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TRUSS PAPERWORK
Lumber design values are in accordance with ANSI/fPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: M11412 - CARLTON 299 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Wynne Development Corp Project Name: Sterling Model: Sterlingmpa, FL33610-4115 Lot/Block: Subdivision: SCANNED Address: unknown BY City: St Lucie County State: FL St. L6deCannty Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: 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, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. �f.' 1 2 3 4 5 6 7 8 9 10 11 12 14 15 16 17 18 Seal# Truss Name Date A Al A2 A3 A4 A5 ATB ATC BHA GRA J2 J4 J6 J8 JAB KJ8 KJA8 I N — 6le6l REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY FILE COPY 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: Alberti, Thomas My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSUTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently v4iied 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. 0R-1 v Thomas A Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Albani, Thomas 1 of 1 Jab Truss Truss Type Cry Ply CARLTON 299 s T77089636 M11412 A SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:42 2019 Page 1 ID:kFvnsnOwY419ZhO_nM31c6ylJ9g-NAHvKB_yG7EuruVeSyhNlLphFkDO5a9YtxgjMmzFeBJ r1-0-0 8-EO 9-10-0{ 13.6.0 19-5-3 26.2-0 F 26-9-4 1 3&0-0 _ j7-0.9 -0- 8-6.0 1-4-0 3.10.0 5.9-3 6.8-13 2-7-4 7-2-72 V-O-d 4.00 12 3x6 \\ 5.8 - 4x5 = 4x6 = 05 = 3 4 24 255 6 7 5.12 MT18HS= 26 27 8 3.4 State = 1:63.0 16 15 cxc = 3z4 = 3x6 = 3.4 = 5xii - 4x10 = 2.00 12 9-10.0 13.6-0 19.5.3 241-0 26-2-OI 36-0-0 9.10-0 3-10-0 5-9-3 &0.13 . 7-&0 9.10-0 Plate Offsets (X Y)- 12:0-0-2 Edoel I4:0-5-4 0-2-81 16:0-3-0 Edael [8:0-9-00-2-8] [10:0-2-10 Edge] f15:0-1-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ven(LL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.94 Ved(CT) -1.3413-14 >321 240 MT1BH5 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 1 rim BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 1.01 13-14 >428 240 Weight: 161111 FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except* 6-8: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 0o bracing. REACTIONS. (Ib/size) 2=1386/0-8-0, 10=1386/0-8-0 Marl 2= 119(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23= 333812212, 3A=-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=-013/669, 4-15=5351785, 5-15=-975/733, 5-14=-1198/1876, 7-14=-851/667, 7-13=-962/1695, 8-13=-1260/1909, 8-12=-45/349, 9-12=-319/328 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=121t; B=59ft; L=36tt; eave=5D; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-73 to 37-0-0 zone;C-C for membersand forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 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 8461b uplift at joint 2 and 846 In uplift at joint 10. Thomas A Albani PE No.39380 61Tek USA, Inc. FL Carl 6634 6904 Parke East BNd. Tampa FL 33610 Date: May 17,2019 O WARNING- Vennydesrenperameren end HEAD NOTES ONMSANDWCLUD£DMREKNEFENANCEPAGEM67473ree leAL2615DEFONEUSE Design valid for use only with MnekG connectors. This design a based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall buildingdeslgn.Bracing Indicated Is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is oWays required for stability and to prevent collapse Win possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of nurses antl trim systems. seeAN3VWl1 Qua" yCmerb, DSB49 and SCSI Building Component VA 22314. 6904 Parka East BNd. Tampa, FL 33610 Safoty mformotionwolloble from Truss Plate Inaptitude. 218 N. Lee Street, Suite 312. Aloxandrla Job Truss Truss Type Cry Ply CARLTON 299 v T77089637 M11412 Al SPECIAL 1 1 Job Reference (optional) s,rvunoers r toss, inc., ran rrerae, rL ii Ju a mar 11 2U16 Mi feK Inc. Fn May l I U9241AJ 2U19 543 = 4.00 FIT 4 22 3x8 = Sx6 = 5 23 6 Scale=1:63.0 t2 — 14 13 3.4 II 'xr 3.6 = 3.4 = See 2.00 = 4x10 Zs12 8-6-0 13-8-0 18-7-4 24-6.0 28-9.4 36-0.0 a-e-n azn ad ld 4.__ r Plate Offsets (X,Y)— [2:0-0-2 Edge] [8:0-2-10 Edger [13:0-3-0 0-3-01 - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.61 Vert(LL) -0.58. 11 >749 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.0711-12 >402 240 MT18HS 244/190 BOLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(CT) 0.40 8 n/a n/a BOX 10.0 Code FBC2017/TP12014 Matrix-M8 Wind(LL) 0.80 11 >541 240 Weight: 163 lb FT=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 REACTIONS. (Ib/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. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 3356/2159, 3-4=-3358/2292, 4-5=-2798/1921, 5-6=-4830/3137, 6-7=-5353/3403, 7-8=-5962/3751 BOTCHORD 2-14= 1935/3141, 1344=-1610/2666, 12-13=-2399/3926, 11-12=-2400/3924, 10-11— 3499/5680, 8-10=-3492/5669 WEBS 3-14=-404/391, 4-14=-507/777, 4-13=-151/409, 5-13=-1376/890, 5-11=-557/1048, 6-11=-849/1449, 7-11=-641/463 Structural wood sheathing directly applied or 2-7-2 oc puffins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasdi 28ni TCDL=4.2psf; BCDL=3.Opsf; h=12ft; S=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-" 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 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 Tit between the bottom chord and any other members. 7) Bearing at joints) 8 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 8. Thomas A. Albani PE No.39360 MTek USA, Inc. FL Cert 66U $904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 AwARNPIG-Verify design Parameters and HEAD NOTES ON MIS MD INCLUDED MREK REFERANCE PAGE MD-74M rev. IBUJVVla BEFORE USE. De9gn valid for use only with Mffek® connectors. This design h based only upon parameters shown, and Is for an IndMducl bullding component, not a truss system. Before use, me building designer must verity fire appllcabYlry of design parameters and property Incorporate this design Into the overall bulldingdesign.Bracing Ndloated a to prevent buckJNg of lndtidual buss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrlcallon, storage. doWery, erection and bracing of trusses and huss systems, seeANSUiPII Guam Criteria. DS549 and BCSI Building Component 69U Parke East Blvd. Safety Informetbnovol able from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa. FL 33610 Job Truss Tnus Type Oty Ply CARLTON 299 ' T17089638 M11472 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_ nM31c6ylJ9g-JYPglt?CocUcOFzl7Njrgmu6RYvxZXarKF9gOfzFeBH 6-6-0 I H, 22-21 I 36-0-20 7-0- 6-6-0 443-0.F0 8284 U Scale = 1:63.0 5.6 = 3x4 5n6 = = 4.00 12 4 5 6 46 Al d 15 14 7xB MT18115= 3.6 = 3x4 II 5x8 = 4x10 = 2.00 12 8-EO 13.8.0 22-2-0 24-fi-0 28.9.4 36-DO 8-6-0 53 8-6-0 2-4-0 4-3.4 7-2-12 Plate Offsets (X,Y)— [2:0-06 Edge] [9:0-2-t0,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lac) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.5511-12 >779 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0:94 Vert(CT) -1.0311-12 >419 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Inter YES WB 0.72 Horz(CT) 0.39 9 n1a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS WMd(LL) 0.7711-12 >564 240 Weight: 167 lb 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 or2-7-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Harz 2=163(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3359/2129, 3-4=-2661/1761, 4-5=-2445/1690, 56=-3533/2289, 6-7=-3698/2365, 7-8=-5359/3351, e-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=-342615669 WEBS 3-15=0/295, 3-14=-807/566,4-14=-3S4/620, 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.Opst h=12tt; 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 2-73, Interior(1) 2-7-3 to 37-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846lb uplift at joint 2 and 8461b uplift at joint 9. Thomas A. Albanl PE No.39360 MiTek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 Date: May17,2019 QWARNWO-Verify Oeslgnparameters end READ NOTES ON MISANO INCLUDED MBEKREFERANCEPAGEMX741nev. nXWGISBEFORE USE Design valid for use only with MOek® connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not �� a truss system. Before use, the building designer must verity Me appilcabllltyof design parameters and properly Incorporate this design Into the overall bulldingdeagn. Bracing Indicated Is to buckling ofindvidualbuss web end/or chord members only. Addltlonaltompwary and permanent bracing MiTek* prevent Is always mauled for stabling and to prevent collapse with possible personal inlury and property damage. For general guldonce regarding the fobricallon storage, c allvery, erection and bracing of husses and two systems. seeANSUIPII Quo �y CrBado, DSB49 are ICSI Building Component 69M Parke East Blvd. Tampa, FL 33610 Safety Informotionwailable from Truss Rote Insfit te. 218 N. Ise Sheet. Suite 312 Alexontlrla. VA 22314. J0 Job Truss Tru r T17089639 �TrussType ]CAYPI�YCARLTON.299. erece tional Unful l mss, ind, run rlume,, o.,oao rvm,,, 4V LO .,,,— „ay -,,... 4.00 12 5x6 = 4 5x6 = 5 Scale: a/16'=l' 0toril d 15 3x5 3x4 II 5x6 = 2.00 12 4x10 = = 6.6-n 1..M 20-2.0 24-6-0 28-94 36-0-0 8-6-0 5-2-0 16-6-0 14-4-0 r- 4-3.4 .. 7-2-12 Plate Offsets (X Y)- I2'0-1-2 Edoel 130-4-0 O-0-OI 1T0-3-0 Edge] 19:0-2-10 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL '1.25 TC 0.56 Vert(LL) -0.57 11-12 >761 360 MT20 2441190 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 Na n/a BCDL 10.0 Code FBC2017ITP12014. Matrix -MS Wind(LL) 0.78 11-12 >551 240 Weight: 1671b FT=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 2x4 SP No.3 REACTIONS. Ill 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=-3371/2103,3-4= 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=-3791702,6-13=-2706/1659, 6-12=-1094/1946, 8-12=-611/435 'Stroctural wood sheathing directly applied or 2-6-15 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 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=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, Intenor(1) 2-7-3 to 37-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has beendesigned 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 joints) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beadng surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 Ib uplift at joint 2 and 8461b uplift at joint 9. Thomas A Albani PE No.36380 MTek USA, Inc. FL Cott 6634 6904 Parka East Blvd. Tampa FL 33610 Date: May 17,2019 Q WANN/NG- Ved1ydes1gnpammatenendNE4ONOTES ON MMANONCLUOEOMNEKNEFENANCEPAGEMX74"3m 1o=0159EFGNEUSE Design valid for use only with MRea connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall tmssweband/or chord members only. Additional temporary and permanent bracing M!Tek' buildingdesign. Bracing Indicated a to prevent buckling of Individual Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the retardation. storage, delivery, erection and bracing of humus and hum systems seeAN31/IPII Quality CMedo, DSO-89 and SCSI Building Component 6904 Palle East Blvd. Sataty Informatbnavallobie from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandra VA 22314. Tampa, FL 33610 Job Truss Type Oty Ply CARLTON 299 T77089fi40 M11412 TAT SPECIAL 1 i Job Reference (optional) Unembers Truss, Inc., von vierce, hL a.ISV s mar 11 LUl o MI I eK mouslnes, InG. rn May 11 UV.4,40 m IV 61 2 ;4G 6 400 F12 5x6= 6 3x4 i 24 Scale: 3/16'=1' 16 15 3x12 3x5 = 3x4 It 5.8 = 4x10 = 2.00 12 15-200 24-5-U ae-u-u 48600 4 6.0 I 4a.3-w4 7-2-123B . Plate Offsets (XY)-- f2:0-1-2 Edoel TB:0-3-0 Edoel f10:0-2-10 Edael f15:0-2-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 1701b FT=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 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0.10=1386/0-8-0 Max Horz 2=-207(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (lb) - Max. Comp✓Max. 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=-113011972, 9-13=-559/376 Structural wood sheathing directly applied or 2-6-11 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. i Row at midpt 7-14 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=1211; B=591t; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3,.Interior(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & 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 chard live load nonconcurrent with any other live loads. 5) ' This Imes has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall 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 ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 846Ito uplift at joint 2 and 8461b uplift at joint 10. Thomas A All PE No.39380 MTek USA, Inc. FL Cert 6634 69U Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING-Verilydinl9r; a.in ren and READ NOTES ON THISANDWCLUDED MITEKREFENANCEPAGEMX74ra... 10=0156EFOREUSE. Design valid for use only vain MTek® connectors, We design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verlfy the applicability of design parameters and properly Incorporate the design Into the overall building design. Bracing Indicated is to buckling indNlduoltluss web and/or chord members only. Additional temporary and permanent bracing Welk' prevent of is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the 6904 Patio East Blvd. tabrlcoHors, storage, delivery. erection antl bracing of trusses and fruss systems seeAN$VIPit Quality Cleats, D5549 and BC51 Building Component Tampa, FL 33610 Safety Informallonovallable from Truss Rate Insfitute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Cry Ply CARLTON 299 ' T77089641 M11412 A5 SPECIAL 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries. Inc. Fri May 17 09:24:47 2019 4.00 12 5x6 = Scale=1:61.9 16 15 "x'u 3x5 = 3x4 II 5xa = 400 = 2.00 12 88-66-0 I 4-600 28-9-4 2I 3761-2-0 &0 0.fi 0 Plate Offsets (X Y)-- [2:0-1-2 Edgel [8:0-3-0 Edgel [10:0-2-10 Edgel [15i0-2-12 0-3-O] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13. 13 >383 240 MT18HS 244/190 BCLL 0.0 Rep Stress ]nor YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-14 REACTIONS. (lb/size) 2-1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2= 846(LC 12), 10=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-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: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf1 h=12ft; 13=5911; 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 & 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 nonconcument with any other live loads. 5) • This truss has been designed for a live load of20.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 atjoint(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 8461b uplift at joint 2 and B461b uplift at joint 10. Thomas A. Alban PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 17,2019 dob Truss Truss Type Oty Ply CARLTON 299 ' T77089642 M11412 ATA COMMON 7 1 Job Reference (optional) ynamoers i russ, mo., ran rrerce, ri� a.13U s Mar 11 2u16 Mr I ex Inaustnes, Inc. rn may l / ue¢4:4e au i e us d Scale=1:61.0 4.00 F12 5x6 = 6 17 '" 15 "" "' 14 '" 12 3x8 = 3x4 11 4x6 = 3xB = 3x8 = 4x6 = 3x4 11 3X8 = 8-1-1 13-1P2 22-1-14i 2]-10-15 36-0-0 R.l-1 toe aura ao-1 a.tn� Plate Ofrsets(XY)-- 12:0-8-60-0-81 I70:0-8-60-0-81 --- -- LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ved(LL) -0.28 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.59 14-15 >730 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.60 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.34 14-15 >999 240 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD 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. (Ib) - Max. Comp./Max. Ten. -All fames 250 (Ib) or less except when shown. TOP CHORD 2-3=-3544/2053, 3-5=-2824/1651, 5-6— 2817/1766, 6-7= 2817/1766, 7.9=2824/1651, 9-10= 3544/2053 BOT CHORD 2-17— 1812/3323, 15-17=-1812/3323, 14-15=-997/2104, 12-14=-1826/3323, 10-12=-1826/3323 WEBS 6-14=-569/1002, 7-14— 299/279, 9.14= 783/581, 9-12=0/271, 6-15=-569/1002, 5-15=-300/279, 3-15= 782/581, 3-17=0/271 Structural wood sheathing directly applied or3-2-15 oc pudins. Rigid ceiling directly applied or 5-2-0 oc bracing. 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=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 18-0-0, Exledor(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.011b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcu them 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 = 1 0.0psf. 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. Alberti PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 AWARNING-VeNydes/gnpaametersantlREADNOTES ONTH45AND/NCLUDEDMREKREFERANCEPAGE MIXIMev.fa4Y1015BEFOREUSE Design volld for use only with M6eM connectors, This design Is based only upon parameters shown, and Is for an Indly duol building component, not a truss system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated Is to prevent bucIdIng of Individual trussweb and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon storage, delivery. erection and bracing of trusses and truss systems, seeANStMil Quality Criteria, DSB-89 and BCSI Building Component Safety tnformationwaitable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312 Alexandria. VA 22314. MOW 6904 Palle East BN4. Tampa. FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 ' T17089643 M11412 ATB COMMON 1 1 Job Reference (ootiona0 �namoers i ress, rnc., run rierce, rL a.l Ju s man 1 zulb mu ex Inausines, mc. rn may v ua24:4e 2u tv 4.00 F12 5x6 = 6 Scale=1:60.9 3x5 = 3.4 II 3.6 = exit = 6.8 = 3.6 = 3x4 II 3x5 = a.te 15-1h.9 , ,.n. eldn.a 99d.fa 9,,n-x 9a-n-n 8-1-7 1 5-9.1 1.3-14 6-8-0 0.- 4 5.9-1 6-1-1 LOADING (psq SPACING- 2-0-0 CSI. DEFL in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.2218-21 >844 240 BCLL 0.0 Rep Stress lncr YES WB 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 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 puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2a4'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 10016 or less at joint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10-.240(LC 12) Max Grav All reactions 2501b or less atjoint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (lb) -Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3>7239f757, 3-5=-437/333, 5-6=-432/448, 6-7=-272/773, 7-9=-376f778, 9-10=-334/220 BOT CHORD 2-18=-587/1178, 16-18=587/1178, 12-14- 188/281,10-12=-188/281 WEBS 6-14=-1096/683,7-14=-303/281, 9-14=-853/614,9-12=-13/307, 6-16=-501/665, 5-16=-302/279,3-16- 890/616,3-18=-16/332 NOTES- 1) Unbalanced root 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=12f ; B=59tt; L=36ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(P) -1-0-0 to 2-7-3, Intedor(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) 100.0I1D 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.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001le uplift at joint(s) 15 except Qt=lb) 2=433, 14=866, 10=240. Thomas A. Alban) PE No.39380 MTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 AWARNWG- Vedy desf9n paremefersr d REAO NOTES ON Mrs AND MCLUDED MITEKNEFER/INCE PAGE MIP74TJ rev. 111,12.22015 BEFORE USE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and is for an Individual buadng component not ��- a truss system. Before use, the buildIng designer must verity the cppllcobll ly of design parameters and properly Incorporate this design Into the overall bulldIngdesign.Bracing Indicated Is to prevent budding of indtAtlual trussweb and/or chord members only. Additional temporary and permanent bracing Is always required for stoblllty, and to prevent collapse with possible Personal injury and property damage. For general guidance regarding the fabAcation. storage, de ivery, erection and bracing of trusses and truss systems, seeANSVrPII GuaW CmeM, DS349 and BC31 Eurdbp Component Safety In/ormationovalloble from Truss Plate Institute, 218 N. Lee Street Suile 312. Nexondlia. VA 22314. MiTek' usual, Parka East BNd: Tampa, FL 33810 Job Truss Thus Type City Ply CARLTON 299 ' T77089644 M11412 ATC COMMON 1 1 Job Reference (optional) UMMIDers I puss, Inc., ran race, rL a.i" u s mar 11 2U1 a MI I ex mtlusmes, Inc. rn May 1 / Va:Z4:aU 2U I e 4.00 F12 5x5 Scale = 1:60.9 3x5 = 3x4 II 3x6 = 6.8 = 6.8 = 3x6 = 3.4 II 3x5 = R-I, 1'l.,n, t,n�111 7,,n.,, 'i,n-n 8d-1 s-&1 1-3-14 6.11-14 0-6-9 5-8.8 a-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 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 puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except Qt=length) 14=0-11-5. (lb) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100 He or less at joinf(s) 15 except 2=A33(LC 12), 14=-866(LC 12). 10=-240(LC 12) Max Gmv All reactions 250 lb or less atjoint(s) except 2=6B7(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=-1239f757, 3-5=-437/333, 5-6=-432/448, 6-7=-272f773, 7-9=-37617/8, 9-10=-334/220 BOT CHORD 2-18=587/1178, 16-18=-587/1178, 12-14=-188/281,10-12= 188/281 WEBS 6-14=-1096/683,7-14=-303/281, 9-14=-853/614, 9-12=-13/307, 6-16=-501/665, 5-16= 302/279, 3-16=-890/616, 3-18=-16/332 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=361t; eave=51t; 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip 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 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" 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 ijt=1b) 2=433, 14=866, 10=240. Thomas A. Alban PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 17,2019 O WARNING-Ve4fydesl9npaiamefemend RFADNOTES ON TN/SANDPICLUDEOMI KNEFENANCEPAGEM614".V.. fa9Y1ar5DEFONE USE Design valid for use only with Miri connectors. This design is based only upon parameters shown, end Is for an hicMdual building component, not a Truss system. Before use, the bull designer must verify the applicabllity of design parameters end property Incorporate me design Into the overall bulldingdesign. Bracing indicated is to buckling indNldual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' prevent of a always required for stablllty and to prevent coliopse with possible personal injury antl property damage. For general guidance regarding me fobrical storage. delivery. erection antl bracing of trusses and truss systems, seeANSVIPII Qua" CritelliDSB49 and SCSI Building Component 69M Paft East BNd. Safety Infam ationovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexantlrlo. VA 22314. Tampa. FL 32610 Job Taxes Truss Type City Ply CARLTON 299 ' T77089645 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:52 2019 Page 1 ID:kFvnsnOwY419Zh0 nM3lc6ylJ9g.45uhpc5Dv4VT_UaZ13sj95ES6mkoR7tOAV5FiBzFeB9 16-0-0 24-a0 1-0-0 e-0-0 12-0-0 14-0-0 15-6 0 18-0-0 2" 0 22-0-0 10- 5 28-0-0 36-Pa _ 374- 1 -0r ono 4-0-0 1 2a-0 11n-0��1 zoo z-oo 02 a 5 1 a-0-o 4.0-0, t-1-1 Scale: a/16'=1' TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED, � 5x6 = 4.00 12 3x6 = 7x10 M11`18HS i 28 27 26 axe II 4x6 = 6.8 = 12 14 7,10 17 25 24 23 6x8 = 3x6 II 3x6 = LOADING (psl TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CS1. TC 0.73 BC 0.56 WB 0.83 Matrix -MS DEFL. in (loc) Vdefl Ud Vert(LL) -0.14 28-31 >999 360 Vert(CT) -0.25 23-34 >619 240 Horz(CT) 0.04 21 n/a n/a Wind(LL) 0.2028-31 >909 240 PLATES MT20 MT18HS Weight: 2081b GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural 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)i 8, 4, 14. 16, 18 REACTIONS. All bearings 0-8-0 except Gt=length) 25=0-11-5. (lb) - Max Horz 2=-208(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 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=291 l(LC 13), 25=2457(LC 14), 21=757(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473l724, 3-4=-213/718, 4-6--213(718, 6-8— 213l718, 8-10=-2131718,10-11=-213/718,11-13=-2131718,13-15=-2131718,15-17=-213f718, 17-19= 87/610, 19-2D=-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 2-213-971/2236, 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=-019/1254,3-26=-3236/1698, 20-23=-458/1210, 20-25=-2385/1201,9-10=-706/569,6-7=-307/241, 15-16=-462/372,18-19=-497/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; save=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 lost bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 2, 15571b uplift at joint 26, 12591b uplift at joint 25 and 4551b uplift at joint 21. 9) Girder carries hip end with B-0-0 end setback. 10) Graphical puriin 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) 967lb down and 461 lb up at 28-0-0, and 9671b down and 461 lb up at 8-0-0 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. Alban! PE No.39380 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 SE fGh C3 file ndard �WABNa9G-Verity destgn Parameters and BEAD NOTES ON 7MS AND/NCLUDED MmEK NEFENANCEPAGE N67473 rev. 1aV%!?01S BEFORE USE Design valid for use only with MnekO connectors. ihIs design Is based only upon parameters shown, and Is for an IndNltlual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling Individual truss chord members only.Additional temporary and bracing Welk' prevent of web and/or permanent Is always required for sfabll8y and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 69U Parke East Blvd. fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSUIPII Quality Cdfedo, DSa419.and SCSI Balding Component Safety Infonnalbmvallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Tess Type Illy Ply CARLTON 299 ' T17089645 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Marl l 2018 MiTek Industdes, Inc. Fri May 17 09:24:52 2019 Page 2 ID:kFvnsnOwY419Zh(D_nM3lc6y1J9g-45uhOc5Dv4VT_UaZ13sj9SES6mkaR7tOAV5FBzFeB9 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 (Ib) Vert: 28=-641(F)23=-641(F) AwARNmG- Verirydeslgnparametersend READ NOTES ON THIS AND INCLUDEDMREKREFERANCE PAGE MIF14TJrsy. 1041VO1S BEFORE USE Design volld for use aMy with MTek® connectors. This design Is based only upon parameters shown, and Is for an IndMiduM 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 overall bullOingdesign. Bracing Indicated is to buckling Individual tiussweb and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabr Conan, storage, delivery, erection and bracing of trusses end truss systems. seeANSVIPII CuT2 Critelli DS549.and BCSI SuSdhp Component 69N Parke East Biel. Safety Informationovallabie from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22 14. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 • ' T77089646 M11412 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Foil Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Fri May 17 09:24:53 2019 Page 1 ID:kFvnsn0wY419ZhO_nM3lc6ylJ9g-YHS3dy6sgNdKcd9mbmOyhfmd4A1vAZOAP9goFezFeS8 11-0.0 740-0 1"0 2. D 28-2 Ira- 7.10-0 l 5-10-0 4-. 4-4-0 1 5-10 Scale =.1:61.9 5x8 MT18HS= 5x8 MT18HS= 4.00 F12 3.4 11 5.8 = 3x4 II :14 14 ao do JI do `-" 11 4u 3x5 = 3.4 II 4x6 = 6x12 = 6x12 = 46 = 3.4 It 3x5 = 7-10.0 1&8-0 22-4.0 28-2-0 36-a0 7-10-0 1 s-to-D 1 e-e-D 1 5-10-0 1 7aao Plate Offsets MY)-- f3:0-5-4 0-2-81 (5:0-4-D 0-3-01 f7:0-5-4 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(ILL) -0.21 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.44 12-13 >609 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(CT) 0.06 8 We n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Wind(LL) 0.2210-21 >999 240 Weight: 1611b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4SP 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 3-4-6 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 1 Row 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 Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-369/211, 3-4— 1158/2051, 4-5_ 115812051, 5-6=-2318/1425, 6-7=-2318/1425, 7-8=-2981/1789 BOT CHORD 2-15— 196/311, 13-15=-201/342, 12-13= 246/452, 10-12=-1588/2818, 8-10=-1578/2786 WEBS 3-15=-181/648, 3-13_ 2568/1568,4-13=-640/587,5-13=-2900/1855, 5-12=-1172/2196, 6-12=-611/569, 7-12=-558/375, 7-10=-184/651 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psY BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber OOL=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 psi bottom chard live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 to uplift at joint 2, 2107 lb uplift at joint 13 and 7991b uplift at joint B. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1371b down and 301 Ito up at 7-10-0, 103 It, down and 170 lb up at 10-0-12, 103 lb down and 170 lb up at 12-0-12, 103 lb down and 170 lb up at 14-0-12, 103 lb down and 170 Ito up at 16-0-12, 103 go down and 170 to up at 18-0-12, 103 lb down and 170 Ito up at 19-11-4, 103 lb down and 170 lb up at 21-114, 103 lb down and 170 to up at 23-114, and 103 lb down and 170 lb up at 25-114, and 1371b down and 301 Ito up at 28-2-0 on top chard, and 3401b down and 2231b up at 7-10-0, 77 Ad down and 1 lb up at 8-0-12, 77 lb down and 1 to up at 10-0-12, 77 Ito down and 1 Ito 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 go down and 1 lb up at 18-0-12, 77 Ito down and 1 Ito up at 19-1IA. 771b down and 1 Ito up at 21-114, 77 Ito down and 1 Ito up at 23-114, 77 Ito down and 1 Ito up at 25-114, and 771b down and 1 Ito up at 27-11.4, and 340 Ito down and 2231b up at 28-2-0 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Thomas A Alban! PE No.38380 MiTek USA, Inc, FL Cad 6834 69114 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 AWARNING -Vsrilydesign psremeregendRE DNOTESONTHISMDINCLUDEDMMEKREFENANCEPAGEMIP7473.1VM11Nd015BEFOREUSE Design valid for use only with MTeldii, connectors. This design Is based only upon parameters shown, and Is for on individual building Component not a foss system. Before use, me building designer must verify me oppllcachlty of design parameters and property Incorporate this design Into Me overall building design.. Bracing Indicated is to buckling lndNldual members only. Additional temporary and brocing MiTek' prevent of hum web and/or chord permanent Is always required for stabDty, and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fi904 Palle East Blvd. 690 East B fabrication, storage, deiNery, erecflon and bracing of trusses and truss systems seeANSIHPII Quality Othirlo, DSI-09 and SCSI Building Component Safety Infoenutbna✓olloble from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. a, FL P33610 dab s TrussTypeOly Ply CARLTON 299T77089646 T HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. I'd May 17 09:24:53 2019 Page 2 ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-YHS3dy6sgN0Kcd9mbmOyhfmd4A1vAZOAP9goFezFeB8 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-7— 54, 7-9=-54, 16-19= 20 Concentrated Loads (lb) Vert: 3=-137(B) 5=-103(B) 7=-137(B) 14=-49(B) 15= 389(B)10= 389(B) 11=49(B)22= 103(B)24=-103(B) 26— 103(B) 27=-103(B) 28=-103(B) 29=-103(B) 31— 103(B) 33=-103(B) 34=-49(B) 35=-49(B) 36=-49(B) 37= 49(B) 38=-49(B) 39=-49(B) 40=-09(B) Q WARNING- Verdydes/SRPe.etereend READ NOTES ON TNISANDMCLUDEDMNEKREFERANCEPAGEMX74Terev. te&Aat015BEFOREUSE Design valid for use only with MBea connectors. IDB design Is based only upon parameters shown. and Is for an Individual builtling component not a truss system. Before use, the bulding designer must verify the opplicablllty of design parameters and properly Incorporate th6 design Into the overall bulldingdesign. Bracing Indicated Is to buckling and/or chord members only. Additional temporary and permanembmcing MiTek' prevent ofind'Mdualtrussweb Is always required for dololllly 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 fuss systems. seeAN3linpil GualXv Criteria. OSe29 and BCSI Binding Component 69a4 Parke East Blvd. Safety Informalbrrnollable from Truss Plate Institute, 216 N. We Skeet State 312, Alexandria. VA 22914. Tampa, FL 33610 Jvb Truss Truss Type Cry Ply CARLTON 299 ' T17089647 M11412 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industnes, Inc. Fri May 17 09:24:54 2019 Page 1 I D:kFwsnOwY4192hO_nM3lc6y1J9g-OT7RrH7URMBDnky9UvBEtJwBaW wDKJepaLn4zFeB7 t_ -1-0-0 2-0-0 1.0.0 2.0.0 Scale = 1:7.8 3x4 = 2.0.0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Vd 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 Ven(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 first n/a BCDL 10.0 Code FBC2017/1'P12014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 8 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=37/Mechanical, 2=141/0-8-0, 4=2zmechanical Max Hoe 2=67(LC 12) Max Uplift 3=-27(LC 12), 2=-136(LC 12). 4=-3(LC 9) Max Gmv 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -Al forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. 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., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces 14 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 2) This truss has been designed fora 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) • This Imss has been designed for a live load of 2(1 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 27lb uplift at joint 3, 136lb uplift at joint 2 and 3lb uplift at joint 4. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNWG-Vedrydeslgnparemetereend READNOTES ON MIS AND WCLUDEDr4REKREFERANCEPA0EAV474M.1 MASIVI01SISUOREUSE Design valid for use only with Mnek® connectors. This design Is based onlyupon parametersshown, and Is for an IndNltlual bulling component not a Was system. Before use, the bulding designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall buldingdosgn.Bracing Indicated Is to bucWing Of hdividual truss web and/or chord members only. Addlllonal temporary and peananent bracing M!Tek' prevent Is always required for stability and to prevent collapse wifin possible Personal Injury and property damage. For general guldonce regarding the fabdcation. storage, dellvery, erection and bracing of trusses and truss systems, seeANSVRl1 Guall y CMnlo. DS349 and SCSI Building Component 6904 Parke East Bmd. Safety Inlarmatlonavolable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty Ply CARLTON 299 ' T17089648 M11412 J4 MONO TRUSS 8 1 Job Reference (ootenap Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:54 2019 Page 1 ID:kFvnsnOwY419ZhOSM31c6y1J9g-OT7RrH7URhIBDnky9UVBEtJt6aSFvDKJepaLn4zFeB7 4.0.0 1-0.p I 4-0-0 Scale =1:11.1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES . GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.37 Ven(CL) -0.01 4-7 >999 360 MT20 2441190 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 n/a n/a BCDL 10.0 Code FBC2017rFPI2014 Matrix -MP Wind(LL) 0,02 4-7 >999 240 Weight: 141b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical Max Horz 2=102(LC 12) Max Uplift 3=-77(LC 12), 2= 159(LC 12), 4=-7(LC 12) Max Gmv 3=91(LC 17). 2=204(LC 1), 4=67(LC 3) FORCES. (Ib) -. Max. Comp./Max. Ten. - All.forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=12ft; B=59ft; L=3611; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) -1-0-0 to 2-7-3, Interior(t) 2-7-3 to 3-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3, 159lb uplift at joint 2 and 7lb uplift at joint 4. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 8634 B904 Parke East Blyd. Tampa FL 33610 Date: May 17,2019 doh Truss Truss Type aY Ply CARLTON 299 T77089649 M11412 J6 MONO TRUSS 8 1 Job Reference o tional chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:55 2019 Page 1 ID:kFvnsnOwY419Zh0 nM31c6ylJ9g-UgZg2d86C?12rxJ8iBORn4s2Dzg9egaTsTJvJWzFeB6 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (lac) Udefl L1tl TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TP12014 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-e-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 Gray 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (Ib) --Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale-1:14.6 PLATES GRIP MT20 244/190 Weight: 20lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasdi 28mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=591t; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpli 8; 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 & MWFRS for reactions shown; Lumber DOL=1.60 plategrip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 21 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 129 lb uplift at joint 3, 192 lb uplift at joint 2 and 8 Ito uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6SO4 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 AWAHNDIG- Verltydeslgnparemetaro..dRE DNOTEBOMMiSAND01CLUDEDMREKFEFEBANCEPAGEMl474nmi,iDD11a15BEFOBEUSE Design valid for use ony with Mreh®connectoa. this design Is based only upon parameters shown, and Is for an InclMidual building component, not a truss system. Before use, me building designer must verify the applicabllityof design parametersand properly Incorporate ins design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required! for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication storage. delivery, erection and bracing of trusses and buss systems. socAN61/iPll Quality Ci6era. DSB49 and SCSI Balding Component 69" Parke East Blvd. Safety tnformafbnwallobie from Truss Plots Institute, 218 N. We street, suite 312, Alexandria. VA 22314. Tampa, FL 33610 dols Tess Truss Type Ory Ply CARLTON 299 ' T77089650 M11412 J8 MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 5 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:56 2019 Page 1 ID:kFvnsnOwY4197hOSM3lc6ylJ9g.ys7CGz8kzl7vT5uLGuxgJ109wN64N7pc573SryzFeB5 Scale=1:17.4 Plate Offsets (X Y)— 12:0-3-14,0-1-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14. 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 261b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Horz 2=178(LC 12) Max Uplift 3=-174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Gmv 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (lb) - Max. Comp.IMax. 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 ac 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(l) 2-7-3 to 7-10-4 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 fist 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 bearing plate capable of withstanding 174 lb uplift at joint 3, 2261b uplift at joint 2 and 13 Its uplift at joint 4. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610. Date: May 17,2019 AWARNING -VedfydeslSOparemefereendREADNO7ESONMMANDDlCLUDEDMR KREFERANCEPAGEMIN4nrsv 1611342015BEFOREUSE Design valid for use only with Mgek® connectors. This design Is based only upon parameters shown and Is for an Individual building component, not a buss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the M1Tek' fobrlcatlon storage, delivery. erection and bracing of trusses and truss system& seeANSU191I Cualryy CRlrb, DS689 and lICS1 aalding Component Sabry Nlarmalbnwollobleftam Truss Piote InsflNte. 218 N. Lee Street Suite 312, Alexantldo, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 ;Job T17089651 JT��Truss 412 �Qtyply]CARLTON�291 =a, Inc., F0n Florae, FL 3x4 = 6.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:56 2019 Page 1 ID:kFvnsnOwY419Zh0_nM31c6ylJ9g-ys7CGzBkzl?vT5uLGtaigJ109PN6PN7pc573SryzFeB5 Scale a 1:17.2 Plate Offsets (X Y)— [2:0-1-14 Edgel -- -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Hall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(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 HOR(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: 261b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (IWsize) 3=1B4/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Horz 2=175(LC 12) Max Uplift 3=-170(LC 12), 2=-223(LC 12). 4_ 13(LC 12) Max Grav 3=191(LC 17), 2=342(LC 1). 4=138(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 6-0-0 oc pur ins. 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 2-73, Interior(l) 2-7-3 to 7-84 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 3, 223 It, uplift at joint 2 and 13 Ib uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 17,2019 O WARNING -VedlydedSn Pammetemand READ NOTES ON TMSANOINCLUDEDMBEKREFERANCEPAGEM/F74T4mv. IGA3Vl?D15BEF0RE USE Design valid for use only with Mnek®connectors. This design Is based only upon poramefersshown and is for an individual balding component, not a truss system. Before use, the building designer must verify the apalcablllly of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated b to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wim possible personal Injury and properly damage. For general guidance regarding the fobrlca0on storage, delivery, erection antl bracing of busses antl truss systems, seeANS91P11 Quality Cii DSB49 and B(SI Building Component 69" Parke East Bind. Safety Wormatbnavotabie from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexondrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 ' T17089652 M11412 KJB MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Foil Pierce, FL 3,4 = 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:57 2019 ID:kFv nOwY4I9Zh0_nM3lc6ylJ9g-02haTJ9Mkc7m4FTXgcSVSVxDynWn6V6Kno00 3,4 = 5 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TC 0.21 Vert(LL) -0.05 6-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 I SC 0.25 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0 Rep Stress ]nor NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/FP12014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight: 44 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=46210-11-5. 5=406/Mechanical Max Harz 2=178(LC 8) Max Uplift 4_ 102(LC 8), 2=-187(LC 8), 5=-118(LC 8) FORCES. (lb) -Max CompJMaK 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=12h; B=59ft; L=36ft; eave=5tt; 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 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 4, 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) 39lb down and 58 lb up at 2-11-0, 39 lb down and 58 lb up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, 8lb down and 101 It, up at 5-8-15, and 421b down and 143lb up at 8-6-14, and 42 lb down and 143 lb up at 8-6-14 on top chord, and 47 lb down and 28 lb up at 2-11-0. 47 lb 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 Ib down and 14 lb up at B-6-14, and 31 lb down and 14 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40,B=40) 11= 2(F=-1, B= 1) 12=-B3(F=-42, B= 42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=-25, 8=-25) Thomas A Alban! PE No.36360 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 OWARNING- Vemlydes/gnperamefivsmd READNOTES ON TNLSANDINCLUDED MDEKREFER4NCEPAGEM1P7474rev. 1003,2015BEFORE USE Design valid for use only with MiTek® connectors. This design 6 based ody upon parameters shown, and Is for an IndNldual building component, not a hum system. Before use, the building designer must verify the appllcablllty, of design parameters and property Incorporate this design Into me overall building design. Bracing Indicated Is to prevent buckling of individual muss web and/or chord members only. Additional temporary and permanent bracing 6 always required for nobility and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication storage, deilvery, erection and bracing of trusses and trusssystems seeANSVlPII QualMByy Criteria. D5949 and BCS] Building Component Safety tnformotbmvolloble from Truss Plate Institute. 218 N. Lee Street. Suite 312 Nexontlrlo, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 • T77089653 M11412 KJAB MONO TRUSS 2 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries. Inc. Fri May 17 09:24:58 2019 Scale=1:19.9 3x4 = 30 = 61 4-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/i Lid PLATES GRIP TCLL 20.0 -Plate Gdp DOL 1.25 TC 0.20 Vert(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Hoa(CT) 0.01 5 PIG n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Rc ize) 4=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical Max Ho¢ 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 (lb) or less except when shown. TOP CHORD 2-3=-846/526 BOT CHORD 2-6>520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5=-884/565 NOTES- 1) Wind: ASCE 7-10; VuIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; 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 Ib uplift at joint 4, 321 Ib 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 lb down and 58lb up at 2-11-0, 8 Ib down and 101 Ib up at 5-8-15, 8 lb down and 101 Ib up at 5-8-15, and 42 lb down and 143 lb up at 8-6-14, and 42lb down and 143 lb up at 8-6-14 on top chord, and 31 Ib up at 2-11-0, 31 Ib up at 2-11-0, 10 Ib down and 30 lb up at 5-8-15, 10 lb down and 30 lb up at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14 Ib up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) 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 Alban! PE No.39389 MTek USA, Inc. FL Cart 6634 6904 Parka East Bind. Tampa FL 33610 Dale: May 17,2019 Q WARNING -Adfydesf9nPrzmeivrsand RFi1DNOTES ON WISANDINCLUDEDMMEKBEFEBANCEPAGEM6)4Y.frev. IhAY1015BEFOBE USE Design valid for use only with Mffai connectors. The design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the oppllcabllry of design parameters and properly Incorporate this design Into the overall building design Bracing Irclooted is to prevent bui of lndlvldual taus web and/Or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of hums and truss systems, meANSVMII Qua lIB@yy Criteria. Di and SCSI Building Component 69N Palle East BNd. Safety Informatbnovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexcndrlo, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 13 /4 Center plate on Joint unless x, y offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth, 1/11. L L r4� For 4 x 2 orientation, locate plates 0-'he" 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 symbolshown and/or brain by text in The bracing section of the output. Use T or I bracing if Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown Inftsc sixteenths t It�l (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-131 1, ESR-135Z ESR1988 ER-3907, ESR-236Z 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 mm W1 a 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 trussat each Joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/IPI 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 B to camber for dead load deflection. 11. Plate type, sae, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and sae, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIITPI 1 Quality Criteria.