 6.8-0 0.- 4 5-9-1 8-1-1 LOADING (psi) SPACING- 2-M CSI. DEFL in (lot) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.2218-21 >844 240 BCLL 0.0 Rep Stress Incr YES WE 0.68 Horz(CT) 0.02 15 n/a rVa BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.1518-21 >999 240 Weight: 1721b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD. Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=-208(LC 10) Max Uplift All uplift 1001b or less at joint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Gmv 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=-1239f767, 3-5=-437/333, 5-6=-432/448, 6-7=272(773, 7.9=-376/778, 9-10= 334/220 BOT CHORD 2-18_ 587/1178, 16-18=-5B7/1178, 12-14— 1819/281, 10-12=-188f281 WEBS 6-14=-1096/683, 7-14— 303/281, 9-14=-853/614, 9-12=13/307, 6-16=-501/665, 5-16=-302/279, 3-16— 890/616, 3-18=-16/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128rl TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 3=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; Ml (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-M to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 1 B-0-0 from left end, supported at two points, 6-0-0 apart. 4) This tress has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at)oint(s) 15 except Qt=lb) 2=433, 14=866, 10=240. Thomas A. Miami PE No.39380 kill ek USA, Inc. FL Ced 6634 6904 Parka East BNd, Tampa FL 33610 Date: May 17,2019 ,&WARNING-9erIfyd.9gn Peramets.ard READ NOTES ON TNISAND INCLUDED MREKBEFEBANCEPAGEMM174Tsn,,1 lGMYtOISBEFOBE USE. Design void for use only with M8eke1 connectors. This design Is based only upon parameters shown, and Is for on Individual bufiding component, not a fuss system. Before use. me building designer must verity the applicability of design parameters and properly Incorporate this all Into Me overall building design, Brccing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bating MiTek' Is always required for stability and to prevent collapse wim possible personal Injury and property damage. For general guidance regarding Me fabrication, storage; dellvery, erection and bracing of trusses and truss systems, weANSITil CualBv criteria, DSB�9 and BCSI Building Component 6900 Parke East Blvd. Safety mformataorlovaaable from Truss Note Institute, 218 N. Lee street, Suite 312, Alexantlrlo, VA 22 14, Tampa, FL 33610 Job Truss Truss Type Oly Ply CARLTON 299 ' T17089644 M11412 ATC COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MTek Industries, Inc. Fri May 17 09:24:50 2019 4.00 12 5x6 = Scale=1:60.9 18 16 15 -' -- 14 '- 12 3x5 = 3x4 11 3.6 = 6X8 = 6x8 = 3x6 3x4 11 3x5 = CSB11 rkikb>�43-df YY330fiY8-Di)6USM 36-0-0 8-1-1 5-9.1 1-3-14 6-11-14 0. 9 5.8-8 18-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) -0.10 18-21 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Ven(CT) -0.22 18-21 >844 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n/a rda BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Wind(L-) 0.1518-21 >999 240 Weight: 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purifies. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 6-14 REACTIONS. All bearings 0-8-0 except (jt=length) 14=0-11-5. (lb) - Max Horn 2=-208(LC 10) Max Uplift All uplift 1001b or less atjoint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 2501b or less atjoint(s) except 2=687(LC 21). 14=1635(LC 1). 10=399(LC 22). 15=349(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-12391757, 3-5=-437/333, 5-6=-432/448, 6-7=-272/773, 7-9=-376/778, 9-10=-334/220 BOTCHORD 2-18=-587/1178, 16-1B=-587/1178, 12-14=-18B/2B1, 10-12=-18B/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.Opst h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-73 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60.plate grip DOL=1.60 3) 100.0I6 AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 15 except Ut=lb) 2=433, 14=866, 10=240. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 17,2019 Q WARNING -Veruydesign p4ramefehs end READ NOTED ON TNISANDINCLUDED MTE1CREFERANCEPAGEM147473 nn, forol 5BEFORE USE. �■t Design valid for use only with MQei connectors. This design is based only upon parameters shown, and is for an individual building component, not /i.�i■� a huss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall balding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pannonenl bracing MiTew Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, saeANSVIPI I QualNNyy Criteria, DSB49 and BCSI Building Component 69N Parke East Blvd. Safety Informotbrwolicble from Truss Rate Institute. 218 N. We Sheet. Suite 312, Alexantlrlc. VA 22314. Tempe, FL 33610 Job. Truss Truss Type Illy Ply CARLTON 299 T17089645 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:52 2019 Page 1 • ID:kFvmnOwY419Zh0 nM3lc6ylJ9g-45uhOc5Dv4VT—UaZ13sj9SES6mkoR7tOAVSFiBzFCB9 16 0-0 24-0-0 1-0-0 8-0-0 12-0-0 14 0-0 15-6-0 18-0-0 20-0-0 22.0-02a-10. 5 2a-0-0 36-0-0 37-00 r1^oo e-0-o 1 4-0-0 1 z-0-0 11a�-6t 2 1 0 1 z-0-0 0-'10-15 8 1 a-D-0 1-06 1-1-1 Scale: 3/16'=1' TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. � 5.6= 4.00 12 d1 2 dG 3x6 = 7x10 MT1aHS4 28 3.6 II 27 26 44 = 6xB = 25 24 6xB = 3x6 = 7x10 23 3x6 II 8-0.0 156.0 22-10.15 28-0.0 3fi-0-0 8-0-0 7-fi-0 7.4L O-8 3x5 = Plate Offsets (X,Y)— (2:0-0-2,Edge1 13:0-3-8,Edge1 ri1:0-3-0,0-3-01, (20:0-",Edgel, r21:0-2-8,Edge1 (25:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.73 Vert(LL) -0.14 28,31 >999 360 MT20 2441190 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 ]nor NO W B 0.83 Horz(CT) 0.04 21 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matil Wind(LL) 0.2028-31 >909 240 Weight: 208 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-2-12 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 act bracing. WEBS 2x4 SP No.3 WEBS 1 Row 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 0-8-0 except (jt=length) 25=0-11-5. (lb) Max Harz 2=-208(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2=-583(LC 8), 26=-1557(LC 8), 25=-1259(LC 8), 21=-455(LC 8) Max Gmv All reactions 250 lb or less atjoint(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14). 21=757(LC 14) FORCES. (lb) - Max CompJMax Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473/724, 3-4=-213/718, 4-6=-2137718, 6-8=-2137718, 8-10= 213l718, 10-11=-2137718, ll-13=-213/718,13-15=-213(718,15-17=-2137718, 17-19=-87/610, 19-20=-87/610,3-5=-199/422, 57=-1121391, 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=-979/756,3-28=-419/1254,3-26=-323611698.20-23=-45811210, 20-25=-2385/1201, 9-10=-706/569, 6-7=-307/241, 15-16=-462/372, 18-19=-4971418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsF h=12ft; B=59ff; L=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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 2, 1557 lbuplift at joint 26, 1259 lb uplift at joint 25 and 455lb 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 puffin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 28-0-0, and 967lb down and 461 lb up at 8-M on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A Albani PE No.39380 MiTek USA, Ire. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 ndard Q WARNING- Verify Eesr9n1eremefersssdRE4O NOTES ON THISAND INCLUDED M/TEKNEFENANCEPAGEMI47473mm tolut2015BEFOBEUSE Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an III building component, not ��- a truss system. Before use. the bulltling designer must verity Me opplicabllily 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.. Addl6onol temporary and permanent bracing MiTek* Is always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabilcotion. storage, delivery, erection and bracing of busses and truss systems. seeANSVrPI I Quonty CRrorh, D5149 and SCSI building Component Safety Informatbrnvollable from ➢ust Plate Institute, 218 N. We Sheet, Suite 312, Alexondrla, VA 22 14. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ail Ply CARLTON 299 ' T17089645 M11412 BHA COMMON 1 7 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 Is Mar 11 2018 MITek Industnes, Inc. Fri May 17 09:24:52 2019 Page 2 • ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-45uhOc5Dv4VT_UaZ13sj9SES6mkoR7tDAVSFBzFeB9 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 20-22=-54, 28-29=-20, 23-2a--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) AWARNMG- Vedlydesfgnparameferaend READNOTES ON MSANDWCLUDEDMREKREF£RANCEPAGEMIP74M.V.. laN32015BEFOREUSE �p Design valid for use only with MOeMconnectors.lnls design is based only upon parametersshown and Is for an Individual building component, not a fuss system. Betas use, me building designer must verify the applicability of design parameters and properly Incorporate iris design Into Me overall building design. Bracing indicated is to prevent buckling of haviduol truss web and/orchard members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems WeANSVIPII CuaMy Ciffer o, DSB49 and SCSI Buldhp Component. Safety Infamotbnavolfobie from Truss Rate InsStufe. 218 N. Loe Sheet Suite 31Z Alexandria VA 22314. ��-��'YYY111 We[( 6904 Pence East Blvd. Tampa, FL W610 Job. Truss Oty Ply CARLTON 299 T17089646 M11412 GRA �TrussTypa HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 0924:532019 Page 1 • ID:kFvnsnOwY419ZhO nM3lc6ylJ9g-YHS3dy6sgNdKcd9mbmOyhfmd4A1vAZOAP9goFezFeBB 11-0.0 70 I 18-0-0 22-4-0 28-2-0 i 36.0.0 37-0.0 -0- 7-10.0 61a0 4.4-0 4-4-0 5-10-0 7-10.0 9 ao Scale=1:61.9 5x8 MT18H5= 5xB MT18HS= 4.00 12 3x4 II 5x8 = 3x4 II 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 1;_i d :14 14 :1p a6 sir J6 - "=" 41.1 - ass = SK4 11 4x6 = 6,12 = 6x12 = 416 = 3x4 II Mrs = 7-100..0 I 1-7 5318a00 I 2.8400 36 82.5-0.0.0 7-10.0 Plate Offsets (Y Y)— f3:0-5-4,0-2-81 15:0.4-0,0.3-01 (7:0-5-4,0-2-81 LOADING (psf) SPACING- 2-M CSL DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.21 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.4412-13 >609 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Hom(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.22 10-21 >999 240 Weight: 161 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except* 4-13,6-12: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-" oc pudins. BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 1Row at midpt 3-13.5-13 REACTIONS. (lb/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 Max Horz 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13=-2107(LC 8), 8=-799(LC 8) Max Grav 2=417(LC 17), 13-3546(LC 1).8=1256(LC 18) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-369/211, 3-4=-115812051, 4-5=-1158/2051, 5-6--2318/1425, 6-7=-2318/1425, 7-8= 2981/1789 BOT CHORD 2-15=196/311. 13-15=-201/342, 12-13=-246/452, 10-12=-158812818, 8-1 0=-1 578/2786 WEBS 3-15=-181/648,3-13=-2568/1568,4-13=-640/587, 5-13=-2900/1855, 5-12= 117212196, 6-12=-611/569, 7-12=-558/375,7-10=-184/651 NOTES- 1) Unbalanced mot 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.Opst h=12h; B=59f ; L=36ft; eave=58; Cat. II; Exp C; Encl., GCpi=0.I S; MWFRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2, 2107 lb uplift at joint 13 and 799 lb uplift at joint 8. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 137 Ib down and 301 Ib up at 7-10-0, 103 lb down and 170 lb up at 10-0-12, 1031b 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 It, up at 16-0-12, 103 Ito down and 1701b up at 18-0-12, 1031b down and 170 lb up at 19-114, 103 It, down and 170 lb up at 21-114, 103 lb down and 1701b up at 23-114, and 103 lb down and 1701b up at 25-114, and 137 lb down and 301 Ih up at 28-2-0 on top chord, and 3401b down and 223 lb up at 7-10-0, 77 Ib down and 1 Ito up at 8-0-12, 771b down and 1 Ib up at 10-0-12, 77 lb down and 1 Ib up at 12-0-12, 77 lb down and 1 lb up at 14-0-12, 77 Ib down and 1 lb up at 16-0-12, 77 lb down and 1 lb up at 18-0-12, 77 Ib down and 1 Ito up at 19-114. 77 lb down and 1 III, up at 21-114. 77 lb down and 1 lb up at 23-114, 77 Ib down and 1 lb up at 25-114, and 77 lb down and 1 lb up at 27-114, and 340 lb down and 223 lb up at 28-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Thomas A Alban! PE No.39360 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May17,2019 AWARNMG-Vedtydes/gnparamerenendRVDNOTES ONWISANDMCLUDEDMNEKBEFENANCEPAGEaro-7473re. 7,1=2015BEFOREUSE �■■ Design valid for use only with MBeW Connectors. This design B based only upon parameters shown. and is for an lndNldual building component, not a truss system. Before use, the bulltling designer must verify the opplicale ily of design parameters and property incoporafe this design Into the overall ■.�,�t�lf� bulltling design, Bracing Indicated a to prevent bucIring of lndMduoi truss web and/or chord members only. Additional temporary and permanent to cing MiTek- isalwaysreguketl for stability and to prevent collapse with pos4We personal lrrj ryantl property damage. For general guidance regarding the fabrication. storage. delivery, erection and brocing of trusses and truss systems seeANSI/IPII Gual CMoM. DS529 and SCSI euetlhp Component 69U Parke East BNtl. Safety Wormalbravonoble from rum Rate Iestnue. 218 N. We Street. Sure 312. Nexantltla. VA22 14. Tempe, FL 33610 JOb Truss Truss Type Cry Ply CARLTON 299 • T17089646 M11412 GRA HIP 1 I Job Reference a lional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:53 2019 Page 2 ID:kFmsnOwY419Zh0_nM3lc6ylJ9g-YHS3dy6sgNdKcd9mbmOyhtmd4A1 vAZOAP9goFezFeBe LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54,3-7=-54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-137(B) 5=-103(B)7=-137(B) 14=-49(B) 15=-389(B) 10=-389(B) 1 1=-49(B) 22=-1 03(B) 24=-103(B) 26=-103(B)27=-103(B) 28=-1 D3(B) 29=-103(B) 31=-103(8) 33=-103(B)34=-49(B) 35=-49(B) 36=49(B) 37=-49(B) 38=-49(B)39=-49(B)40=-49(B) ,&WARNING-VeMydesignperam,tNs;mdREAONOTSS ON TNISANDWCLUOEOMR KNEF£RANCEPAGEM674nmre 1brs:1,20159EFONE USE *�• Dodge valid for use only with MBek®connectors. This design is based only upon parameters shown. and b for an Individual building component not a truss system. Before use, the building designer must verify the applicability of tleslgn parameters and properly incorporate this design Into the Overall building design. Bracing Indicated is to buc$ding of individual tmss web and/or chord members only.. Additional temporary and permanent bracing MiTek' prevent Is always required for stabliy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delNery. erection and bracing of trusses and miss systems, seeANSUIPII CuaIBV Criteria. DS5-89 and SCSI Building Component 69D4 Palle East Blvd. Safety NformatbrWoloble from Thas Rate Institutor, 218 N. Lee Sheet Suite 372 Alexontltlo. VA 22 14. Tampa, FL. 33610 Job Truss Truss Type mY Ply CARLTON 299 ' T17089647 M11412 J2 MONO TRUSS B 1 Job Reference o tional Chambers Truss, Inc., Fork Pierce, FL 3x4 = 8.1305Maril201a MIIeximmines,lnc. rn Mayly DB24:b4ZIJ1a vagel ID:kFvnsnOwY419ZhOSM3lc6ylJ9g-OT?RrH7URNBDnky9UvBE61wBaWwDKJepaLn4zFeB7 Scale = 1:7.8 z-o-0 LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/IPI2014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 8 Its 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 Hom 2=67(LC 12) Max Uplift 3=-27(LC 12). 2=-136(LC 12), 4=-3(LC 9) Max Gran, 3=40(LC 17), 2=141(LC 1), 4=31(LID 3) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0oc puffins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-secland gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12N; B=59h; L=36ft; eave=5N; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (directional) and C-C Exterior(2) zone;" for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-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 271b uplift at joint 3, 1361b uplift at joint 2 and 3 Its, uplift at joint 4. Thomas A Alban! PE No.39380 MTek USA, Ina FL Cad 6634 fi904 Parke East BNr6 Tampa FL 33610 Data: May 17,2019 AWARNING- Veritydesignperdarferaend READ NOTES ON MISANOWCLUOEDM KREFERANCEPAGEM674M... tafiY20159EFOREUSE Design valid for use only wHh Mnekgr connection. Ihls design Is bound only upon parameters drowrt and h for on Individual building component, not ..truss 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 a to prevent buckling of individual cuss web and/or chord members only. Additional temporary and permanent bracing MiTek' b always required for stability and to prevent collapse with possible personal injury and property, damage. For general guidance regarding the fabricatiox% storage, delivery, erection and bracing of trusses and truss systems, seeAN6VIP1t Quality Crumb, I)S669 and BC31 Building Component 69M Parke East Blvd. Safely Informaaomvaloble from Truss Rate InsfiMe, 218 N. Lee Sliest Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Thus Type Oty Ply CARLTON 291 T77089648 M11412 J4 MONO TRUSS 8 1 Jab Reference (optional) I nul Inc., Fort Fierce, FL 3x4 = B.130 a Mar 112016 MiTek Industries, Inc. Fri May 17 09:24:54 2019 Pagel ID:kFv nOwY419ZhO nM3lc6ylJ9g-OT?RrH7URhIBDnky9UvBEtJt6aSFvDKJepaLn4zFe07 LOADING (psf) SPACING- 2.0.0 CSI. OEFL in (loc) Vde8 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(L-) -0.01 4-7 >999 360 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 WE 0.00 Hoa(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017/rP12014 Malrix-MP Wind(LL) 0.02 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ile/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical Mau Horz 2=102(LC 12) Max Uplift 3=-77(LC 12), 2=-159(LC 12), 4=-7(LC 12) Max Gray 3=91(LC 17), 2=204(LC 1).4=67(LC 3) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Ease=1:11.1 PLATES GRIP MT20 244/190 Weight: 141b FT=20% 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; TCOL=4.2psf; BCDL=3.Opst h=12fb B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18: MW FRS (directional) and C-C Exterior(2) G-0-0 to 2-7-3, Interior(1) 2-7-3 to 3-10-4 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77111 uplift at joint 3, 15911b uplift at joint 2 and 71b uplift at joint 4. Thomas A. A@ani PE No.39360 KIM USA, Inc. FL Ced 663E 6904 Pade East Blvd. Tampa FL 33610 Date: May 17,2019 Q WAHNNG- Vedfydesfgnpanmeiersend BEADNOTESONTNLSANDWCLODEDU/ KBEFENANCEPAGEa 74"mv. INAYIGI5BEFOHEOSE Design valid for use only with MBea connectors. This design B loosed drily upon parameters shown and 6 for an individual building component. not a truss system. Before use, the building designer must verily the oppllcablllfy of design parameters and property incorporate this design Into the overall building designs. Bracing Indicated 6 to prevent bucNing of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTel( 6 always required for sto ity and to prevent collapse with possli personal Injury antl property carnage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss system& seeANSVIPII Quafity, Criteria. 1:4389 and BCSI BuldbD Component 6904 Parke East Blvd. Safety mfommlbrnvaliabie from Truss Rate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL W610 Job Truss Truss Type ail Ply T77089649 M11412 J6 MONO TRUSS B 1 �CARLTON299 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13D s Mar 11 20l8 M7ek lndt0des. Inc. Fd May 17 0924:55 2019 Pagel I D:kFvnsnOwY419ZhOSM3lc6ylJ9g-UgZg2d86CMmJBIBORn4s2Dzg9egaTsTJvJ W zFeB6 -1-0-6-0.0 ' 1-000 6-0-0 ' 3x4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud TCLL 20.0 Plate Grip DO L 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 3 Na We BCDL 10.0 Code FBC20171FP12014 Matrix -MP Wlnd(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/Mechanioal, 2=275/0-8-0, 4=70/Mechanical Max Hom 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. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale=1:14.6 PLATES GRIP NIT20 244/190 Weight:20 lb FT=20% 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=4.2pst BCDL=3.Opsf; h=12h; B=59ft; L=3611; eave=511; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(l) 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-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 beading plate capable of withstanding 129 lb uplift at joint 3, 192 lb uplift at joint 2 and 8111, uplift at joint 4. Thomas A Alban! PE No.39360 R"Tek USA Inc. FL Cart 6634 6904 Parke East Bind. Tampa FL 33610 Date: May 17,2019 0WA8N0CG- Ventytlestgnpemmemnend REAONOTESOMMN ANOMCLUOEOMNEKREFEBANCEPAGEMU74"3m.. 1G0.11?01SBEF0HEUSE Design volldfar use only with M500connectors. rns;design 6 based ohy upon parameters shown. antl k for an lndlAdual building component. hall a truss system. Before use. the building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign.Bracing hdicatedetoprevent buckling oflndivii ussweb and/or chord members only. Additianaltemporary and pennonembrocing ss,p MfTek a always required for stability and to preventcollapse with possible personal Injury and property donnage. For general guidance regarding the fabdcaflon. storage. delivery, erection and bracing of busses and truss systems. seeANSVIPI1 Qually Cmnb, DS54P and SCSI Building Component. 6904 Parke Ent Blvd. Safety Infannallanswaeoble from Truss Plate Institute. 218 N. Lee Sheaf. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss TypePly CARLTON 299T77089650 FMO�NO M11412 J8 TRUSS 11 1 Job Reference (optional) I uss, Inc., ran Video, rL &A i 8.130 s Mar 11 2018 MTek Industries, Inc. Fri May 17 09:24:56 2019 Page 1 ID:kFvnsnOwY419ZhOjiM31c6ylJ9g-ys7CGz8kzl7vT5uLGuxgJ109wN64N7pc573SryzFeB5 Scale =1:17.4 Plate Offsets OX Y)— f2:0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (Joe) Vde9 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Verl(CT) -0.30 4-7 >310 240 SCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a rVa BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. III 3=18atMechanical, 2=348/0-8-0, 4=99/Mechanical Max Horz 2=178(LC 12) Max Uplift 3=174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Gmv 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 do purims. 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=361t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 7-10-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 to uplift at joint 3, 2261le uplift at joint 2 and 13 to uplift at joint 4. Thomas A. Ali PE No.39360 MiTek USA, Ina FL Cert 6634 69D4 Parka East Blvd Tampa FL 33610 Date: May 17,2019 QWARNING-Wraydea11r,im 0i,ra And HEAD NOTES ON THIS AND/NCLUDEOMREKREFERANCEPAGEMD]4TJrev. 10,1131015BEFOHE USE u■�- De4gnvolkiforuse only with Mrtek®connectors Thsdeslgn sbased only upon porcmetersshown and star an hxil l building component. not a truss system. Before use. Me building designer must verify the applicclouty, of design parameters and prcpetly incomorot6 Mis design Into Me overall builtling design. Bracing Indicated s to prevent buckling of Individual truss web and/or Word members only., A46conal temporary and permanent placing M!Tek' a always required for stability and to prevent collapse win possible personal hyury and property damage. For general guidance regarding Me fabrication storage, dellvery, erection and brocirg of trusses and has systems seeANSVWII Quamy Criteria, DS549 and 1101 Bidding Component 69N Parke E. t HNtl. Safety hdoalbnavallable from Tnus plate Institute. 218 N. Lee Street Sufte 31Z Alexandria, VA 22314. ml Tampa, FL 30610 Job Truss Truss Type Oty Ply CARLTON 299 ' T77089651 M11412 JAB MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries,Inc. Fri May 17 0924:56 2019 Page 1 • ID:kFv nOwY4I9Zh0_nM3lc6ylJ9g-ys7CGz8kzl7vT5uLGuxgJ109PN6PN7pc573SryzFeB5 4.0.0 7-10-0 i 1-0-0 7-10-0 Scale = 1:17.2 3x4 = Plate Offsets (X,Y)— f2:0-1-14,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL_ in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.13 4-7 >721 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Ved(CT) -0.28 4-7 >331 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 261la FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=184/Mechanical, 2=34210-8-0, 4=97/Mechanical Max Hom 2=175(LC 12) Max Uplift 3=-170(LC 12). 2=-223(LC 12), 4=-13(LC 12) Max Grav 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Stmctuml 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=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-M to 2-7-3, Interior(1) 2-7-3 to 7-B-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard 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-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 170 lb uplift at joint 3, 223 lb uplift at joint 2 and 13 lb uplift at joint 4. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Ced 6634 6904 Parke Ent Blvd. Tampa FL 33610 Data: May 17,2019 QWARNiNG-VW1ydeargnperametersand READ NOTES ON THIS AND WCLUOEOMREKREFERANCEPAGEMLL7473nev. iatUIOVISBEFORE USE Desgn valid for use only with MRek0connectors. This design 6 based only upon parametersshown. and 6 far an IncMdual builaing component, act a buss system. Before use, the bullding dedgnor must verify the cpplicablNy of design parameters and properly Incorporate this design Into the overall bWCing design. Bracing Indicated is to prevent buckling of hafedual truss web and/or chord members only. Additional temporary and permanent bracing a o6vays required for stability and to prevent collapse With possible personal mJury and property damage. For general guidance regarding the n fabricatiostorage, calvary. erection and bracing of hums and hues sydems seeANSUIPIt Cuoply Crileft 03849 and IICSI Building Component Safely hformatlenavailoble from Thus; More Institute. 218 N. Lee Sheet. Suite 312, Alexandre. VA 22314. MiTek' 69N Parke East Bbd. Tampa, FL W610 Jab Truss Truss Type I Ply CARLTON 299 T77089652 M11412 KJ8 MONO TRUSS 2 1 Jab Reference (optional) I rues, Inc., 1.01"r Fierae, 1-1. 8.130 a Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:57 2019 3x4 = 2x3 II 314 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Ve art-0.OS 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BCLL Rep Stress Incr NO INS 0.35 Hon (CT) 0.01 5 n/a r✓a BCDL 10.0 Code FB02017fTP12014 Matdx-MS Wind(LL) -0.04 6-9 >999 240 Weight 44 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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=46210-11-5, 5=406IMechanical Max Horz 2=178(LC 8) Max Uplift 4— 102(LC 8), 2=-187(LC 8). 5=-11 B(LCi 8) FORCES. (lb) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3-566/230 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=128ri TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 8=59ft; L=36ft; eave--5f ; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 pat bottom chord live load nonconcurent with anyother live loads. 3)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0tell by2-0-0wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 4, 1871b uplift at joint 2 and 118 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 Ib up at 2-11-0, 39 lb down and 58 Its up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, B lb down and 101 lb up at 5-8-15, and 42 lb down and 143 lb up at 046-14, and 42Ib down and 143 Its up at 846-14 on top chord, and 47 Ib down and 281b up at 2-11-0. 47 Is down and 28 lb up at 2-11-0, 47 lb down at 5-8-15, 47 lb down at 5-8-15, and 31 lb down and 14 Its up at B-6-14, and 31 Its dawn and 14 lb up at a-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F=1, B_ 1) 12= S3(F=-42, 13=42) 13=14(F=7, B=7) 14=-20(F— 10, B=-10) 15=-50(F=-25, 8=-25) Tharrlas A All PE NoI9380 VTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 AWABNWG-yellyeas/9nPararr tehs.dREAONOTESONTHIS MeINCLUDED WEKREFERANCEPAGEM4 74T3rev.10N32016BEFOREUSE Designvalid for use only with MRek4D connectors. This design Is based only upon parameters shown, antl Is for an IrWNldual building component, not a truss system. Before use, the balding designer must verify the applicability of design parameters and properly incorporate this design Into the Overall bWtling desgn. &acing Indicated Me prevent buckling of Individual toss web and/or chord members only. Additional temporary and permanent bracing MiTek' b always rearwed for stability and to prevent collapse win possible personal Injury antl property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and teas systems weANSUlpll Quality Cd arks, DSt449 and SCSI Building Component 69N Parke East Blvd. Safety Wormafbnavallable from Truss Rate institute. 218 N. Lee street. Suite 312, Alexandria. VA 22314. Tampa, FL W610 Job Truss Truss Type Dly Ply CARLTON 299 ' T17089853 M11412 KJAS MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MI7ek Industries, Inc. Fri May 17 09:24:58 2019 Scale=1:19.9 2.13 /2 3x0 3 11 10 2 13 14 6 15 5 2x3 II 3x4 = 3x4 = 6-10.0 11-0.3 6-10-0 I 4-2-3 LOADING (ps) SPACING- 2-0-0 CSI. DEFL in (loc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.20 Vart(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.34 Hom(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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 CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-846/526 BOT CHORD 2-6=-520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-6= 884/565 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2psf; BCDL=3.Opsf; h=12tt; B=59ft; L=36ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurtent with anyother live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Its uplift at joint 4, 321 Its uplift at Joint 2 and 2021b uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 391b down and 581b up at 2-11-0, 391b down and 58 lb up at 2-11-0, 8lb down and 101 lb up at 5-e-15, 8 Its down and 101 lb up at 5-8-15, and 42 lb down and 143 lb up at 846-14, and 42 Ib down and 143 Ib up at 8-6-14 on top chord, and 31 Its up at 2-11-0, 31 Ito up at 2-11-0, 10 lb down and 30 lb up at 5-8-15, 10 Its down and 30 lb up at 5-8-15, and 31 Its down and 14 lb up at 8.6-14, and 31 Ib down and 14 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead +Roof Live (balancer): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (Of) 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, 8=7) 14=-20(F=-10, B- 10) 16= 50(F=-25, B= 25) Thomas A. A@ani PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Dale May 17,2019 Q WARNWG -Vedry des11.Peramefersand REAONOTES ON TN/SANO WCLUGEOMITE/CREFE114INCEPAGEa167473re. la=20156EFOREUSE �■�- DeLgnvalid for use only with Mliconnectors. This design 6 based only upon parameters shown, and is for an hctridual building component. not a Imss syslem. Before use, me buliding designer must verify the applicability of design parameters and propody 4xip oorate this design Into the overall budding design. Bracing indicated Is to prevent buckling of individual huss web and/or chard members only. AddiBond temporary and pem,onent bracing Is always required for stability and to prevent collapse with posoble personal Injury and properly damage. For general guidance regarding the fabrication. storage. delNeiy. erection and bracing of trusses and truss systems seeANSMI I Quality Creeft. 1135-09 and ICSI Building Component Sabty Infmmaflono ollabie from Truss Rate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. a� MfTeke 69N Parke East Blvd. Tampa, FL W610 Symbols PLATE LOCATION AND ORIENTATION 14- 13 /4 Center plate on joint unless x y offsets are Indicated. Dimensions are in ft-In-sixteenths. Apply plates To both sides of Truss and fully embed teeth. 171g. L L r4 For 4 x 2 orientation, locate plates 0-4,n from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate width measured perpendicular 4 x 4 to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of The output. Use T or I bracing if Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section IndlcatesJolnt number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Bullding Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-48 I I dimensions shown Inftc sixteenths ts (Drawings not to scale) 0 c O L) U a O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MiTek® MTek Engineering Reference Sheet: Mll-7473 rev. 1.0/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing. Is always required. See BCSI. 2. 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 coples of this truss design to the building designer, erection supervisor, property owner and oil other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses willbesuitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14, Bottom chords require lateral bracing at 10 ft. spacing. or less ff no ceiling is installed. unless otherwise noted.. 15. Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria.