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TRUSS PAPPERWORK
RE: M11412 MiTek USA, Inc. CARLTON 299 6904 Parke East Blvd. Tampa, FL-33610-4115 Site Information: f Customer: Wynne Development Corp Project Name: M11412 Lot/Block: Model: Sterling ` Address: unknown Subdivision_: City: St Lucie County State: FL General Truss Engineering Criteria & Design toads (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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal#- Truss Name Date 1 T17089636,. 2 T1708963. a al 5/17/2019 @ / 5/17/2019 C 3 T17089638 . a2 5/17/2019 �,yP FILE 4 - T17089639 a3 5/17/2019 - 5 T17089640 a4 .. 5/17/2019 6 T17089641 a5 5/17/2019 -7 T17089642 ata 5/17/2019 ���� �� FOR T17089643 atli 5/17/2019 9 T17089644 atc 5/17/2019 CODE COMPLIANCE.. 10 T17089645 11 T17089646 bhs gra 5/17/2019 5/17/2019 S'T. LUCIE COUNTY 12 T17089647 j2 5/17/2019 I3�DC 13' T17089648 j4 5/17/2019 14 T17089649 j6 5/17/2019 SCANNED 15 T17089650 j8 5/17/2019 BY 16 T17089651 " ja8 5/17/2019 St. Lucie County 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: Alberti, 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 ANSVTPI 1. These designs are based upon parameters shown (e.g., loads, supports; dimensions, shapes and design codes), which were given to MiTek. Any; project specfic information included is for MiTek customers file reference purpose only,and was not taken into account in the preparation of these designs. -MiTek has not independently verified the applicability of the design parameters or thedesignsfor any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs intotheoverall building design:per ANSUTPI 1, Chapter 2. y I V J1J' V V 91 STATE OF ��� %% Thomas A. AlbW PE N0.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East 01A Tampa FL33610 May 17, 2019 1 of 1 Albani, Thomas Job Truss Truss Type Oty Ply CARLTON 299 - T77089636 M11412 A SPECIAL 1 1 Job Reference (optional) Urain rs lPUGS, Inc., ran Fierce, rL 0. IOU GMN P, cV 10 Vid I en n,uuaWeo, Pic. F.1 n ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-NAHvKEyG?EunxpeSyhN 1-0- 0-6-0 -10-0 13.8-0 19-&3 26-2.0 28-9.4 36- -0- 8-6-0 1-4-0 &10-0 5-9-3 6.8,13 2-7-0 7-2 5xB = Sx12 Mi18HS= 3x5 �� 4x5 = 4x6 = 4x5 = 4.00 12 - - SWIG = 1:63.0 16 15 414 0 3x4 = 3x6 = 3X4 5xS 2.00 12 4xl0 = LOADING last) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip COL, 1.25 TO 0.94 Ved(LL) -0.7313-14 >595 360 MT20 244/190 TCDL 7.0 Lumber DOL '1.25 BC 0:94." VBd(CT) -1.3413-14 >321 240 MT18H5 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 n/a Na BCDL 10.0 Code. FBC2017/TPI2014 Matrix -MS Wind(L-) 1.0113-14 >428 240 Weight: 161 Ib FT=20% LUMBER- BRACING - TOP CHORD :2x4 SP M 30 *Except* TOP CHORD -Structural wood sheathing directly applied. 6-8:-2x4 SP M 31 BOT CHORD. 'Rigid ceiling directly applied or 2-2-0 oc bracing: BOT CHORD 2x4 SP M 30 WEBS 2x4 SP N6.3 REACTIONS. - (lb/size) 2=1386/0-8-0, 10=138610-8-0 .-MaxHorz 2=-119(LC 10) Mix 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= 3338/2212, 3-4=-3134/2132, 4-5=-3441/2388, 5-7=-5141/3470; 7-8=-6766/4392, 8-9=-5629/3608, 9-10=-5945/3856 BOT CHORD 2-16=-1989/3129, 15-16=-1777/2918, 14-15=-2177/3455, 13-14=.9307/5216, 12-13=-3301/5421, 10-12=-3593/5659 WEBS 3-16=-527/480, 4-16=-413/669,4-15=-595f785, 5-15=-97E1733, 5-14=-1198/1876, 7-14=-851/667, 7-13=-962/1695, 8-13= 1260/1909,8-12= 45/349, 9-12=-319/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph,(3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpil S; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(i) 2-7-3 to 37-0-0 zone;C-C for - members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurent with any other live loads. - 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.'-_.'. 7) Bearing at joint(s) 10 considers parallel to grain value.using ANSUTPI 1 angle to grain formula. Building designer should 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 8461b uplift at 4 joint 10. .. ...... .. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 A WARNING - Verily 0eagn Paiamefemmd READ NOTES ON WISAND INCLUDED MREKREFE11ANCEPAGEN&74 rev. 10=?0159EF0RE USE Design valid for use only with M9elg connectors. Phis design B based oNy upon parameters shown, and Is for on Individual building component not a truss system. Before use, Me building designer mustycil Me applicability of design parameters and properly Incorporate this design Into the overall burdingdesign. aracingindicated Istobucldingofindlvidualhussweband/or chord members only. temporary and permanent bracing MiTek' prevent .Additional Is always required for stability and to prevent collapse win possible personal niury and property damage. For general guidance regarding Me fabrication, storage. delivery, erection and bracing of trusses and ti systems 500ANSVIPII Quality Cnfelb, DSB49 and BC51 Building Component 6904 Parke Easi BNtl. Safety Informatlancyc cable from Truss Plate Instlrute, 218 N. Lee Sheet, Suite 312, Alexandra VA 22314. Tampa. FL 33610 Job Truss Type City Ply CARLTON 299T77089637 M11412 TA1 SPECIAL i 1 Job Reference (optional)_____— unamDers i miss, Inc., ton Fierce, FL a.I JV]MG! 11 LVIO MII IIIL. rII IV�Oy 1/ Vy:<Y:4J LVItl 5,6 = 4.00 12 4 22 3xB = 5x6 = 5 23 6 Scale a 1:6a0 14 13 3x4 II " 3x6 = 3x4 = 5x6 2.00 12 = 4x10 = 8-6-0 13.8-0 Ran-1P 18-]4 24E0 28.94 36-LO 1 11s.n I s.p.n I a.T1.a 1 aa.a I z2-12 Plate Offsets (X Y)-- [2:0-0-2 Edge]f8:0-2-10 Edael [13:0-3-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.61 Vert(LL) -0.58 11 >749 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.07 11-12 >402 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Hom(CT) 0.40 8 n/a I BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(L-) 0.80 11 >541 240 Weight: 1631b FT=20% LUMBER- BRACING - TOP CHORD 2x4SP M 30 - TOP CHORD .Structural wood sheathing directly applied or 2-7-2 be puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 do bracing. WEBS 2x4 SIP No.3 WEBS 1Row at midpt 5-13 REACTIONS. (Ib/size) 2=1366/0-8-0, 8=1386/0-8-0 Max Horc 2=-141(LC 10) Max Uplift 2=-946(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, 34=-3358/2292, 4-5=-2798/1921, 5-6=-4830/3137, 6-7=-5353/3403, 7-8=-5962/3751 BOT CHORD 2-14=-1935/3141, 13-14=-1610/2666, 12-13=-2399/3926, 11-12= 2400/3924, 10-11=-3499/5680,8-10=-3492/5669 WEBS 3-14=404/391, 4-14=-507/T77,4-13=-151/409, 5-13=-1376/890, 5-11=-557/1048, 6-11=-849/1449, 7-11=-641/463 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=121t; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-0to 2-7-3, Intedor(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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.Opst on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers. parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface: 8) Provide mechanical connection (by others) of truss to bearing plate Capable of, withstanding 8461la uplift at joint 2 and 946 lb uplift at joint 8. Thomas A Mbanl PE No.3938D MiTek USA, Inc. FL Cad 6834 69D4 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 ,&WARNING- Verlrytlesrgnparamefensand RE4101 SON TNISANO INCLUDED MREKNEFERANCEPAGEM/H4mrs- 1DOUVOISBEFORE USE Design valid for use only with Idlrek® connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the boding designer must verify the applicoarly of design parameters and property Incorporate this design Into the overall bullding design. Bracing Indicated Ls to prevent buckling of Indivldual teas web and/or chord members only., Additional temporary and permanent bracing MiTek' Is always required for stability antl to prevent collapse with possible personal Niury and property damage. For general guidance regarding the ding Component , erection and bracing of tes and truss system& seeANSVrP11 Quality Carlo, DS349 and BCW Building fabrication, storage, delivery trusses Parka East Bivd. East B Safely hfarmationavailoble from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexondric, VA 22314. Tam a, FL P33610 Job Truss Truss Type Dry Ply CARLTON 299 T17089638 M11412 A2. SPECIAL 1 1 Jab Reference (option)._ _ unamoem r russ, IF m., ran rlerce, I-L o. wus rvmri o en iuw a r, nrvmy r r vn.cV:VYce r a r Gger ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-JYPglt?CocUcOFzI ZNjrgmu6RYvxZXarKF9gOfzFeBH t1-0-0 8-fi-0 13-10-0 18-0.0 22.2.0 24.6.0 I 28-9-4 36.0-0 37-0.0 1-0- 8-6-0 5-0-0 42-0 4-2-0 2-40 4-3-4 7- % Ir-0�0 4 now 5.6 = 3x4 = 5x6 4 5 6 4x6 Scale=1:63.0 15 14 as MI tans=. 3x6 =. 3x4 II 5x8 = 4x10 = 2.00 12 8-EO 13-8-0 22-2-0 24-&0 2&9-4 36-0.0 a.6.D s-2-n as-n 2-d-n 1 a s-a I 7-2-12 Plate Offsets (X Y)-- [2:06-6 Edae][9:0-2-10 Edael LOADING (psf) SPACING- 2-0-0 Cal. DEFL. in (too) Vasil Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.55 11-12 >779 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.0311-12 >419 240 MT18HS 2441160 BCLL 0.0 ' Rep Stress [nor YES WB 012 Hom(CT) 0.39 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(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 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=163(LC 11) Max Uplift 2=-846(LC 12), 9= 846(LC 12) BRACING - TOP CHORD .Structural wood sheathing directly applied or 2-7-0'.oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (Ila) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3359/2129, 3A---2661/1761, 4-5=-2445/1690, 56=-3533/2289, 6-7= 3698/2365, 7-8=-5359/3351, 8-9=-5963/3683 BOT CHORD 2-15=-1909/3146, 14-15=-1909/3146, 13-14=-1826/3099, 12-13=-3016/5125, 11-12=-3433/5679, 9-11=-3426/5669 WEBS 3-15=0/295, 3-14=-807/566,4-14= 354/620, 5-14=-916/581, 5-13= 261/668, 6-13=-588/1003,7-13=-2219/1408,7-12= f137A893,8-12= 628/443. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59N; L=36ft; eave=5ft; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated: - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6) ' This truss has been designed for a live load of20.0psf 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. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify oapaciry of beadng surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of, withstanding 846111 uplift at joint 2 and 846lb uplift at joint 9. Thomas A. AJbani PE No:39360 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 AWARNING- Verlfydesignparomelersand READ NOTES ON THISAND INCLUDED MREKREFER4NCEPAGEMIN4n rev. 1a 20f5aEFOREUSE Design valid for use only with MreW connectors. This design Is owed only upon parameters shown, and Is for on Individual bullding component, not �� a truss system. Before use, the building designer must verify the oppllcabalty, of design parameters and property Incorporate this design Into Me overall buildingdeagn, BrocingIndicated lstobuCltlingofindNldualimasweband/or chord members only.. Additional temporary and bracing MiTek' prevent permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricollon, storage. delNery, erection and bracing of trusses and truss systems, seeANSUIPII CuulOy CMr D5111419 and BCSI BuldYtp Component 6904 Parke East BNd.. Safety Mformatiomvailoble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Tru�Type��Q�typly99T77089639 M11412 A3: SP �CARLTON e (optional) Chambers I was, Inc., Fort Pierce, FL 8.13U a Mar 11 2018 MI l ex Intlumnes, Inc. Fn May 17 U9:24:45 2019 Page 1 4.00 12 5x6 = 4 5x6 = 5 Scale: 3/16'=1' 0 !2 15 .� 3x4 11 5x6 = 4x10 = 3ic5— 2.00 12 8-6.0 13-8-0 20-2-0 ) 24-fi-0 F 28-9-4 36-0.0 Plate Offsets (X Y)-- [2:0-1-2 Edgel 13:0-4-0 0-3-01 [7:0-3-0 Edge] [9i0-2-10 Edgel LOADING (pso SPACING- 2-M CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.5711-12 >761 360 MT20 '2441190 TCDL 7.0 Lumber DOL 1.25 BC0.94 Vert(CT) -1.05.11-12 >410 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Hors(CT) 0.40 9 r/a I BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.78 11-12. >551 240 Weight: 167lb FT=20% LUMBER- - BRACING - TOP CHORD 2x4Sp M 30 TOP CHORD BOT CHORD ' 2x4 SP M 30 BOTCHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Hoa 2=185(LC 11) Max Uplift 2= 846(LC 12), 9=-946(LC 12) FORCES. (Ib) - Max. CompJMax.'Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-0371/2103, 3-4=-2633/1707, 4-5=-2803/1850, "=-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=,379f702, 6-13=-2706/1659, 6-12=-109411946, 8-12=-611/435 Structure[ wood sheathing directly applied or 2-6-15 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at mill 0-13 NOTES- 1) Unbalanced met 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. 11; Exp C; Encl., GCpi=0:18; MW FRS (directional) and C-C Extmiod2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MI 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 pail bottom chard live load nonconcunent with any other live loads. 6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 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 846tb uplift at joint 2 and 846 lb uplift at joint!). .. .. ThomasA.Albani PE No:38380 MiTek USA, Inc. FL Cut 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May17,2019 Q WARNING Verify design parameters and READ NOTE60N MIS AND INCLUDED MREK REFERANCE PAGE MIP7473 rev. idDY1015 BEFORE USE Design valid for use only with Mirelsli) connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the building designer must verily me applicability of design parameters and property Incorporate this design Into the overoll bulldingdeslgo. Bracing indicated is to prevent buckling 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 tabricollor storage, delivery, erectlon and bracing of trusses and trust systems, seeAN51/IPII Quality Cdt ria, DSB-69 and 6G516u1ding ComponMt 69n4 Parr a East Bind. safety Informatlornvailoble from Truss Rate Institute, 218 N. Lee Street, Suite 312. Alexandra VA 22314. Tampa, FL 33610 Job Truss Truss Type ON Ply CARLTON 299 T77089640 M11412 A4 SPECIAL 1 1 Job Reference (o0tiona0 Gnam iers I runs, Inc., I-ert Fierce, FL 4.00 12 3x4 5 24 6.13U s Mar In 2U16 MI I eK Ineustnes, Inc. I-n May 17 09:24:46 2019 Page 1 Zh0_nM3lc6ylJ9g-FIJ(09Y1TKEIKGZ70homJvB_SgLbV1 NY8oZewVYzFeBF Sz6 5z6 WB� 7 8 Scale: 3/16'=1' 16 15 3x12 = 3x5 = 3x4 11 Sx8 = 2.00 4x10 = 12 153--28--00 2 4.66-00 2 3762.0-1-0 866 1 4-0.0 6 41 ) 2 Plate Offsets (X Y)-- [2:0-1-2;Edge] [8:0-3-0Edge] [10:0-2-10 Edge1 [15:0-2-12 0-3-0] LOADING (pso SPACING- 2-0-0 CS]. DEFL. in ([cc) Vdefl 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 COL 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 Hoa(CT) 0.42 10 n/a n/a BCDL 10.0 Code. FBC2017/TPI2014 Matnx-MS Wind(LL) 0.84 13 >513 240 Weight:. 1701b Ff=20% LUMBER- 'BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD .Structural wood sheathing directly applied or 2-6-11, cc purlins. BOTCHORD 2x4 SP M30 BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt , 7-14 OTHERS 2x4 SP No.3 - - REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 .Max Hom 2=-207(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=:2458/1735, 6-7=-2481/1719; 7-9=-5407/3513, 9-10=-5950/3765 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: ASIDE 7-10;Vult=165mph.(3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59R; 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, Interior(l) 2-7-3 to 18-0-0, Extedor(2):18-0-0 to _ 21i7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60.plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of.20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers. parallel to grain value -using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846 lb uplift at joint 10.- .. Thomas A. Mbard PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Bate. Mav V.2019 Job Truss -- Truss Type Oty Ply CARLTON 299 T77089641 M11412 AS', SPECIAL 7 1 Job Reference (optional) Gneri l mss, inc., 1-011 rates, YL U.IJU S Mar l I ZU1O MI I eK Inowasie5, Inc. rn May I I UV:4V:4/ ZU I rage 1 Scale = 1:61.9 4.00 12 Safi — 6. 3x4 24 25 Sib 3x6 5 5 Sx6 INS 7 3x4 4 4 8 3 3x4 C 9 23 26 13 2 U 11 m 14 7x8 MT1aH5= lo� d1- 3411 16 - - 15 4x10 0 3x5 = 3x4 11 Sx8 = 2.00 12' 4x10 = • 8-6-0 73-8.0 1841.0 {28-9-4 36.0-0 0.Rn SOA d-d-a a-B:n d-1d 7-1-19 Plate Offsets (X Y)-- f2:0-1-2 Edgel f8:0-3-0 Edgel f10:0-2-10 Edgel-(15:0-2-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) IldeB 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 7.6 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress liner 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:170111 FT=20% LUMBER- BRACING - 'TOP CHORD 2x4SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt - 7-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 .Max Horz 2=-208(LC 10) 'Max. Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 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 mot live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opsf; h=12ft; B=59tt; L=361t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0:18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Intedar(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of,20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPII 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 846 lb uplift at joint 10. . Thomas k Alban! PE No.39380 MiTek USA, Inc. FL Cert 66M 69D4 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 ' OWARNING- Verify design paromelersand READ NOTES ON THISAND wCLUDED MREKREFERANCEPAGEMII-74IS rev. 104Laa0r5BEFORE USE. Design valid for use only will IdOeWconnectors. This design Is based only upon parameters shown, and Is for an individual building component, not �, - a puresystem, Before use, e building designer mustvertfy the appllcabilllyof design parameters and property Incorporate this design Into the overall buildingdesign. Bracing Indicated Istobuckling ofindividual truas web and/or chord members only. temporary and permanentbracing MiTek' prevent .Additiooal Is always required for stability and to prevent collapse with poslble personal lnlury and . property damage. For general guidance regarding me fabrication, storage: delivery, erection and bracing of huses and truss systems. seeANSI/1911 CualIflflyy CmuO. DSB-69 and SCSI Building Comp went 69M Parke East Blvd. Tampa, FL 33610 Sufpty mformationavoiloble ham Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Job Truss Truss Type Oty, Ply CARLTON 299 T17089642 M11412 ATA COMMON 7 1 Job Reference o tional unamoers Truss, inc., tort Yleme, tL FAiiliay!709.24.462015 raye i Scale =1:61.0 4.00 12 5.6 = 6 17 15 14. •" 12 3x6 = 3x411 4z6 = :3x8.= 3x8= 4x6 3x4'11 3x8= LOADING (psf) SPACING- 2-0-0 CST. :DEFL. in (too)- Vdefl 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 n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.3414-15 >999 240 Weight: 172 lb FT=20% LUMBER- - -BRACING- TOP CHORD 2x4:SP M 30 TOP CHORID .Structural wood sheathing directly applied or 3-2-15 cc pudins. BOT CHORD W SP M 30 .. BOT CHORD 'Rigid ceiling directly applied or 5-2-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=143610-8-0, 10=143610-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (11b):or less except when shown. TOP CHORD 2-3=-354412053, 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= 1826/3323 WEBS 6-14=-569/1002, 7-14=-299/279, 9-14=-783/581, 9-12=01271, 6.15=-569/1002, 5-15=-300/279, 3-15=-782/581,3-17=0/271 NOTES- 1) Unbalanced met 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.OpsC h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -1-0-0 to 2-7-3„Interior(1) 2-7-3 to 18-0-0, Extedor(2) 18-M to 21-7-3 zone;C-C for members and farces & MW FRS for reactions shown; Lumber DOL=1.60,plate grip DOL=1.60 3) 100.0I1b AC unit loadplaced on the top chord, 18-0-0 from left and, 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 of20.Opsf on the bottom chord in: all areas where a rectangle 3-5-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 796 lb uplift at joint 10. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL33610 Date: .. Mav 179O1Q Job Truss Truss Type Cry Ply CARLTON 299 T17089643 M11412 TTB COMMON 1 1 Job Reference (optional) cnambers I nAs, Inc.. Fort Pierce, FL 8.13U S Mar 11 2UT8 MI I ex mammas, Inc. Fn May 17 09:24:49 2019 Page T 4.00 F12 5x6 = 6 Scale v 1:60.9 3z5 = 30 II 3x6 = ., 6x8.= 6.8 = 3x6 = 30 11 3x5 = 8-1-1 1 5-9-1 1-3-14 6-8-0 0.- 4 5.9-1 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in floc) 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 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Ven(CT) -0.2218-21 >1344 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Hom(CT) 0.02 15 n/a n/a BCDL .10.0 Code FBC2017/TP12014 Mardi Wind(LL) 0.1518-21 >999 240 Weight: 172 lb 'FT =20% LUMBER- BRACING- - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2a4'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.- (lb) - Max Ham 2=-208(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-433(LC 12), 14=-866(LC 12). 10= 240(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12397757; 3-5=-437/333, 5-6=-432/448, 6-7=-272?73, 7-9=-3761778, 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 Jive 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=5911; L=36ft; eave=5H; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 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) 100.0I1b 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 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except 6t=lb) 2=433,14=866,10=240. Thomas A Albanl PE No.39380 MiTek USA, Inc. FL Cart 6834 69D4 Parke East Blvd. Tampa FL 33610 Date: May17,2019 Q WARNING- Vedty Oeslgnpannetemand HEAD NOTES ON THIS AND WCLUDED MREK AEFFAANCEPAGEMX74PLev. 1NAD8p1SBEFORE USE Design valid for use only with MITekW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use. Me building designer must verify the applicability of design parameters and properly Inca porote this design Into the overall building design. &acing lnd1cated is to buckling of lndlvdual hum web and/or chord members only. Additional temporary and permanent bracing M(Tek* prevent Is always required for stability and to prevent collapse with possible personal hill and property damage. For general guidance regarding Me fobrimtlon, storage. delivery, erection and bracing of Musses and truss systems seeANSVIPII Qual8v Criteria. DS349 and 6CSI Building Component 69N Palle Ent BWtl. Safety Informatbmva0obia from Truss Plate InseMde. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22 14. Tampa, FL 33610 Job Truss Type Oty Ply CARLTON 299T17089644 M11412 �Truss COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn May 17 09:24:50 2019 Page 1 ;it c Scale = 1:60.9 4.00 F12 5x6 = 6 3x5 — 3x4 II 3x6 = 6x8 — 61 = 3x6 = 3x4 .II 3x6 B-1-1 13-10.9 .1S-9-0. 99.1-14 990-7 97-11"15 3B-n-0 1Tt2 0 8-1-1 15.9-1 1 6-11-14 '0- 9 5-8-8 8.1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 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 W13 0.68 Horz(CT) 0.02 15 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 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 purlins. 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 Ill 6-14 REACTIONS. All bearings 0-8-0 except Qt=length) 14. 0-11-5. . gla) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100111 or less atjoint(s) 15 except 2=433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 250111 or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22). 15=349(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1239/757, 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=-587/1178, 12-14=-188/281, 10-12=-188/281 WEBS 6-14=-1096/683,7-14= 303/281, 9-14=-B53/614, 916-16=-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; VuIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B_=59R; L=36ft; eave=5ft; Cat. II; Eli C; Encl., GCpi=0.18; MWFRS (directorial) and C-C Extedor(2) -1-0-0 to 2-73, Interior(1) 2-7-3 to 18-0-0„Extedor(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60.plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 18-0-0 from left and, 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 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, with BCDL= I0.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) -15 except at=lb) 2=433, 14=866, 10=240. - - Thomas A Albani PE No.39360 ' MiTek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 3361D Date: May 17,2019 A WARNING - Verily design paramerere and READ NOTES ON MISAND INCLUDED MMEK REFERANCE PAGE MD-T4n rev. I MI X11015 BEFORE USE Design valid for use only with Mill connectors. This desigQ based only upon parameters shown, and is for on Individual building component not ��• a truss system. Before use, the building designer must verify the apelcablaiy of design pmometels and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing MIMiT®k• prevent isalways required for stability and to prevent collapse wish possible personal Injury and propertydamage. For general guidance regarding the storage. deWery musses and and bracing of mand truss systems. seeANSI71P1c Qua11ry Criteria. DS049 and SCSI Building Component 6904 Parke East Blvd. Safety lnloenatbnavailable from Truss Plate lnsfil 218 N. Lee Street Suite 312 Alexandre. VA 22314. Tampa. FL 33610 Job Job Truss Truss Type City Ply CARLTON 299 T17089645 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, -Inc. FriMay 17 09:24:52 2019 Pagel - ID:kFvnsnOwY4I9Zh0_nM3lc6ylJ9g.45uhOc5Dv4VT_UaZ13sj9SES6mkoR7t0AV5FiBzFeB9 16-0-0 24-0-0 r1O0 6-0-0 12-0-0 110-0-0 )15-a-b 18-0-0 �20-0-0 22-1i-U22-ta-15 I zeo-o aeon 37-0-0 '1-o-d a-o-o 4-o-o z-0-o 1-6a zo-o. z-oo z-o-o of-t o,15 4-0-0 6-0a Fie-o' TOP CHORD MUST BE BRACED BY END JACKS, +-1.1 Scale: 3/16'=l' ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. � 5x6 = 9 12 14 7x10 MT11;5 7 19 ]x104.00 12 3xfir5 c = 116 17 20 II 2 21 22101 2 dIi a 28 '.2] 26 25. 24 23 o 3x6 II 4x6 = - 6.8 `— 6x8 = al It 3x5 = 3x6 = 3x6 = LOADING (ps, 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 Inor NO Code. FBC2017rrP12014 CS'. TC 0.73 BC 0.56 WB 0.83 Matrix -MS DEFL. in (l-c) Vasil Ud Valli -0.14 28-31 >999 360 Vert(CT) -0.25 23-34 >619 240 Horsi 0.04 21 Na n/a - Wind(LL) 0.2028-31 >909 240 PLATES MT20 MT18HS Weight: 2081b GRIP 244/19D 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD ,Structural wood sheathing directly applied or 4-2-12 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M cc bracing. WEBS 2x4 SP No.3 - WEBS 1Row at 111 20-25 2 Rows at 1/3 late 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 REACTIONS. All bearings 0-8-0 except at=length) 25=0-11-5. (lb)- Max Ho¢2=-208(LC 6) Max Uplift All uplift 100 Ib or less at joints) except 2=-583(LC 8), 26=-1557(LC 8), 25=-1259(LC 8), 21=-455(LC 8) Max Grav All reactions 2501b or less at joints) except 2=983(LC 13), 26-291f (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= 1473/724, 3-4=-2131718, 4-6=-213/718, 6-8=-213/718, 8-10=-213/718, 10-11= 213r718,11-13=-213(718, 13-15=213/718,15-17=-213r718, 17-19=-87/610,.19-20=-87/610, 3-5=-199/422, 5-7=-112/391, 7-9=-33/344, 12-14=0/257, 16-18=-67/301, 18-20--206/363 BOT CHORD " 2-28=-971/2236, 26-28=-922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23=-569/1344 WEBS 8-26=-1333/1008,17-25=-9791756,3-28=-419/1254,3-26=-3236/1698,20-23=-458/1210, 20-25=-2385/1201, 9-10=-706/569, 6-7=>30D241, 15-16=-062/372,.18-19=-497/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59rC 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) Allplatesare MT20 plates unless otherwise indicated. 5) Allplatesare 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed fora 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 tit 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 Its uplift at joint 26, 12591b uplift at joint 25 and 455 to uplift at joint 21... 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical puffin 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 devices) shall be provided sufficient to support concentrated loads) 967 lb down and 461 Its up at 28-0-0,-and 9671b down and 461 Ito 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 IF) or back (B). Thomas A. Albani PE No.39399 MiTek USA, Inc. FL Cart 6634 6994 Parke East Blvd. Tampa FL 33610 Date: Mau17 91h1 O ridard 0 WAHNWG- Verity deslgnparemetersand HEAD MOTES ON TK/SANDWCLUOEDMREKRE EMNCEPAGEMLL74]3mv. TWA12015SEFOHE USE wei Design valid for use only with MnekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, nor a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bui of Individual truss web and/or chord members any. 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, seamil rlPil CualXv Cattails, Dfai and 6C61 Building Component Safety lnfannatonavalloble from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexantlrio, VA 22314, - MiTek' 69M Parke East Blvd. Tampa, FL 3361a Truss Truss Type Oty Ply CARLTON 299T77089645 rMI'l 412 BHA COMMON 1 1 Job Reference (oDtiona0 Chambers Truss, Inc., FortPierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:52 2019 Page 2 ID:kFvnsn0wY4l9ZhO_nM3lc6ylJ9g-45uhQcSDv4VT__UaZ13sj9SES6mkoR7t0AV5FBzFeB9 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) 0 Job Truss Truss Type OtY PlA]COA N 299T77089646 M11412 HIP 1 rence(optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. FnMay 17 09:24:53 2019 1;-6 d 4.00 12 5x8 MT18HS= ax4 11 5x8 =3x4 II ov w uo ao ar oo -- i� vo 3.5 = 3x4 II 4x6 = 6.12 = U12 = 46 = 5x8 MT18HS 3x4 II Scale =1:61.9 gu� LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1%5 Lumber DOL 1.25 Rep Stress Inc( NO Code FBC2017/TP12014 -St. TC 0.71 BC 0.76 WB 0.84 Matrix -MS DEFL, Ven(LL) Vert(CT) Hou(CT) Wind(LL) in (too) Wall Ud -0.21 12-13 >999 360 -0.4412-13 >609 240 0.06 8 n/a n/a 0.22 10-21 >999 240 PLATES MT20 MT18HS Weight: 161 lb GRIP '244/190 244/190 F7=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP No.3 *Except' - WEBS 1 Row at midpt 3-13. 5-13 , 4-13,6-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=398/O-8-0, 13=354610-8-0, 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=-1158/2051.4-5=-115a/2051, 5-6=-2318/1425, 6-7=-2318/1425, - 7-8=-2981/1789 BOT CHORD 2-15=-196/311, 13-15=-201/342, 12-13=246/452, 10-12=-1588/2818, 8-10— 1578/2786 WEBS 3-15=-181/648, 3-13=-2568/1568, 4-13=640/587, 5-13=-2900/1855, 5-12=1172/2196, 6-12=-611/569, 7-12=-558/375, 7-10=-184/651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph.(3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 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 3-0-0 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 lb uplift at joint2, 2107 lb uplift at joint 13 and 799 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at 7.10-0, 103 Ito down and 170 lb up at 10-0-12, 103 lb down and 170 Ito up at 12-0-12, 103 It, down and 170 Ito up at 14-0-12, 103 lb down and 170 lb up at 16-0-12, 103 Ito down and 170 It, up at 18-0-12, 103 It, down and 170 lb up at 19-11-4. 103 lb down and 170 Ito up at 21-11-4, 103 Ito down and 170 It, up at 23-11-4, and 103 lb down and 170 lb up at 25-11-4, and 137 lb down and 301 Ito up at 28-2-0 on top chord, and 340 lb down and 223 Ib up at 7-10-0, 77 Ito down and 1 lb up at 8-0-12, 77 Ito down and 1 lbup at 10-0-12, 77 Ito down and 1 lb up at 12-0-12, 77 lb down and 1 lb up at 14-0-12, 77 It, down and 1 lb up at 16-0-12, 77 lb down and 1 lbat 18-0-12, 77 lb down and 1 lb up at 19-11-0, 77 lb down and 1 lb up at 21-11-4, 77 It,down and 1 lb up at 23-11-4, 77 lb Thomas A Nbani PE No.39360 .up down and 1 Ito up at 25-11-4, and 77 lb down and 1 lb up at 27-11-4, and 340 lb down and 223 lb up at 28-2-0 on bottom chord. MiTek USA, Inc. FL Cad 6634 The design/selection of such connection device(s) is the responsibility of others. 69114 Parke East Blvd. Tampa FL 33610 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD CASE(S) Standard Mav 17.2019 Job Truss Truss Type Oty Ply 299T77089646 FCARLTON M11412 GRA HIP 1nce (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:53 2019 Page 2 ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-YHS3dy6sgNdKcd9mbmOyhfrnd4A1 vAZOAP9goFezFeBB LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=L25, Plate Increase=1-25 Uniform Loads (plt) 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) I 0=-389(B) 11=A9(B)22=-103(B) 24=-103(B) 26=-103(B) 27=-103(B)28=-103(B) 29=-103(B) 31=-103(B) 33=-103(B) 34=-49(B) 35=-49(B) 36=-49(B) 37=-49(B) 38=-49(B) 39— 49(B) 40=-49(B) Q WARNING-Vedly Eesign/wremetersend BEAD NOMSONMMANOWCLUOEOMff KRUERANCEPAGEM674MMV. taT3V2015BEP0REUSE void for use only with WOO connectors. This design Is based only upon parameters shown, end Is for an Individual building component, not Wit a (rues system. Before use, Me building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall bulldingdesign. Bracing Indicated 6toprevent buckling ofindividual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is olwaysrequiredfor 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. seeANSVIPiI Ceoply Criteria. DS549 and SCSI Balding CompaMnt 69N Parke East BNB. Safety mformar anavoiiabie from Truss Plate Institute, 218 N. tee Street Suite 31Z Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T17089647 M11412 J2 MONO TRUSS 8 1 Job Reference (optional) Gnamoers I mss, Inc., ran Fierce, I-L a., 0a ma, - my a.s rage I ID:kFvnsnOwY419Zh0_nM3lc6yIJ9g-OT?RrH7URhIBDnky9UvBEtJwBaW wDKJepaLn4zFeB7 4 3x4 = LOADING (psf) SPACING- 2-0-0 CS]. TCLL 20.0 Plate Gdp DOL 1.25 TC 0.18 TCDL 7.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP 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/Mechanice[ . . Max Horz 2=67(LC 12) - Max Uplift 3=-27(LC'12). 2=-136(LC 12),4=-3(LC'9) Max Grav 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORCES. fib) Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown Scale = 1:7.8 DEFL. in (lee) 'Udell . Ud PLATES GRIP Vert(LL) -0.00 7 >999 3160 MIT20244/190 Vert(CT) -0.00' 7 >999 240 Horz(CT) -0.00 3 Na Na Wind(LL) '0.00 7 >999 240 Weight: 8lb FT=2 BRACING - TOP CHORD Structural wood sheathing directly applied -or2-0-0 oc puffins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuli 65mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=5911; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2),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 pet 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 bosom 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 271la uplift at joint 3, 1361b uplift at joint 2 and 3111 uplift at joint 4. - 0% Thomas A. Alban! PE N6.36380 MiTek USA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 ,&WARNING- Verhydesignparamerarsand READ NOTES ON MISAND INCLUDED MREKREFER4NCEPAGEMS74TJ®x. IGaa20rSREFOREUSE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and is for on individual building component, not �� a truss system. Before use, Me building designer must verify me applicability of design parameters and properly Incorporate thh design into fine overall bullding design. BraGng Indicated Is to buckling Individual truss web and/or chord members only.. Additional temporary and permanent bracing - MiTek' prevent of 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. weANSU1Pt1 Quality Criteria, Geri and SCSI Iluli Component 22314. ' 6904 Parke East Bald, . Temps, FL 33610 Safety Inlarmationovailable from Truss Plate Institute, 218 N. Lae Sheet Suite312 Alexandra, VA - Jab Truss Truss Type Oly Ply CARLTON 299 T77089648 M11412 J4 MONO TRUSS 8 1 Job Reference o tional cnamoers i ruse, inc., ran r,erce, M o 3x4 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) Vdefl. L/d TCLL 20.0 Plate Grip DOL.1.25 TC 0.37 Ved(LL) -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 [nor YES WB 0.00, Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Mafdx-MP Wind(LL) 0.02 4-7 >999 240 LUMBER- BRACING- PLATES GRIP MT20 2441190 Weight: 14 lb FT = 20 TOP CHORD 2x4 SP-No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2x4.SP No.3 - BOT CHORD .Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical Max Horz 2=102(LC 12) Max Uplift 3=-77(LC12), 2=-159(LC 12), 4=-7(LC 12) Max Grav 3=91(LC 17), 2=204(LC 1).4=67(LC 3) FORCES.. (Ib) -:Max. CompJMax. Ten..- AlI.forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.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, Inte6or(1) 2-7-3 to 3-10A 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 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 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members. 4) Refer togirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 771b uplift at joint 3, 159 lb uplift at joint 2 and 7 lb uplift at joint 4. Thomas A, Albani PE No.39380 MiTek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Job T_S Truss Type Oty Ply CARLTON299 T77089649 M11412 Jfi MONO TRUSS 8 1 Job Reference (optional) Ghambers Truss, Inc., Fort Pierce, FL 3.13U S Mar 11 2018 MI I ex MaU9meS, Inc. to May l / Ue:Z4:bb ZU19 rage 1 3x4 = .. 4 Scale=1:14.6 I. O-Vu LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ved(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL .1.25 BC 0.83 Ved(CT) -0.11 4-7 >652 240 BCLL 0.0 '_ Rep Stress lncr YES WB 0.00 Horz(CT) -0.00' 3 n/a n/a BCDL 10.0 Code FBC2017/TP120I4 Matrix -MP Wind(LL) Ohl 4-7 >639 240 Weight: 20 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. 130T CHORD 2x4SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=142/Mechanical, 2=27510-8-0, 4=70/Mechanical Max Horz 2=140(LC 12) Max Uplift 3=-129(LC 12). 2=-192(LC 12), 4=-B(LC 12) Max Gmv 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (Ib) -: Max. Comp./Max. Ten. -All fames 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.0pst h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; ExPC; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 5-104 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyotherlive 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 129 lb uplift at joint 3, 192 lb uplift at - joint 2 and 8111 uplift at joint 4. ro Thomas A. Albani PE No.39389 MiTek USA, Ina FL Cad 6634 69114 Parke East Blvd. Tampa FL 33610 Date: Mav 17 9n1A Truss Type Oty Ply 299T17089650 FCARLTON ��russ MONO TRUSS 11 1 rence [optional) Vnamners I russ, me., Fort Pierce, FL a.TJU s Mar 11 zui a MI I ex mausmes, me. en May 1 / U924:bb 2U1 I Yege 1 ID:kFvnsnOwY4l92hO nM3lc6ylJ9g-ys7CGz8kzl?vT5uLGuxgJ109wN64N7pc573SryzFeB5 1 3x4 4 Scale = 1:17.4 LOADING (psf) SPACING- 2-0.0 CSI. -DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61� Vert(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC OAT.: Vert(CT) -0.30. 4-7 >310 240 BCLL , 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n1a BCDL 10.0 Code. FBC2017/TPI2014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 261b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 .. TOP CHORD Structural wood sheathing directly applied or 6-0-0oc parties. BOT CHORD 2x4SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Hdre 2=178(LC 12) Max Uplift 3=-174(LC 12), 2= 226(LC 12), 4=-13(LC 12) Max Grav 3=195(LC 17). 2=348(LC 1).4=141(LC 3) FORCES. (Ib) - Man CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opsf; h=12ft; B=59(t; L=36ft; eave=5ft; Cat. II; Exp Q'Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-10-4 zone;C-C for members and forces & 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 174 Ib uplift at joint 3, 226 lb uplift at joint 2 and 131b uplift at joint 4. Thomas A, Alban PE No.39360 61iTek USA, Inc. FL Ced 6634 ... 6904 Parke East Blvd. Tampa FL 33610 Date: Mav 17.2019 Job Truss Truss Type Cry Ply CARLTON 299 T17089651 M11412 JAB MONO TRUSS 11 1 Job Reference (optional) , russ, e , ran rieme, rc 1 e.lau s mar it Lui a mI I ex mousmes, Inc. ra may 1 r UV:44:ob ZUI a rage 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-ys7CGz8kzl7vT5uLGuxgJ109PN6PN7pc573SryzFeBS Us = 4 Scale = 1:17.2 Plate Offsets (X Y)-- [2:0-1-14 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)- Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(L-) -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 lncr YES WB 0.00 HOR(CT) .0.00 3 Na n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Wind(ILL) 0.24 4-7 >392 240 Weight:.26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4.SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0'oc pudins. BOT CHORD 2x4'SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size)-3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Hoe 2=175(LC 12) MaxUplift3=-170(LC 12), 2=223(LC 12), 4=-13(LC 12) Max:Gmv 3=191(LC 17), 2=342(LC 1).4=138(LC 3) FORCES. (Ito) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust). Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36f ; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Fxtedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-8-4 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 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 3-6-0 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, 2231la uplift at joint 2 and 13 lb uplift at joint 4. • Thomas A. Albani PE No.39380 MiTek USA, Ina FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING- Verily designpammetem and READNOTES ON THIS ANDWCLVDEDMREKNEF JVCE PAGE 11411-74MNa, ldAV2MS BEFORE USE 111111111110111111 Design valid for use only went MBek0 connectors. This design Is based only upon parameters mown, ontl Is for an Intllvidual building component, not a hum system. Before use, Me.lau ding designer must verify the applicability of design parameters and properly Incorporate this design into Me overall buildingdeslgn. Bracing Indicated Bloprevent bucklingofindlAdualtnusw iaand/or chord members only.. Additional temporary and permanent brocing Is always required for stablllty and to prevent collapse with possible personal injury and: property damage. For general guidance regarding Me fabrication. storage; delivery, erection and bmcing of names and truss systems, seeANSVIPit QuaW Cdbrla. BSB-89 and SCSI Building Component Safety Infounakanavailable from Truss Plate Ia Shute, 218 N. We Sheet Suite .312 Ale,randrlo, VA 22314. - �,' MiTek' 6904 Palle East Blvd.. Tampa, FL 33610 TrussTruss Type City Ply CARLTON 299T77089652 rlobl412 KJB' MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fad Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn May 17 09:24:57 2019 2.3 II 3" = 3x4 = 5 LOADING (psf) TCCL 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 FBC2017rrPI2014 CSI. TC 0.21 BC 0.25 WS 0.35 Matrix -MS DEFL. in Vert(-L) -0.05 Ved(CT) -0.10 Hoa(CT) 0.01 Wind(LL) -0.D4 (too) Well Ud 6-9 >999 360 6-9 >999 240 5 n/a We 6-9 >999 240 PLATES GRIP MT20 244/190 Weight: 441b 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 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=462/0-11-5, 5=406/Mechanical Max Herz 2=178(LC 8) Max Uplift 4=-102(LC 8), 2— 187(LC 8), 5— l l8(LC 8) FORCES.. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP.CHORD 2-3=-866/230 BOTCHORD 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=4.2ps1; BCDL=3.Opst h=121q B=59ft; L=36ft; eave=5ft; Cat. II; Ea¢ C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed fora 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 girders) 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, 187 Ib uplift at joint 2 and 1181b uplift at joint 5. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 Ile up at 2-11-0. 39 lb down and'58 lb up at 2-11-0, 8lb down and 101111 up at 5-8-15, 8 lb down and 101 lb up at 5-8-15, and 421b down and 143tb up at 8-6-14, and 42 Ib down and 143 lb up at 8-6-14 on top chord, and 47 lb down and 281b up at 2-11-0, 47 It, down and 28 lb up at 2-11-0, 47 Ib down at 5-8.15, 47 lb down at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 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 (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— 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 1,109380 MiTek USA, Inc. FL Cod 6634 6904 Parka East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING-yer/yydesignparamefersand REAUNOTES ON TNISAND INCLUDED NmEKREF 11MUCEPAGEN674TJrev. Ia9:Y2015BEFOREUSE Design volld for use only with MRek®connectcrs. Thls design Is based only upon parameters shown, and is for on Individual building component, not a muss system. Before use, the building designer must voafy the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to buckling of Individual hussweb and/or chard members only.. Additional temporary and permanent bracing MiTek' prevent Is always required for steletity, and to prevent collapse wlM possible personal Injury and property damage. For general guidance regarding the fabrication, storoge, delivery, erection and bracing of Maras and puss systems. seeANSirrPI1 Quo0y Cr8u0, D311d9 and BCSI Building Component 69DI Parke East Blvd. Safety Informallonovoilobie from Truss Rate InstlMe, 218 N. Lee Sheet, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job ss Truss Type OtY Ply CARLTON 299 T17089653 M11412 TK'JUAB MONO TRUSS 2 1 Job Reference 1opliona0 Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 112018 MiTek Industries, Inc. FriMay 17 09:24:58 2019 Page 1 Scale =1:19.9 3x4 = 3x4 = 6-10-0 4-2-3 LOADING (Pat) SPACING- 2-0-0 CS1. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.20 Vert(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DO[- 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 H0rz(CT) 0.01 5 n/a 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 pudins. BOT CHORD 2x4 SP M 30 - BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=106/Mechanica1, 2=447/0-11-5, 5=385/Mechanical Max Horz 2=175(LC 8) Max Uplift 4=-107(LC 8), 2=-321(LC 8), 5=-202(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-846/526 . BOTCHORD 2-6=-520/815, 5-6-520/815 WEBS 3-6=0/268, 3-5=-884/565 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12tt; B=59N; L=36h; eave=5ft; Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This Imes has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit 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 It, uplift at joint 4, 321 lb 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) 39 Ib down and 58 lb up at 2-11-0, 39 lb down and 58 lb up at 2-11-0; 8lb down and 101 lb up at 5-8-15, 8lb down and 101 lb up at 5-8-15, and 42 lb down and 143 Ib up at 8-6-14, and 42 lb down and 143 lb up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2-11-0, 101b down and 301b up at 5-8-15, 10 Its down and 30 Ib up at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14 lb up. at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (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= 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 Albans PE No.39380 MiTek USA, Ina FL Cart 6634 6934 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 OWARNING-WrrJyds.Jgnpemmefsrs end READN0ES ON 7NISANeMCLUDEDMmEKREFERANCEPAGEMP74M.r .. faTa20159EFOREUSE Design valid for use only with M7ek® Connectors. this design Is based only upon parameters shown, and Is for on Inc Mduol build Ing component, not �� a truss system. Before use, the building designer most verity the applicability of design parameters and properly Incorporate this do9gn Into the overall building design. Bracing Indebted Is to prevent bucWing of Individual truss web and/or chord members only., Additional temporary and permanent bracing WOW is alwow requIred for stablllly and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the folodcoflon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSVIPII Quality CMBda, DSB49 and SCSI Building Component 69M Parke East Blvd. Safety Infannatlorlavallobie from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria. VA 22 14. Tampa, FL 33610' Symbols PLATE LOCATION.AND ORIENTATION 3/4 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. �T/1� I For 4 x 2 orientation, locate plates 0-%d' from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. 'Plate location details avallable In Milek 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 In dicated by symbol shown and/or by by tent 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. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown insixteenths (Drawings not foscale) JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE DENTIFIED BY END JOINT NUMBERS/LETrERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stabllity bracing for truss system e.g. diagonal orX-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 aftemative Tor I 0 bracing should be considered. Of a 3.. Never exceed the design loading shown and never = U stack materials on inadequately braced trusses. Oa 4. Provide copies of this truss design to the building �- designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. knots and wane at joint locations are regulated by ANSI/fPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. B. 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 Trusses are designed for wind loads in the plane of the specified. truss unless otherwise Shown. 13. Top chords must be sheathed or purtins provided at spacing Indicated on design. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing of 10 ft. spacing, or less if no ceiling is Installed. unless otherwise noted, established by others. 15. Connections not shown are the responsibility of others. © 2012 MITek® All Rights Reserved MiTek� Mirek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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 (frontback, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criterla.