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HomeMy WebLinkAboutTrussAA'A' 1�9' II II II II II M. V- -XI AIM �I �I UPS. Mills IMF . 1 Hatch Legend COFFERED CLNG T.O.B@ 19'-0e ®T.O.B@ 9'-0- HANGER LEGEND 511 11f12 • ALL h HANGERS GROWN ARE HTU28 UNLESS 5 OTHERWISE • ALL A FLOOR HANGERS SHOWN ARE HHUS48 UNLESS NOTED OTHERWISE MAIN WIND FORCE RESISTING SYE TEMIPC HYBRID IMPORTANT WIND MCU-10 ENCLOSED no, Crowing Must Be Approved Mtl 3/12 EXPOSURE CATEGORY C Retuned Before FabrkwUwI Wig OCCUPANCY CATEGORY II Begin. For Yaw Protection Check WIND LOAD to MPH Dimnalons Mtl conditions Mor To TCLL: 15 pSF TCLL: 40 PSF TOOL: 15 PSF TODL: 10 PSF BCOL: 5 p5F BCDL: 5 PSF TOTAL: 55 PSF TOTAL: 55 PSF DURATION: 125 DURATION: 1.00 CAUTIONW DO NOT ATTEMPT TO ERECT TRUSSES WRHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCIal SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. us. SHEATHING, PLIES AND BEARING BLOCK REQUIREMENTS. SCAB DETAIL5 (IF REQUIRED) UPLIFT AND GRAVITY REACTIONS. WARNING Sackcharges Will Not Be Accaptetl Regardless o/ Fault Without Nor Notification By Customer WINK N Houn And Invatigallon By Build m FirmtSoum. NO EXCEPTIONS. to General Conhaator le Respo ollble BUILDER: GRECNATI BUILDERS PROJECT: TIPPINS RES MODEL: TD'PINS RES ADDMSS:j 19105 0KEECHOSM M LOT / BLOCK: 109E CITY: PORT ST LUCIE COUNTY ST LUCIE DRAWN BY. JG JOB,: 31—T DATE: 10130R019 SCALE: NTS REVISIONS: 1. STUB FLOORS PER MARKUPS 3.NO D.T.C. GABLES PER MARKUPS 3 Limulmem FirstSoume ]015. NINGS HIGHWAY FORT PIECE, FL 30.9a Ph. (M)-COT53yg P'aQ Lumber design values are in accordance with ANSIfTPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2088179 - MiTek USA, Inc. Site Information: 6904Parke East Blvd. Customer Info: Grecnati Builders Project Name: Tippins Res Model: Tippins Resampa, FL33610-4115 Lot/Block: - Subdivision: - Address: 19105 Okeechobee Rd, - City: Port St. Lucie State: FL 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 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: 55.0 psf This package includes 39 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that Iam the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. q} 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 18 19 20 22 Seal# T18693807 T18693808 T18693809 T18693810 T18693811 T18693812 T18693813 T18693814 T18693815 T18693816 T18693817 T18693818 T18693819 T18693820 T18693821 T18693822 T18693823 T18693824 Truss Name Date No. Seal# Truss Name Date A01GE 11/19/19 23 T18693825 F13 11/19, A02 11/19/19 24 T18693826 FG1 11/19, A03 11/19/19 25 T18693827 FG2 11/19, A04 11/19/19 26 T18693828 FG3 11/19, A05GE 11/19/19 27 T18693829 FG4 11/191 BO1G 11/19/19 28 T18693830 HJ5 11/19, B02G 11/19/19 29 T18693831 J1 11/19, B03 11/19/19 30 T18693832 J3 11/19, C01GE 11/19/19 31 T18693833 J5 11/19, CO2 11/19/19 32 T18693834 M01 11/19, CO3G 11/19/19 33 T18693835 V01 11/19, F01 11/19/19 34 T18693836 V02 11/19, F02G_ 11/19/19' 35 T18693837 V03 11/19, F03 11/19/19 36 T18693838 VO4 11/19, F04 11/19/19 37 T18693839 V05 11/19, F05 11/19/19 38 T18693840 V06 11/19, F06G 11/19/19 39 T18693841 V07 11/19, F07 11/19/19 F08G 11/19/19 F09 11/19/19 F11 11/19/19 F12 11/19/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Fort Pierce). Truss Design Engineer's Name: Velez, Joaquin 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 ANSI/rPl 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 takedinto account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parametersorthe designs for any particular building. Before use, thebuilding designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPl 1, Chapter 2. III II if,". 681.82 / ATE OF '4/Z E?%%�,, Q� ����/ 11IIIIII` Joa uln Vela PE o.68182 �dm/\ MRe Usk Inc. Cod 6634 6984 a East d. Tampa R 33614 � Date: �`\! November 19,2019 Velez, Joaquin 1 of 1 Job Truss Times Type City Ply T78693803 2088179 A01GE Common Supported Gable 1 1 Job Reference loalionall bulmers rrrsr3ource Iron rlerce), Tort rlerce, rL-34B45, 8.240 s Jul 142019 MiTek Industries, Inc. Tue Nov 19 08:07:14 2019 Page 1 ID:xYTOOsSdFuZrxFVo_oR8SpyPvd9-Cl5aD1 UxgFU9gh?k8B9rGcb52ubNihwC GYhy?yHgph 1-11.6 33-0-0 0.2 16-6-0 31-0-8 - -14 35�0.0-2.0-0 40- 2002-a0 0_6 14�8 o-1-0 1-142 Scala = 1:59.3 5.00 12 4,15 = t0 9I8 �- 34 33 32 31 3029 28 27 26 2524 23 22 21 20 3x4 = 3x4 = 33-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 25.0 i Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.02 19 rdr 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.11. Vert(CT) -0.02 19 PIr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 HOrz(CT) 0.01 18 n/a n1a BCDL 5.0 Code FBC2017[rP12014 Matrix-S Weight: 1851b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 Be No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS- 2x4 SP No.3 REACTIONS. All bearings 33-0-0. (Ib) - Max Horz 2=-149(LC 10) Max Uplift All uplift 100 lb or less at joints) 28, 29, 31, 32, 33, 26, 25, 23, 22. 21 except 2= 188(LC 12). 34=-105(LC 12),20112), 18=-188(LC12) Max Grav All reactions 250 Ib or less at joints) 27, 28, 29, 31, 32, 33, 26, 25, 23, 22, 21 except 2=370(LC 1), 34=339(LC 21), 20=1 22), 18=370(LC 1) FORCES. (Ile) -Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 8.9=-108/309, 9-10=-129/364, 10-11=129/372, 11-12=-108/316, 12-13_ 87/256 WEBS 3-34=-295/252, 17-20= 295/252 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;,Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cal 11; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3)-1-11-510 1-0-11, Extedor(2) 1-0-11 to 16-6-0, Comer(3) 16-6-0 to 19-6-0, Exteriar(2) 19-6-0 to 34-11-5 zone: cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIRPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8) - This truss has beendesigned for a live load of 20.0psf 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 28, 29, 31, 32. 33, 26, 25, 23, 22, 21 except Qt=lb) 2=188, 34=105, 20=105, 18=188. Joaquin Velez PE No.66193 MTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 A WARNING. wrdrydesrgeperemetereend RE NOTES ON MISAND/NCLODEDMREKREf RANCEPAGEMIF74n3 I 1W0i@0158EFONE USE Design valid for use on1y wIM MTek® connectors. This design Is based only upon parameters shown, and Is for on in ilvidual building component. not ��- a hues system. Before use, the bulding designer must verily. the applloablllty of design parameters and properly Incorporate Mrs design Into Me overall building design. Bracing Indicated is to prevent buckling of individual buss web anti/or chord members only. Additional temporary and permanent bracing MiTek- is always requited for stability and to prevent collapse with possible persona/ injury and property damage. For general guidance regarding Me fobricotion; storage, delivery, erection and bracing of busses and truss systems, seeAN31/IPII QuoBm�a.. Criteria, MIMI? and BC61 Building Component Sabry Mformatbrrrvallabie from Truss Plate InsMote, 218 N. Lee Street, Butts 312, 69N Parke East BNe. FL Alexani VA 22314. Tampa, 33610 Job Truss Truss Type OfY Ply T18693804 2088179 A02 Common 1 1 Jab Reference (optional) otnimis nrslOourve Lron rlarcel, run narcn,,-avow, a.e4USJI1119LUIUMIleKlnauslnes,lnC. Iue N0Vla UB:U/ab2U19 Scale = 1:59.3 5.00 12 4x6 = 6 11< 0 3x4 = 46 = 3xB _ 4x6 = 3x4 = LOADING (psQ TCLL 25.0 TCDL 15.0 BCLL 0.0 ' BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.69 BC 0.80 W B 0.72 Matrix-S DEFL. Ved(LL) Vert(CT) Horz(CT) in (lac) Vdefl L/d -0.20 14-16 >999 240 -0.41 14-16 >955 180 0.13 10 rVa n/a PLATES_ GRIP MT20 2441190 Weight: 165111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1638/0-5-8, 10=163810-5-8 Max Horz 2=-149(LC 10) Max Uplift 2=-602(LC 12), 10=-602(LC 12) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3157/1159, 3-5=-2839/1073, 5-6— 1961/841, 6-7=-1961/841, 7-9=.2839/1073, 9-10=-3157/1169 BOT CHORD 2-16=-945/2820, 14-16=-699/2272, 12-14=-729/2272, 10-12=-979/2820 WEBS - 6-14=-431/1087, 7-14=750/384, 7-12=-112/433, 9-12=-381/228,5-14= 750/384, 5-16=-112/433, 3-16=-381/228 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsC h=25ft; B=45ft; L=2411; eave=4f : Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-11-5 to 1-0-11, Interior(1) 1-0-11 to 16-6-0, Extedor(2) 16-6-0 to 19-6-0, Intedor(1) 19-6-0 to 34-11-5 zone; cantilever left and right exposed ; antl vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • 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. _ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) 2=602, 10=602. Joaquin Velez PE No.68182 fill ek USA, Inc. FL Cart 6634 6304 Parke East Blvd. Tampa FL 33810 Data: November 19,2019 ,&WARNING-VsrydednParamerersend READ NOTES ON THIS AND INCLUDED MRENpEFERANCEPAGEM11-7473,c. laWo15aEFOREUSE Design valitl for use only with MRek6 connectors. This tleslgn Is based only upon parameters shown and Is for an Individual build irg component, not ��- a truss system. Before use, the bu Iding designer must verify the applioabllity of design parameters and properly Incorporate this tleslgn Into the overall building tleslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracng MiTeIC Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection end bracing of trusses and truss systems seeANSVIPII Qua' lyy CrlorO, DSB49 and SCSI Building Component 6904 Parl aEast 6Nd. Safety Infommgonavolloble from Truss Rafe Institute, 218 N. Lee Street, Sulfe 312, Also VA 22314, Tampa, FL 33610 Job Truss I runs I ype Q ryFly T18693805 2088179 A03 Roof Spedal 5 1 Job Relerence (optional) 0 B.240 s Od 29 2019 MiTek Industries, Inc. Tue Nov 19 10:32:102019 Pagel ID:xYTOOsSdFuZmFVcLoF,8SpyPvd9-aLFrDscOYfjHSpMLPavlpVfsh6iPiH?IpGzMpdyHfa3 -2-0-0 5-11-3 7-2-12 11-2-10 166-0 1 -0 23-9-0 28-1-3 30-8-e Mo 1802 2-0-0 541-3 1-3.8 3-11-td 5.36 6- 6-9-0 43-15 2-5-8 2-0-0 416 = 5.00 12 6xB= _... 7x10= 2x411 8-9-14 . 11.2-10 . 166-0 n-n,n Scale =1:59.6 23-51d 23-g.14 an -BA sna.sna.n.n a-9-14 24-11 5.36 6- 6-94 0- -10 6-8-10 0-142-4-10 Plate OftsetsiX,Y)-- 12:0-0-10,Edgel,[7:0-5-0.0-3-0],[8:0-10-10,0-0-01,[9:0-0-8,0-1-81,(11:0-2-8,0-4-0].114:0-3-12,Edge1 LOADING(psQ SPACING- 2-0-0 CSI. DEFL in (too) Vdeft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TIC 0.79 Verl(LL) -0.37 2-14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.65 2-14 >598 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.87 Horz(CT) -0.28 2 n/a Na BCDL 5.0 Code FBC2017rrP12014 Matrix-S Weight: 204 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 7-9: 2x5 SP M 26 BOT CHORD 2x4 SP No.2'Except- 2-14: 2x4 SP No.1, 8-11: 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x6 SP M 26 LBR SCAB 7-9 2x6 SP M 26 one side BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-6-3 oc bracing. WEBS 1 Row at midpt 7-11 REACTIONS. (lb/size) 2=1646/0-5-8, 9=1462/0-5-8 Max Ho¢9=152(LC 11) Max Uplift2=-605(LC 12), 9=-470(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2-17=-3010/1109, 3-17=-2903/1130, 3-4=-2568/1006, 4-5=-2453/1018, 5-18=-2224/912, 6-18=-2145/922,6-19=-2193/948,7-19=-2332/926,7-16=362611413,16-20=-3779/1394, 8-20=3805/1393, 8-9=-545/271 BOT CHORD 2-14=-927/2662, 10-11=-1192/3553, 8-10=-1192/3557 WEBS 6-11=-461/1225,11-14=-719/2274,5-11=-497/224, 3-14=-458/256,7-11— 1646/686, 7-10=0/329 NOTES- 1).®Attached 9-10-9 scab 7 to 9, front face(s) 2x6 SP M 26 with 2 howls) of 10d (0.131'x3°) nails spaced 9° o.c.except : starting at 5-4.4 from end at joint 7; nail 2 row(s) at 3° o.c. for 2-11-0. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=25ft; B=45ft; L-2411; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFPS (directional) and C-C Extedor(2)-1-11-5 to 1-0-11, Intedor(1) 1-0-11 to 1"-0, Extedor(2) 16-6-0 to 19-6-0, Interior(1) 19-670 to 32-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;CC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0,Pat bottom chord live load nonconcument with any other live loads. 5) - 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 fit between the bottom chord and any other members. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6051b uplift at joint 2 and 4701b uplift at joint 9. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 A WARNING - Verify design parameters and READ NOTIES ON MIS AND INCLUDED MffgK REFERANCE PAGE Mel ra, IQA1qV?dlS BEFORE USE. Deslgn valld for use only with MOekS connectors. This deslgn h based only upon parameters shown and Is for an individual building component, not a truss system. Before use, the bustling designer must verify the applicability, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and bracing M!Tek* permanent Is always required for stabilly and to prevent colopse wtth possIble personal injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of messes and truss systems, seeANSVrPIt ppa0y Criteria, DS049 and 501 Suldxrp Component 6904 Parke East Brie.safety m/armakorwallable from Truss Plate Institute, 218 N. Lee Sheet. Butte 312. AlexO; VA 22314. Tampa. FL 33610 Job Truss Truss Type Dry Ply T78693806 2088179 A04 Common 6 1 Job Reference (optional) Builders FirstSource (Fart Pierce), Fort Pierce, FL-34945, 142019 MiTek Industries, Inc. Tue Nov 19 08:07:162019 5.00 12 46 = Scale=1:57.1 Id axa — 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = 3x6 7-1-11 16-6-0 25-10.5 33-0.D 7-1-11 B-0-5 9-4-5 7-141 Plate Offsets MY)— [2:0-0-10 Edge] [10:0-0-10 Edge] LOADING (ps!) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.20 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) .0.42 13-15 >933 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.14 10 Na rda BCDL. 5.0 Code FBC20177TPI2014 Matrix-S Weight: 1621b FT=20% LUMBER - TOP CHORD 2x4SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-6-12 oc bracing. REACTIONS. (Ib/size) 2=1648/0-5-8, 10=1462/Mechanical Max Horz2=152(LC 11) Max Uplift 2=-608(LC 12). 10=-473(LC 12) _ FORCES. (Ib) - Max Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3181/1189,3-5=-2063/1103,5-6=-1985/854,6-7=-1985/870,7-9=-2939/1168, 9-10=-3277/1284 BOT CHORD 2-15=-1034/2842, 13-15=-784/2294, 11-13=-780/2315, 10-11=-1117/2965 WEBS 6-13=-451/1103, 7-13=-776/394, 7.11=-170/482, 9-11=-448/289, 5-13=-750/383, 5-15=-112/433, 3-15=-381/227 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 9=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-11-5 to 1-0-11, Interior(1) 1-0-11 to 16-6-0, Extedor(2) 16-6-0 to 19-6-0, Intedor(1) 19-6-0 to 32-10-4 zone; cantilever left and right exposed; end vertical left and right elrposed;C-C for members and forces 9 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=608, 10=473. Joaquin Velez PE 110.68182 MiTek USA, Ina FL Calf 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 AWARNING -Vedlydes/gnpommetereendREADNOTES ONTN/SANDINCLUDEDMITEKREFERANCEFAGEMBJ4Tdmv.laNa2ar5BEFOREUSE Design valid for use only win Mlfek® connectors. This design Is based only upon parameters shown, and Is for on IndMtlual building component. not a buss system. Before use, the building designer must verify the opplicablllry of design parameters and properly incorporate this tleslgn Into the overall building design. Bracing Indicated is to prevent buckling of individual taus web anti/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding me fobdcotion storage. delivery, erection and bracing of trusses and truss systems seeAN9Utpit Quaff y Criteria, DS349 and BCSI BuadYry Component Sobly Nformalbmvailable from Truss Rate Institute, 218 N. Lea Sheet. Suite 312, Alexandria, VA 22314 MiTek' 69M Parke Easr BNd, Tampa, FL 33610 7 Job Truss Truss Type Oty Ply T18693807 2088179 AOSGE Common Supponetl Gable 1 1 Job Reference (optional) Builders FlrSISOBfae (Fort Pierce), Fod Pierce, FL- 34945, 8.240a Jul 14 2019 MiTek Industries, Inc.'Tue Nov 19 08:07:18 2019 Page 1 ID:xYTOOsSdFLiZmFVo_oRBSpyPvd9-5eK530XSkU_bBIJVN1 EnOSmnlVygoW ovuWv5myHgpd 1-11-8 - 33-0-0 -2-a0 1-t a2 1£ 31-0-8 3A-14 35-a0 2-0-00-2la4se8 14E-8 a -s 2-o-e 0-1-0 1-10.25cale =1:SB.5 5.00 12 4x6 = 10 4xa 33 32 31 30 2928 27 26 25 2423 22 21 20 19 3x4 = 3x4 = 3x4 = Plate Offsets (X,Y)— [2:0-0-2,0-0-01, 118:0-0-2,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Vdefl Ld PLATES GRIP TCLL 25.0 Plate Gdp DOL 1.25 TC 0.39 Vert(LL) -0.00 1 nfr 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 1 ndr 120 BCLL 0.0 Rep Stress ]nor YES WB 0.13 Horz(CT) 0.01 18 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 1821b FIF=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied ore-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 33-0-0. (lb) - Max Harz 2=152(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 27, 28, 30, 31. 32, 25, 24, 22, 21, 20, 18 except 2=-179(LC 12), 33=-105(LC 12),19=-172(LC 12) Max Gmv All reactions 250 lb or less at loint(s) 26, 27, 28, 30, 31, 32, 25, 24, 22, 21, 20, 18 except 2=370(LC 1), 33=339(LC 21), 19=418(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 8-9= 103/289, 9-10=-124/345, 10-11=-124/347, 11-12=-103/291 WEBS 3-33=-295/252, 17-19=-352/374 NOTES- 1) Unbalanced root live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL--3.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3)-1-11-5 to 1-0-11, Exlerior(2) 1-0-11 to 16-6-0, Comer(3) 16-6-0 to 19-6-0. Extenor(2) 19-6-0 to 33-0-0 zone; cantilever left and right exposed ; end vertical left and right elxosed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8) ` This tress 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27, 28, 30, 31, 32, 25, 24, 22, 21, 20, 18 except (jt=1b) 2=179, 33=105, 19=172. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 QWARNING-Verily Ceslgnperametenr..d NERD NOTES ON TH/SAND INCLUDED MREKREFERANCEPAGEMl47473rev.. 141MM015BEFOREUSE Design volid for use only with Nl connectors. 1hls design Is based only upon parameters shown. and Is for an Indlvldual building component, not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 6 always required for stablllfy and to prevent collapse with posble personal Injury and property damage. For general guidance regarding me fabrication, storage, calvary, erection and bracing of trusses and muss systems, seeANSIMIl Quo' Cm.do. OSUP and SCSI Building Component 6904 Parke East Met. Safety Nformotbrgvalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Maxondrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type pty Ply T1669380B 2088179 B0113 Hip Girder 7 1 Job Reference o tional 0.4vU s ew w eV I U an I Ex Inaumnes, Inc. I us Nov iu uo:u/:2u Zul e 3.00 F12 5x12 = vvv 3 24 1, 2 d 3x6 = 23 39 2x4 II 2x4 II 7x10 = 42526 27 285 29 2x4 II 3x6 = 5xB = 22 40 21 41 20 42 43 44 1945 46 4x12 = 3x6 = 2x4 II 7x10 = Scale = 1:70.0 2x4 11 5d, = 5x6 = 9 36 37 38 10 11 ® $ ;pC W —�� a\VI \` 12 t3g,b l� 47 18 48 49 17 15 50 51 15 14 3x6 = 2x4 II 5x8 — 2x4 II 3x6 = 3x4 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. LOADING (psf) SPACING- 2-M CSI. DEFLin (loc) Well Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.86 Vell -0.18 18 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1NO5 BC 0.69 VeO-0.34 18 >674 180 epStesIBCLL 0.0 RWB Horz(CT) -0.01 12 Na Na BCDL 5.0 Code FBC20P2014 Matrix-S Weight: 176 Ib FT=20% LUMBER- _ BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-6-7 oc bracing. WEBS 2x4 SP No.3 *Except* 3-22,5-22,5-19,8-19,8-16,10-16: 2x4 SP No.2 REACTIONS. All bearings 0-8-0 except at=length)20=0-4-0, 12=0-3-0. (lb) - Max Horz 2=-43(LC 22) Max Uplift All uplift 1001b or less at joint(s) except 2=-382(LC 4), 20=-742(LC 8), 15=-638(LC 8), 12=-274(LC 22) Max Grav All reactions 2501b or less atjoint(s) 12 except 2=741(LC 1), 20=2368(LC 17). 15=2000(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1294/486, 3-4=-271/201, 4-5=-271/201, 5-6=-1011/337, 611/337, 8-9=-1258/424,9-10=-1258/424, 10-11= 338/1303,11-12=-357/1318 BOT CHORD 2-23=-437/1221, 22-23=-437/1252, 20-22=-2342(776, 19-20=-2342f776, 18-19=-654/2278, 16-18=-654/2278,15-16=-1768/579,14-15=-1768/579,12-14_ 1259/404 WEBS 3-23=-11/282, 3-22=-1006/337, 4-22=-465/232, 5-22=-915/2660, 5-20=-22171f61, 5-19=-1063/3455, 6-19=-514/235,8-19=-1330/418, 8-16=-1074/328, 9-16=-495/225, 10-16=-950/3117,10-15=-1840/623,10-14=-2461756,11-14=-462/175 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=25ft; 8=45ft; L=24ft; eave=5ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 20.0psf 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3821b uplift at joint 2, 7421b uplift at joint 20, 6381b uplift at joint 15 and 2741b uplift at joint 12. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1121b down and 1661b up at 5-0-0, 71 Ito down and 78 Ito up at 7-0-12, 71 Ib down and 76 Its up at 9-0-12, 71 Ito down and 78 Ib up at 11-0-12, 71 Ib down and 78 Its up at 13-0-12,71 Its down and 78 Its up at 15-0-12, 71 Its down and 78 Its up at 17-0-12, 71 Ito down and 78 lb up at 19-0-12. 71 Its down and 78 Ib up at 19-11-4. 71 lb down and 78 le up at 21-11-4, 71 Ib down and 78 go up at 23-11-4, 71 Ito dawn and 78 Ito Joaquin Velez PE No.68182 up at 25-11-4, 71 Ib down and 78 Its up at 27-11-4. 71 He down and 7B He up at 29-11-4, and 71 Its down and 78 to up at 31-11-4, MTek USA, Inc. FL Cart 6634 and 112 lb down and 166 Ib up at 34-0-0 on top chord, and 226 Its down and 55 He up at 5-0-0, 39 Ito down at 7-0-12, 39 Ib down at 6904 Parke East Blvd. Tampa FL 33610 9-0-12, 391b down at 11-0-12, 39 Ib down at 13-0-12, 39 Its down at 15-0-12, 39 Ito down at 17-0-12, 39 Ito down at 19-0-12, 39 Ib Bate: down at 19-11-4, 39 lb down at 21-11-4, 391b down at 23-11-4, 39 Ile down at 25-11-4, 391b down at 27-11-4, 39 lb down at 29-11-4. and 39 Ito down at 31-11-4, and 2261b down and 55lb up at 33-114 on bottom chord. The designtselection of such November 19,2019 Connectiondevice(s) is the responsibility of others O WARNING -Whey design parameter, and READ NOTES ON MIS AMDINCLUOED 4/mEK REFERANCE PAGE NIP74M rev. INAi2al5 BEFORE USE Design valid for use only with Mitek® 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 appllcablllty of design parameters and Papery Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucAing of individual truss web and/or chord members only. Additional temporary and permanent bracing KWIC Is always required for stoollty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing o1 ruses and hum systems weANSU1P11 Quality Ci teM, DS549 and BCSI Bull Component 6904 Parke East Blvd. Safety Inlennatbrgvollabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312 Alexandria. VA 22314. Tampa, FL M610 Job Truss Truss Type pty Ply T18693808 2088179 B01G Hip Girder 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL- 34945, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Nov 19 08:07:20 2019 Page 2 NOTES- ID:xY-rOOsSdFuZrxFVo oRBSpyPvd9-11SrT4YG5EJOcSuVSGFWtr?6lVf6FF5NC709fyHgpb 8) 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: 15=-80, 3-11=-80, 11-13=-80, 2-12=-10 Concentrated Loads (lb) Vert: 3=-58(F) 11=-58(F) 23=-127(F) 16=-13(F) 9=-56(F) 14=-127(F) 24=58(F) 25=-58(F) 27=-58(F) 28--5B(F) 29=-58(F) 30— 58(F) 31=-58(F) 32=58(F) 33=-58(F) 34= 58(F) 35=58(F) 37=-58(F) 38=-58(F) 39=-13(F) 40=-13(F) 41=-13(F) 42— 13(F) 43=-13(F) 44=-13(F) 45=-13(F) 46=-13(F) 47=-13(F) 48=-13(F) 49=-13(F) 50=-13(F) 51— 13(F) Job Truss Truss Type Oty Ply T18693809 2088179 B02G Hip Girder 1 1 Job Reference (optional) pun0ars 111.1Jaarcn true neruel, run rin'c . rc- JYnw, 0.24V SJUI 14 2Ule MI IeK measures, Inc. I ae Nov le ua:U/:21 2u19 Scale = 1:70.0 3.00 r12 10.16 MT20H5 = 2x4 11 Sag = 61 MT20HS= Salo = 2x4 11 Sag = 2x4 11 6x12 MT20HS= 3 423 24 5 25 26 27 6 28 4x6 = 29 7 30 31 8 32 9 33 3410 35 11 Sx8 = I1O 131b 81 22 21 36 20 37 38 39 19 -40 41 18 42 43 17 44 16 45 15 46 14 2x4 11 4x12= 7x10:= 2x4 11 6xB 8x14 MT20HS= 6xB= 2x4 H 1 Oxl6 MT20HS = LOADING Pat) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2017/TP12014 CSI. TC 0.92 BC 0.67 WB 0.98 Matrix-S DEFL. Ven(LL) Vert(CT) Hom(CT) in (fee) Well Ud -0.68 16-17 >508 240 -1.25 16-17 >276 180 0.07 12 n/a Na PLATES MT20 MT20HS Weight: 208 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc puffins. 3-7,7-11: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-4-7 oc bracing. BOT CHORD 2x6 SP M 26 *Except* WEBS 1 Row at midpt 7-19. 6-20 2-20: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 5-20: 2x6 SP No.2, 6-20: 2x4 SP No.2 REACTIONS. (Ib/si2e) 2=-134/0-8-0, 12=1694/0-8-0, 20=3625/0-4-0 Max Hom 2=46(LC 4) Max Uplift 2=-413(LC 18), 12=-668(LC 5), 20=-1144(LC 8) Max Gmv 2=124(LC 10), 12=169118), 20=3625(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 642/2261, 3-4— 1273/4242.4-5=-1273/4242, 5-6=-1946/6311, 6-7=-185/559, 7-8=-6478/2045,8-9=-6478/2045,9-10=-6926/2230, 10-11=-6926/2230, 11-12=-4962/1599 BOT CHORD 2-22=-2175/6B4, 21-22=-2149/684, 20-21=-6311/2034, 19-20=-556/281, 18-19=-1181/4016,17-18=-1182/4010,16-17=-2377/7736,15-16— 2377/7751, 14-15— 1473/4777,12-14>1474/4755 WEBS 3-22=-29/284,3-21=-2411/757, 5-21=-751/2330, 5-20=-1590/560, 6-19=-340/1294, 7-19=-4736/1485,7-17=-809/2586,8-17=-415/189,9-17=-1317/466,9-16=0/270, 9-15=-883/245, 10-15=-439/219,11-15=-696/2281,11-14= 12/280, 6-20=-6003/1865 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=25ft; B=45ft; L=24ff; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 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) The Fabrication Tolerance at joint 3 = 16% 6) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf 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. Joaquin Velez PE No.66182 8) Bearing at joint(s) 20 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify INTO USA, Inc. FL Cert 6634 capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint 2, 668 lb uplift at 6904 Parke East Blvd. Tampa FL 33610 joint 12 and 1144 lb uplift at joint 20. Date: November 19,2019 QWARNi Vedlyirfae parannearsand READNODES ON MMANDWCLUDEDMREKREFERANCEPAGEW74Mmr 10113,laa15BEFONE USE Design valid for use only with Mrek® connectors. rhls design 6 based only Won parameters shown, and is for On Individual building component. not a truss system. Before use, he building designer must verify the appllCablllty, of design parameters and properly Incorporate this design Into the Overall building design. Bracing indicated is to prevent buckling of lndividuol bass web antl/or chord members only. Additional temporary antl permanent bracing Is always required for sioblllfy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication: stomps, delivery, erection and bracing of trusses and huss systems weANSVrpil Qua Criteria. Di and i guiding Component Intomlalbnwoilpble hem Truss wotB InstiNte. 218 N. Lee Sheet Suite 312. Alexontlrl¢ VA 22314, MO_ 69M Parke East Blvd.Sobly Tampa, FL 33610 Job Truss Truss Type ty Ply T78693809 2088179 B02G Hip Girder 7 1 -71' Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL- 34945, 8.240 s Jul 142019 MiTek Industries, Inc. Tue Nov 19 08:07:222019 Page 2 NOTES- ID:xVTOOsSdFuZmFVo_oR86pyPvd9-_PacumaziiVOdvcHgfjblwKn6BNa6ZOq W U6EXyHgpZ 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112lb down and 166 lb up at 5-0-0, 71 lb down and 78 lb up at 7-0-12, 71 lb down and 78 lb up at 9-0-12. 71 lb down and 78 lb up at 11-0-12. 71 lb down and 78 lb up at 13-0-12, 71 lb down and 78 lb up at 15-0-12, 71 lb down and 78 lb up at 17-0-12, 71 Ib down and 78 lb up at 19-0-12, 71 lb down and 78 lb up at 19-11-4, 71 lb down and 78 lb up at 21-11-4, 71 lb down and 78 lb up at 23-11-4, 71 It, down and 78 lb up at 25-11-4, 71 lb down and 78 lb up at 27-11-4, 71 lb down and 78 lb up at 29-11-4, and 71 lb down and 78 lb up at 31-11-4, and 112lb down and 166 lb up at 34-0-0 on top chard, and 226 lb down and 55 lb up at 5.0-0, 39 lb down at 7-0-12, 39 lb down at 9-0-12. 39 lb down at 11-0-12. 39 lb down at 13-0-12, 39 lb down at 15-0-12, 39 Ib down at 17-0-12. 39 It, down at 19-0-12, 39 lb down at 19-11-4, 39 lb down at 21-11-4, 39 lb down at 23-11-4, 391b down at 25-11-4, 39 lb down at 27-11-4, 39 lb down at 29-11-4, and 39 lb down at 31=11-4, and 226 Ito down and 55 lb up at 33-11-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 11) 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 (plfJ Vert: 1-3=-80, 3-1 1=-80,11-13=-80, 2-12=-10 Concentrated Loads (lb) Vert: 3=58(B) 11=-58(B) 22=-127(8) 17=-13(B) 8=-58(B) 9=-58(8) 16=-13(B) 15=-13(B) 10=-58(B) 14=-127(B) 23=-58(B)24= 58(B) 26=-5B(B) 27=-58(B) 28=-58(B)29=-58(8)30=-58(B) 31=-58(B)32=-58(B)33=-58(B)35=-58(B)36= 13(B) 37=-13(B) 38=-13(B)39=-13(B)40=-13(B)41_ 13(B)42=-13(B)43=-13(B) 44=-13(B)45=-13(B)46=-13(B) Job - Tress Truss Type - Oty Ply T78693810 2088179 B03 Hip 1 1 Job Reference (optional) ommers rirsraourcn lrmr r,.ne,, run nerve, ...... U.e4u s Jun4 aide ran arc mamines, mc. I ue rvov iu ua:urzz Cunu Scale = 1:70.0 3.00 12 6xt2MT20HS= 7x10 = 3 4 2021 06 = 3x6 = 4x6 = 5x6 = 5 6 7 22 23 8 2x4 II 6xe 3x6 = 7x10 = Axe = 3x8 MT20HS= 4x6 = LOADING (psf) TOLL 25.0 TCDL 15.0 BCLL N. ' BCDL 5.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.97 BC 0.95 WB Matrix-S DEFL in (loc) Vdefl Ud Vert(LL) -0.44 13 >779 240 Vert(CT) -0.80 13-14 >434 180 Hoa(CT) 0.04 9 Na Na PLATES MT20 MT20HS Weight: 1701b GRIP 2441190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-14 WEBS 2x4 SP No.3'Except' 4-14,5-13,7-11: 2x4 SP No.1 REACTIONS. (lb/size) 2=61/0-8-0, 16=2460/0-4-0, 9=1302/0-8-0 Max Horz 2=52(LC 8) Max Uplift 2=-274(LC 22), 16=-772(LC 12). 9=529(LC 9) Max Gmv 2=88(LC 21), 16=2460(LC 1),'9=1306(LC 22) FORCES. (Ifie) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-718/1864, 3-4=-1054/2799, 4-5=-1892/842, 5-7=3916/1698, 7.8=-3081/1401, 8-9=-3236/1398 BOT CHORD 2-17=-1777/775, 16-17=-1775/779, 14-16= 2799/1183, 13-14=-721/1892, 11-13— 1577/3916, 9-11=-1278/3057 WEBS 3-16=-1405/621, 4-16— 1652/755,8-11=-48/349,4-14=-1951/4779, 5-14=-1069/514, 5-13=-881/2098,7-13=-424/253,7-11=-1066/431 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II( Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 1-0-0, IntedoF(1) 1-0-0 to 7-0-0, Exarior(2) 7-0-0 to 11-2-15, Intefior(1) 11-2-15 to 32-0-0, Extedor(2)32-0-0 to 36-2-15, Interior(1) 36-2-15 to 41-0-0 zone; cantilever left and fight exposed ; end vertical left and right exposed;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 am 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 2741b uplift at joint 2, 7721b uplift at joint 16 and 529 Ib uplift at joint 9. Joaquin VelaPE No.68182 MiTek USA, Inc. FL Cert 66M 6904 Parka East Blvd. Tampa FL 33610 Date: November 19,2019 Q WARNING-Ver/yy doslgn panmeremand READ N07E5 ON WISANDWCLUDEDMWEKRUENANCEPAGEM674m., 10,012015eEFONE USE Design valid for use only with Mifek® connectors. This design Is based only upon parameters shown. and a for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of cession parameters and properly Incorporate the design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability end to prevent collapse with possible personal injury and property damage. For general guidance recording the fabticallon, storage, delivery, erection and bracing of trusses and tress systems, seeAN lump 1 C,Ug Criteria, DSad9 antl SCSI Building Component Safety Infotmotbnavoliabie from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. �,- MIMIC 69M Parke East Blyd. Tampa, FL 33610 Job Tribes Trues Type ry Y T18693811i 2088179 COIGE Common Structural Gable 1 l Job Reference (optional) B.240 s Oct 292019 NTek Industries,Inc. Tue Nov 1910:18:392019. Pagel ID:xYTOOs5dFuZrxFVo_oRSSpyPvd9-2JIFOYoJXTXMIBsUOisTSUZJkBVEBX7wKO0xr8yHfmk SAO-O 1 If." i 13-8-0 t 2-0-0 S-10-0 5-10-0 2-0-0 06 = 3x411 1219 11 10 9 208 3z411 s1-9-Tz67s o10 A-712 21. n'lie t Scale=1:41.6 Plate Offsets (X,Y)-- (2:0-3-8,Edgel, 14:03-8,Edael LOADING(psQ SPACING- 2-0-0 CS. DEFL in Qoc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.01 8-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.72 Vert(CT) 0.01 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Harz(CT) 0.00 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 86 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-14,4-6: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 6-7-0 except at=length) 8=0-3-8, 12=0-3-8. (III - Max Horz 11=-290(LC 10) Max Uplift All uplift 100 is or less atjoint(s) except 10=-309(LC 12), 11=-409(LC 21), 9=-395(LC 22), 8=-332(LC 9), 12=-408(LC 12) Max Gray All reactions 250 lb or less atjoint(s) 11, 9 except 10=942(LC 1). 8=674(LC 22), 12=686(LC 21) FORCES. III) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-264/194, 4-6=-266/197, 21-22=-158/327, 3-22=-156/489, 3-23=-158/489, 23-24=-160/327 BOT CHORD 13-14=-71/364, 12-13=-328/395, 12-19=-328/395, 11-19=-328/395, 10-11=-326/397, 9-10=-326/397, 9-20=-326/397,8-20=-326/397,7-8=-326/397, 6-7=-70/363 WEBS 3-10=-883/415, 2-13=-599/586, 4-7=-596/566 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=2411; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-10-13 to 1-1-3, Intedor(1) 1-1-3 to 5-10-0, Exterior(2) 5-10-0 to 8-10-0, Interior(1) 8-10-0 to 13-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 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 for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 5.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 Is, uplift at joint 10, 409 lb uplift at joint 11, 395 lb uplift at joint 9, 332 lb uplift at joint 8 and 408 Ib uplift at joint 12. LOAD CASE(S) Standard Joaquin Velez PE No.68182 61Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; November 19,2019 Q WARNING -Verify desl9n paremehrs end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIL7473 rev. 101132015 BEFORE USE. Design valid for use only with MBekl& connectors. TNs design a based only upon parameters shown, antl is for an Individual bulldog component, not a truss system. Before use, the building designer must verify the applicabll0y of design parameters and properly Incorporate the design Into the overall bullding design. Bracing Indicated is to prevent buckling of lndlulduct truss web antl/or chord members only, Additional temporary and permanent bracing 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricaliom storage, deWery, erection and bracing of husses antl buss systems. weAAISVrpil peall8lyy CrSula. DS149 and SCSI Building Component Safety erforma8onovollobie from Truss Fate Institute, 218 N. Lee Sheet Suite 312 Alexantltla. VA 22314, MiTek' 6904 Pare East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T18693812 2088179 CO2 Common 4 1 Job Reference (optional) Builders Prrslaource (Port Pierce), Pon Pierce, FL- J4e4b, 8.240 s Jul 14 2019 MiTek Industries, Inc. TUG Nov 19 08:07:24 2019 Page 1 ID:xY-rOOsSdFuZmFVo_oRBSDyPvd9-wohMJSbDJJlksDmfklKBgjOfNw_12EDhlgzDlOyHgpX -2-0.0 5-10-0 11-1-0 13-8.0 2-o-0 5-10-0 VAN 2-0-0 axe = 1= 3,06 II 5x8 = 3x6 II V5 "0 11-8-0 5-10-0 5.10.0 Scale=1:41.4 Plate Offsets (X Y)-- 12:0-3-8 Edgel 14i0-3-8 Edgel LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Vd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.02 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.03 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 6 Na n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight: 77 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.2 WEBS. 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=676/0-5-8, 6=676/0-3-0 Max Horz 8=-290(LC 10) Max Uplift 8=-284(LC 12), 6=-284(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-475/216, 3-4=-475/216, 2-8=-649/415, 4-6=-649/415 BOT CHORD 7-8=-255/365, 6-7= 76/368 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - I) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-10-13 to 1-1-3, Intedor(1) 1-1-3 to 5-10-0, Exterior(2) 5-10-0 to 8-10-0, Interior(1) 8-10-0 to 13-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 284 lb uplift at joint 8 and 284 lb uplift at joint 6. Joaquin Velez PE No.68182 101'rek USA, Inc. FL Cent 6634 69114 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 QWARNING-Vsrlfytlesl9rparamefereantl READ NOTES ON TNISAND/NCLUDEDMREKHEFERANCEPAGEM67473rev. 1GNa20l56EFO8E USE Design voila for use only with Mrekws connectors. 7h6 tlaslgn Is to ad only upon parameters shown, and Is far an IntlMduol buJding component. not o Ild g .m. a lom use, the building designer mu1 verify Me applicablllty of tlesign parameters antl properly Incorporote this tleegn Info the overall bNltling tlaslgn&ocing Indicoted6 to prevent buckling oflndviduolimss web and/or chord members only. Adtlitlondl fempwaryontl permanenibracing MiTek' Is ciw0ys required for stability antl to prevent collopse wlm possible personal Njury antl property domdge. For genemi gultldnce regarding me fdbticptlon, U mge, tlelNary, erection and brocing of busses antl buss systems, sseANSI/IP11 puaipy CM�M. DS6d9 and 6C31 SW41ny Caml>enenl 6904 Palle East Blvd. Sooty Infplmatblgvo0dbletrom Truss fldte Insfltuta. 218 N. lee Sheet Sutta 312 Alexdndtld, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T18693813 2088179 CO3G Common Girder 1 2 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL- 34945, 8.240 s Jul 14 2019 MiTek Inc. Tue Nov 19 08:07:25 2019 Page 1 46 II 2x4 It 6.12 MT20HS= 7xt0= 6x12 MT20HS= 3.0-12 5-10-0 8-7-4 11-8-0 3-0-12 1 2.9-0 1 2-9.4 1 3-0-12 Scale=1:42.7 Plate Offsets (X,Y)— 17:0-5-0,0-4-121 LOADING (pso SPACING- 2-" CSI. DEFL in (loc) Mail Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.06 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.11 6-7 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/FP12014 Matrix-S Weight: 175 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* BOT CHORD 1-8,56: 2x4 SP No.2 REACTIONS. (lb/size) 8=4260/0-5-8, 6=4026/0-3-0 Max Horz 8=-224(LC 6) Max Uplift 8=-1403(LC 8), 6=-1325(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 g1r) or less except when shown. TOP CHORD 1-2=-983/397,2-3=-3433/1227, 3-4=-3433/1227;4-5=-967/392, 1-8=-750/315, 5-6=-739/312 BOT CHORD 7-8=-777/2292, 6-7=-706/2290 WEBS 3-7— 1544/4295, 2-7=-286/430, 2-8=-2681/824, 4-7=-288/433, 46— 2698/830 Structural wood sheathing directly applied or 6-0-0 cc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) 2-ply truss to be connected together with 1Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6- 2 rows staggered at 0-7-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps4 BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.I S; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates 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 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1403 It, uplift at joint 8 and 1325 lb uplift at joint 6. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1452 Ito down and 483 lb up at 1-7-4, 1452 Ib down and 483 lb up at 3-7-4, 1452 Ib down and 483 lb up at 5-7-4, and 1452 lb down and 483 lb up at 7-7-4. and 1452 lb down and 483 lb up at 9-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 TI8693813 CO3G ICommon Girder LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifonn Loads (pli) Vert: 1-3=-80, 3-5=-80, 6-8=-10 Concentrated Loads (lb) Vert: 7=-1452(B) 9=-1452(B) 10=-1452(B) 11=-1452(B) 12=-1452(B) Q WARNING- yerllydeslgnperamefemand READ NOTES ON MMANOINCLUOEOM/TEKREFERANCEPAGEMRI4nmre 1a=ra15SEFORE USE Design valid for use only with Mgel� connectors. Th6 design is based only upon parameters shown, and Is for an Individual building component, not �- a truss system. Before use. the building designer must verify the oppllcabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricoflon, storage. delivery, erection and bracing of trusses and buss systems. seeANSV1911 Quality Cdfeda, DSB49 and SCSI Bultlhsg Component 6904 Parke East Blvd. Safety hrfalmalbmvolicble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Oiy PlyT18693814 Pool88179 F01 Floor 8 1 Job Reference o 'anal minters rundbource tran rarcel, run trustee, r�- aysva, 0-1-8 p.g.�p H1 2-5-0 I �, 1 R8 27 3x6 = 3x4 = 3x4 = 2 3 4 5 3x4 II 3x4 = 3.6 FP= 6 7 8 e24U a JU114 ZU18 MI I eK lnamines, Inc. I Ue NOy l9 U6:U/2a ZUl9 rage l ID:xYTOOsSdFuZrIFVo_oR8SpyPvd9-sBp7k8dTrA?S6Xw2dNfl852FjTZW2ez18SKNIyHgpV 1H 5-0� 0- 8 Saak = 1:54.7 US = 3x4 = 3x4 = 3x6 = 9 10 11 12 13 14 i5 16 0 29 d N 26 25 24 23 22 21. 20 18 18 17 3x6'= 3x4 = 5.8 = 3.6 FP= 3x4 = 3x6 = 3x6 = 3x8 = LOADING (psf) SPACING- 1-7-3 CS1. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1'00 TC 0.82 Vert(L-) -0.24 18-19 >948 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(CT) -0.34 18-19 >673 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.04 17 Na Na BCDL 5.0 Code FBC2017/rP12014 Matrix-S Weight: 183lb FT=20%F, 1ME LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-M oc puffins, BOT CHORD 2x4 Ste No.2(flat) .except end verticals. WEBS 2x4 SP.No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 17=748/0-3-8, 23=1644/0-3-8, 27=467/0-3-8 Max Grav 17=763(LC 4), 23=1644(LC 1), 27=535(LC 3) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-895/0, 3-4=-895/0, 4-5=-808/152, 56=-808/152, 6-8=0/858, 8-9=0/858, 9-10=-1127/0, 10-11=-1127/0, 11-12=-1698/0, 12-13=-1698/0, 13-14=-1497/0, 14-15=-1497/0 BOT CHORD 26-27=0/599, 25-26=-152/808, 24-25=-152/808, 23-24=-420/357, 22-23=-7MI38, 20-22=0/1698,19-20=0/1698,18-19=0/1771, 17-18=0/912 WEBS 2-27=-741/0, 6-23=-1000/0, 2-26=-20/372, 6-24=0/705, 5-P4=-283/0,4-26=0/342, 15-17=-1130/0, 9-23=-1346/0, 15-18=01734, 9-22=0/980, 13-18=-343/0, 11-22=752/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.131' X 3°) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. Joaquin Velez PE No.68182 MiTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 ,&WARNING -redly design psremeremand READNOTES ON TNISAND INCLUDED NO-EKREFERANCEPAGEW74mmr 10N.3,12015BEFORE USE. Design valid for use only win Mgel,19 connectors. This design Is based only upon parameters shown antl Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stoblllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcatlon. storage, delivery. erection and bracing of trusses and cuss systems seeANSURII Quality ClBado, DSB49 and Best Bultlhp Component 69M Parka. East Blvd. Safety InfoomatbMvollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Tampa, FL M610 Job Truss Truss Type Oty ply T78693815 2088179 F02G Floor 7 1 Job Reference (optional) ommem nmwwrue (Fort Fie w1, For Fier arena, 0-1-8 HH �•5--0 3x4 = 3x4 = a.Z41) s JUI 14 ZUla MI tax Industries, Inc. I Us NOV IS 08:07:28 2019 Page l ID:xYTOOsSdFuZncFVo_oR8SpyPvd9-oZxt9p&NYFALg40z7P7gZAOuXBJ_xaGCSxRRByHgpT 1:§Ad THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 3x4 II 3x4 = 3x6 FP= 4.6 = 3x4 = 9 g.� 1-7-8 o-�6.8 Scal4 = 1:54.7 3x4 = 4x6 = 4x6 = 0 31 0 N 29 28 27 26 25 24 23 22 21 20 19 19 3x6 = 3x6:= 3x4 = 5.8 = 3x6 FP = 3x4 = 3x4 = 3x6 = 3.8 = 4x6 = LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.24. 20-21 >960 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(CT) --0.35 20-21 >663 240 BCLL 0.0 Rep Stress lI Or NO WEI 0.50 Hoa(CT) 0.04 18 Na Na BCDL 5.0 Code FBC2017RPI2014 Mat dz-S Weight: 188lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 1-7: 2x4 SP No.2(flat) except end verticals. BOT CHORD 2x4 SP No.1(flat) *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 23-29: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 18=919/0-3-8, 25=1693/0-3-8, 29=467/0-3-8 Max Gmv 18=934(LC 4), 25=1693(LC 1), 29=532(LC 3) FORCES. (Ib) - Max. CompJMaz. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-887/0, 3-4=-887/0, 4-5=-795/148, 5-6=-795/148, 6-8=0/860, 8-9=0/860, 9-10=-1258/0, 10-11=-1258/0, 11-12=-1918/0, 12-13=-1918/O, 13-14=-1862/0, 14-15=-1702/0, 15-16=-1702/0 BOT CHORD 28-291 27-28=-148/795, 26-27=-148r/95, 25-26=-414/339, 24-25=-13/440, 22-24=0/1918, 21-22=0/1918,20-21=0/2076, 19-20=0/1862,18-19=0/1139 WEBS 2-29=-735/0, 6-25=-997/0, 2-28=-18/367, 6-26=0/704, 5-26=-284/0,4-28=0/340, 16-18=-1412/0, 9-25=-1428/0, 9-24=0/1056, 13-20=-268/55, 11-24=-869/0, 13-21=-358/0, 15-19=-278/0, 16-19=0/841, 14-19=-413/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means._ 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 270 lb down at 28-6-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) 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 +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 18-29=-8, 1-17=-80 Concentrated Loads (lb) Vert: 15=-219(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 ® WARNING -Ventytlesignparamefersardl?"DNOTESON TN/SANONCLUDEDMIiEKNEFENANCEGAGEMX74YJree.raN32pr5aEFOHE USE. Design valid for use only with MIreW connectors. This dedgn Is based only upon parameters shown, ands for an individual 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 building design. Bracing Indicated is to prevent buoNing of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- isalways 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, seaUgiap Pli Quality Criteria, DS949 and SCSI Bultlbp Component 6904 Parke East Blvd. $Wary Informaeanavollable from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria. VA 22314.. Tampa, FL 33610 Truss Truss Type - oty Ply Fob T18693816 9. F03 Floor 2 1 Job Reference (optional) 0-1-8 H 2-5-0 1.5x3 II 1.5x3 = 3x4= 1 2 ts,au s am Ir zu i e ml l es mousmes, mc. l ue Nov as ua:u/¢tl zui v ragas ID:xYTOOsSdFuZrxFVo_oRBSDyPvd9-oZxt9pfkNYFALg40z7P7gZAVbXGO-7ZGCSxRRByHgpT 0.114 Scale=1:23.3 1.51C3 II 1.5x311 3 430 = 5 3x4 = 6 1.5xs II 7 3.6 = 3x4 = 1.5x3 II axis = 3x4 = Plate Offsets (X,Y)— [4:0-1-8 Edge] [11:0-1-e Edge] LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I l L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.08. 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Verl -0.09 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES We 0.25 Horz(CT) 0.02 8 Na n/a BCDL 5.0 Code FBC2017/TPI2014 Mtl Weight: 78 lb FT=20%F, II%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=592/0-3-8, 8=59710-0-8 FORCES. (lb) -Max. Comp -Was. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1053/0, 3-4=-1053/0, 4-5=-1040/0, 5-6=-1040/0 BOT CHORD 11-12=0/679, 10-11=0/1053, 9-10=0/1053, 8-9=0/664 WEBS 6-8=-832/0, 2-12=-841/0, 6-9=0/472, 2-11=01477 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 0o and fastened to each truss with 3-10d (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. Joaquin Velez PE No.68182 Mriek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 19,2019 AWARN/NG-VedlydeslgnparametersandREADNOTESONMISANDINCLUD£DMIFENREFERANCEPAGEMIF74Yan,TaGGiro15BEFOREUSE. Design valid for use only with MiRess, 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 appliccbllity of design parameters and properly Incorporate this design Into Me overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of fusses and hum systems, seeANSVMII Quality CrBurla. DSB-89 and SCSI Sell Component 6904 Parke East Blvd. Safety InformaBerc,olloble from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Join Truss Truss Type I]ty ply T18693817 2088179 F04 Floor 1 1 Job Reference (optional 0-1-8 H4 �� 2 d.a4u s dui 14 euTu mr i eK Inalremes, Inc. I Ue NOV 19 UB:0729 2019 Pagel ID:xYTOOsSdFLtZmFVo_oRBSpyPvd9-GmVFM9fM8sN1z_tdW mMNmjfRxcmjR5OR6g_dyHgpS W scale = 1:56.1 1.5x3 II 1.Sx3 II 3x6 FP= l.W II 1.5x3 II 1.5K3 II 2 3 4 5 6 7 B 9 10 11 12 13. 14 15 16 17 29 28 27 26 25 2423 22 21 20 19 18 3x6 = 1.5x3 11 3.8 = 34 FP= 3.6 = 3x6 = 1.54 11 1.54 II 1.54 II Plate Offsets (X Y)-- [4:0-1-e Edgel (11:0-1-B Edge][15:0-1-e Edoe7 (16:0.1-e Edgel [25:0-1-B Edge] [2T0-1-e Ednel LOADING (psf) SPACING- 1-73 CSI. DEFL. in (loot Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.44 Verl -0.07 28-29 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.56 Vert(CT) -0.09 28-29 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.29 Hom(CT) b.02 21 ri/a Na BCDL 5.0 Code FBC2017/TP12014. Matrill - Weight: 189 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All hearings 0-3-8. (lb) - Max Uplift All uplift 1001b or less at joints) 18 Max Grev All reactions 250 lb or less at joints) 18 except 26=1295(LC 16), 30=540(LC 5), 21=990(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-907/0, 3-4=-907/0, 4-5=-827/0, 5-6=-827/0, 6-8=0/526, 8-9=0/526, 9-10=-654/0, 10-11=-654/0,11-12= 638/0, 12-13=-638/0,13-14=0/466,14-15=0/466 BOT CHORD 29-30=0/605, 28-29=01827, 27-28=01827, 26-27=-119/382, 25-26=-139/300, 24-25=0/654, 22-24=0/654, 21-22=01305 WEBS 2-30=-748/0, 6-26=-922/0,2-29=0/379, 6-27=0/615, 13-21=-818/0, 9-26=-843/0, 13-22=01470, 9-25=0/524, 15-21=-491/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)18. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. Joaquin Velez PE No.68182 i USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 QWARN/NG-Vedry EeslgnpsramlhsrdREAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MX7473rev. fa41.'pla15 BEFORE USE Design valid for use only with M9ek® connectors. This design is based only upon parameters shown, and B for an Individual building component not a truss system.. Before use, Me building designer must verity. Me oppiicobllny of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucWing of individual fruz web and/or chord members only. Additional temporary and permanent bracing iwiTek' Is always required for slobiliTy and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSVMll Quality Cdtedo, DS8419 and BCSI Building Component 6904 Parke East Brad. Safety Informartionovallobie from Truss Plate results. 218 N. Lee Street, Sulfe 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T78693818 2088179 F05 Floor 3 7 Job Reference (optional) awmem n�muuu�w tru.. r,e,ueH 1u11 0.1-8 H 2-5-0 i 0-8-4 i 1.5x3 II 1.bx3 = 3x4 = 1.5.3 II 1 2 3 43x4 = 15.24u a Jul 14 ZUla NIIleK industries, Inc. weNovl9 Ua:W:3uzulg Pagel ID:xYTOOsSGFLiZmFVo_oRBSpyPvd9-Iy2daVg_v9Vua8Dp4YRbw_GSAKz5Sv9ZgIOYW4yHgpR 3x4 6 Scale=1:22.8 316 = 3x4 = 1.5X3 11 3x6 = 3x4 = LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.06 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Ven(CT) -0.0811-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.02 8 1 n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 77 lb FT=20%F, 11%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(8at) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=581/0-3-8, 8=586/0-3-8 FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=-1017/0, 3-4=-1017/0, 4-5=-1009/0, 5-6=-1009/0 BOT CHORD 11-12=01664, 10-11=0/1017, 9-10=0/1017, 8-9=0/649 WEBS 6-8=-814/0, 2-12=-822/0, 6-9=0/451, 2-11=0/449 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X T) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 Q WARNING - Verify Eas/9a paramef...d READ NOTES ON THIS ANDINCLUDED MITEKREFERANCE PAGEMA7473ni MAlloV15SEFOREUSE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual III web and/or chord members any. Additional temporary and permanent bracing b always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrlCOMon, storage, delivery, erection and bracing of houses and trun systems, SeeANSVIPII Qual9fthy cm•In. Os11a9 and eaI twdnp eompanml Safety Informatbmvollobie from Truss Plane Institute. 218 N. Lee Street. Suite 31Z Alexandria VA 22314. ��- MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type my Ply T18693819 2088179 F06G Floor Girder 1 1 �JolbReferencel[optional) owionr. ....sour. I,w, rnus,a), To. Imes, m-0rera, 8.24U S Jul 142U19 MI I ex Industries, Inc. Tue Nov 19 08:07:31 2019 Pagel ID:xYT00sSdFuZmFVo_oRBSpyPvd9-DBcOnnccgT01Clo7eGzgSBotBkG9BLfvPA52WyHgpO 250 LI_ 1-0I �q THIS TRUSS IS NOT SYMMETRIC. Scale=1:33.1 PROPER ORIENTATION IS ESSENTIAL. 1.Sx3 11 1.5x3 11 1.54 II 1.5x3 I I 1 2 3 4 5 6 7 19 8 9 10 3x6 = 1.5%3 II , w m is n 348 = 1.5x3 11 1.5x3 II Plate Offsets (X,Y)-- 14:0-1-8,Edce1 r8:0-1-8.Edae1 [9:0-1-8 Edgel rl5:0-1-8 Edoel LOADING (psf) SPACING- 1-7-3 CSI. DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TC 0.94 Vert(LL) -0.0716-17 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.00 BC 0.63 Vert(CT) -0.0916-17 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(CT) 0.01 11 1 Na BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 1121b FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SO No.2(flat) TOP CHORD BOT CHORD 2x4 SO No.2(flat) WEBS 2x4 SP No.3(Bat) BOT CHORD REACTIONS. (lb/size) 18=543/0-4-0, 11=174/Mechanical, 14=1183/0-4-0 Max Uplift 11=-6(LC 3) Max Gray 18=550(LC 10). 11=228(LC 7), 14=1184(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-918/0, 3-4=-918/0, 4-5— 852/0, 5-6=-852/0, 6-7=0/415, 7-8=0/415 BOT CHORD 17-18=0/601, 16-17=0/852, 15-16=0/852, 14-15=-25/398 WEBS 7-14=,332/0, 2-18=-754/0, 6-14=-872JO, 2-17=0/397, 6-15=0/609, 5-15=-253/0, 8-14=-572/0 Structural wood sheathing directlyapplied or 6-0-0 oc purlins, .except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) 11. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131 ° X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down at 14-11-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plQ Vert: 11-18=-8, 1-10=-80 Concentrated Loads (lb) Vert: 19=-200(F) Joaquin Velez PE No.66182 f47ek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 19,2019 Q WARNING. Ved1ydesl9n1rem hma.dREAD NOTES ON TNISANOINCLUDWM? KREFERANCEPAGEM6NMmv. IhD3¢0151EFOREUSE Design valid for use any with MBek® connectors. m6 design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate INS design Into the overall building design. Bracing Indicated 6 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 fabrication. storage. delivery. erection and bracing of humes antl hum systems. seeANSUIP1t QualiIf1yy Cdterb; DSB-09 and BCSI Building Component Safety Infemrallonavalloble from Truss Fate Institute, 218 N. Lee Sheet Suite 31Z Nexandria. VA 22314. �,- Miiek' 6904 Parke East Blvd, Tampa, FL 33610 Job Truss Truss Type Oty Ply T78693820 2088179 F07 Floor 3 1 Job Reference (optional) owiacrs ruswwmn 1rur. Fi... run raei 34945, 8.240 s dui 1920 i 9 Miiex mousmes, inc. iue Nov la ue:ur:31 Zul u rage1 ID:xY-rOOsSdFUZrxFVo oR85pyPvd9-DecOnnccgTelClo7eGzgSBowPkAgBJojvPA52WyHgpO 2 5.0 1.6-0 scale=1:32.6 1.50 II 316 = 1.5x3 ll 3x4 = 1:Sx3 11 3x4 = 1.54 II 3x6 = 1.5x311 1 2 3 4 5 6 7 8 9 0 d N 15 14 13 12 11 10 3x4 = 3x6 = 1.5x3 II 3x4.=: 3x6 = 3x4 = Plate Offsets (X Y)-- 14:0-1-8 Edgej 112:O-l-0 EdgeI -- LOADING (pst) SPACING- 1-7-3 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.24 11-12 >951 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Ven(CT) -0,33 11-12 >691 240 BCLL 0.0 Rep Stress Incr YES WS 0.41 Horz(CT) 0.05 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014. Matix-S Weight: 104 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directlyapplied or6-0-0 oc pudins, BOT CHORD 2x4 SP N0.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 10=837/Mechanical, 15=837/Mechanical FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1656/0, 3-4=-1656/0, 4-5= 2094/0, 5-6=-2094/0, 6-7=-1668/0, 7-8=-1668/0 BOT CHORD 14-15=0/980, 13-14=0/2094, 12-13=0/2094, 11-12=0/2041, 10-11=0/984 WEBS 8-10=-1234/0,2-15=-1229/0, 8-11=0/857, 2-14=0/847, 6-11=-468/0, 4-14=-652/0, 6-12=-144/312 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Job Truss Truss Type of ply Ply T78693821 2088179 F08G Floor Girder 1 1 Job Reference (optional) ouaaeru rlrmJou6 flea rllnc),. lull norm,r-L-Jvyva, e.4411 S Jai 144V l e MI I eK mpuslees, Inc. I us Nov l e ue:u/:J2 zunu large ID:xYTOOsSdFLiZmFVO OR8SpyPvd9-hLAO?BiERNogSNCCzU3?PLC381JmTs73veayyHgpP 1.Sx$�h -0R� d 0 7-0 3x4 = 1.Sx3 11 9 2 3 10 4 B 7 6 5 1.5x3 II 1.5x3 II 3x4 = 3x4 = Scale = 1:12.8 Plate Offsets (X,Y)-- 12:0-1-8,EcIgej,13:0-1-8,Edde1 LOADING (psf) SPACING- 1-7-3 CSI. .DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(L-) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BG 0.06 Vert(CT) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr NO We 0.06 Hom(CT) 0.00 5 Na n/a BCDL 5.0 Code FBC2017/TPI2014. Matdx-S Weight: 27 lb FT=20%F, 11%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 5=264/Mechanical, 8=283/Mechanlcal FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 165 lb down at 0-10-4, and 157 lb down at 2-5-7 on top chord. The deslgntselection of such connection device(s) is the responsibility of others. 5) 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 +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 5-8=-9, 1-4=-80 Concentrated Loads Ila) Vert: 9— 121(F) 10=-121(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 Q IwIiNDIG- Yams, desfgnparamN and READ NOTES ON TN/SAND INCLUDED MrEKREFEl1ANCEFAGEMI474T3rev. 1MW1015SEFOREUSE —7 Design valid for use only win Miter connectors. This design Is based only upon parameters shown, and Is for an IndNWual 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 prevent buckling of Individual truss web and/or chord members ony. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with passable personal Injury and property damage. For general guidance regarding the fobrlcaliorx storage, delivery, erection and bracing of trusses and truss systems. seeANSIAPII Quality, Cristo, D3549 and SCSI Building Component Safety Informallonavalloble from Dues Plate Institute. 21B N. Lee Shoot. Sulfa 312. Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. TernDa, FL 33610 Job Truss Truss Type - Oty Ply T78693822 2088179 F09 Floor 2 1 Job Reference (optional) 10.11I nrswourw fro. rrerca/, ran rierce, rL- JgV40, eZ4u8 Jul 14 Zino Nit ex mausmes, Inc. I ue NOV le ua:ur ZIU Yage 1 ID:xYTOOsSdFuZmFVo_oRBSpyPvd9-hLAO?BiERnlcgSNCCzU37PLCSBIkwsjs73veayyHgpP 1.5x9 h 1 8 0 - I- 2-5-0 1i5x3 11 1 2 3x4 = 3 Scale = 1:12.8 5 4 3x4 = 3x4 = 4.4.0 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc), Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) 0.00 5 .... 360 MT20 244/190 TCDL 10.0 Lumber DOL -1.00 BC 0.16 Vert(CT) -0.04 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 4 Na n/a BCDL 5.0 Code FBC2017/rP12014 Matrix-P Weight: 261b FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc pur ins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=185/Mechanical, 5=185/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Refer to girder(s) for truss to truss connections. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-11(0.131 ° X 3°) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 Q NARI Vmfydo9/en Peremetemend NEAO NOTES ON THISANO INCLUOEOM/TEKNEFERANCEPAGEM11i Ia=?Vr56EFOPEOSE Deslgn valid for use only with Mit9a Connectors. This ❑asign B based only upon parameters shown. and Is for on IndNldual 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 prevent buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing Is always reaulred for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the tabricol om storage, delivery, erection and bracing of hoses and truss systems, seeANSIMIJ Gual"T Criteria, DS349 and SCSI BWdlnp Component Safety Intonational from Russ Plate InmMe, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. ��- MiTek' 6904 Parke East Blvd. Tampa. FL 33610 Jab Truss Truss Type Oty Ply T78693823 2088179 Fit Floor Supported Gable 1 1 Job Reference (optional) ommvm �„„�uu,w lrou-'n q, ucr, run riuwu, r� u-,vvv, 2 13 a.24U 5 JU114 ZUle Ml r ex m0u91nes, Inc. I Ue NOV TB Ua:U/:J4 2u1v vage l ID:xYTOOs5dFuZrxFVo_oR8SpyPvd9-9XkmCXisC4tSRcyO1h71Xc103Y50fJ87MjfC7OyHgpO T4 3 4 5 6 Scale =1:12.7 /2 11 10 9 8 7 3x4 = 3x4 = 14 0 LOADING (pso SPACING- 2-0-0 OSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - rJa 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(CT) n/a - Na 999 BCLL 0.0 Rep Stress ]nor YES WB 0.03 Hom(CT) 0.00 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight: 38 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 ad bracing. REACTIONS. All bearings 6-4-0. (Ib) - Max Grav All reactions 2501b or less at joint(s) 12, 7, 11, 10, 9, 8 FORCES. (Its) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous Bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131' X T) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTsk USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 Q WARNING- Verl/ydesign Pemmetemand READ NOTES ON THMANDNCLUOEOM?KREFERANCEPAGEMX7479mv. 111N12af5BEFORE USE. Design valid for use only wM MBedW connectors. This design Is based only upon parameters shown, and Is for an IndNlduol building component, not a truss system. Before use, Me building designer must verify Me appllcobllity of design parameters and properly Incorporate MIs design into the overall bullding design. 8racing Indicated is to prevent buildding of Individual truss web and/or chard members only. AddlBonal temporary and permanent bracing Is always required for stability and to prevent collapse won, possible personal lnlury and property damage. For general guldanoe regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems: seeANA/rptl Gu CMedol DSa-09 and BCSI Building Component Mfoenationavalloble from Truss Rate Institute. 218 N. lee Street, Suite 312, Alexontlrl0. VA 22 14. MiTek' 69M Parke East Blvd.Safety Tampa, FL 33610 Job Truss Thus Type 0tyPl T18693824 2088179 F12 Floor 1 =JbS otona ounaers mistouume krun rrorcu), ran rlerce, aveao, a-1-8 H 2-5.0 1-6-6 10 1.5x3 11 3x4 = 1.5x3 11 1 2 3 8.240 S JUI 142U1 U MI I eX IOdustnes, Inc. We Nov 19 08:07:33 2019 Pagel ID:xYTOOsSdFuZmFVo_oRBSpyPvd9.9XkmCMSC41SRcyOlh?IXctHNYx9fGH?MjfC7CyHgpO 3x4 = 4 OH8 Scale =1:17.5 1.Sx3 = 8 7 3x4 15Yi II 3X6 = 3x6 = Plate Offsets (X,Y)-- [2:0-1-8 Edge][7:0-1-e Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TOLL' 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.14 6-7 >788 360 IVIT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Ven(CT) -0.23 6-7 >476 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 551b FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2X4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=504/0-3-8, 6=504/0-3-8 FORCES. (Its) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-600/0, 3-4=-600/0 BOT CHORD 8-9=0/600, 7-8=0/600, 6-7=0/527 WEBS 4-6=-651/0, 2-9=-735/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 srongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Velez PE No.68182 MiTek USA, Ina. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 0 WARN/NG - Verity desff dparameens.d READ NOTES ON TN/SAND INCLUDED MREKREFERANCEPAGEMX74TJ rev. 1NA2[OfSREFORE USE. Design valid for use only with MBeR® connectors. nnis design Is based only upon parameters shown, and Is for an Individual building component, not o truss system. Before use. Me building designer must veafy the appllcabllity of deegn parameters and properly Incorporate this design into Me overall building design. Bracing Ndicofed is to prevent buckling of Individual huss web and/or chord members only. Addlnonol temporary and permanent bracing Is always required for stability and to prevent callo;ose with possible personal injury and property damage. For general guidance regarding Me fobrlcoflon, storage, delivery, erection and bracing of Musses and bust Weems, seeANSI/IPI1 Quallry Criteria, DS649 and OCSI aulding Component Spbly mformalbrrJvolloble from truss Flote Institute. 218 N. We Sheet Suite 312. Alexandria, VA 22314. ��- MiTek" 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T18693825 2088179 F13 Floor q 7 Jab Reference (optional) uunaers rumbource Iron Pierce), ran race, rL- daavo, 0-1-8 H 2.5-0 0-10.8 8.2405 JUI 14 2UIS MI I ex Industries, Inc. I u6 Nov 19 08:07:34 2019 Pagel ID:xYTOOsSdFuZrxFVo_oR8SpyPvd9-djl8PtjUz07J3mXaJOWX4gQW uyLIOjB9bNOlfryHgpN Scale=1:18.8 1.5x3 II 1.5x3 = 3x4 = 1.5x3 II 1.5.3 it 3x4 = 1.5x3 II 1 2 3 4 5 6 3x6 = 3x4 = Plate Offsets (X,Y)-- 18:0-1-8,Edge1, (9i0-1-8,Edge1 LOADING (psf) SPACING- 2-M CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.06 9-10 >999 360 MT20 244/190 TCDL '10.0 Lumber DOL 1.00 BC 0.41 Vert(CT) -0.12 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES VIB 0.24 Horz(CT) 0.01 7 Ida n1a BCDL 5.0 Code FBC2017/TPI2014. Mataril Weight: 631b FT=20%F, IME LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 as pudins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. REACTIONS. (Ib/sjze) 10=598/0-8-0, 7=604/0-3-8 FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-903/0, 3-4=-903/0, 4-5— 903/0 BOT CHORD 9-10=0/654, 8-9=0/9D3, 7-8=0/644 WEBS 5-7=-807/0, 2-10=-809/0, 5-8=0/369, 2-9=0/360 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend.2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131° X 3°) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. Joaquin Velez PE Na.63182 1aTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 ,& WARNING -Ardrydeelgnper+me4mantl READ NOTES ON THISANO INCLUDED MREKREFERANCEPAGEM61473MI. fauasOI56EFOREUSE Design valid for use only with MBe& connectors. This design Is based Only upon parameters shown, and Is for on Individual bull component, not ��- a fnus system. Before use, Me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. 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 antl to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabdcallon, storage, delivery, erection and bracing of busses and hues systems seeAN5U1P11 Quality Criteria. DS549 and SCSI Building Component Safety arformalbnavallable from Truss Plate Insfill 218 N. Lee Street, Suite 312. Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type - Oly Ply T78693826 2088179 FG1 Flat Girder 1 2 Job Reference (optional) Cepa6rs rirsmaurce Iron riudcl, ran nnrce, rL-,54a9a, 3xS = 3x4 = 3x4 = 3xfi = 7x10= 2x4 II 7x10 = 1 2 3 24 4 25 5 6 7 26 s Jul 14'2U19 MI I eK mammas, Inc. I us Nov 19 OB:07:352019 Pagel Vo oRBSpyPvd9-5v WdCk7ji7Ahv6m51mdl zbmU471 JpI BIBHyHgpM 26:16 29-4-5 32-11-4 33- 0 3-3-15 &3-15 &&15 12 Scale=1:59.1 3x6 = 3x4 = 30 = 3x8 = 8 27 9 10 11 9 N 3x8 = 3x4 = 7x10 = 3x6 = 4x12 = 3x6 = 7x10 = 3x4 = 3a = a 14 a-rn 0• 12 3-6-15 trn-lu 1u-3-a &&15 3-3-15 13-tl-tl 1B-B-U 3-4-15 2-9.8 19-3-tl 2-9-B 22-8-] 3-415 2&0-6 3-3-15 29-4-5 32-71-4 3-3-15 3-fi-15 3 0 0- 12 Plate Offsets(XY)— f5:0-5-0,0-4-81U:0-5-00-4-81 (12:0-4-40-1-81 f13:0-3-80-1-81 (15:0-5-00-4-81 (19:0-5-00.4-81 (21.0-3-80-1-81 (22:0-0-40-1-81 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.71 Vert(LL) 0.7016-17 >324 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.69 17 >329 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.78 Horz(CT) -0.06 12 n/a Na BCDL 5.0 Code FBC2017/rP12014 Matrix-S Weight: 442 to FT=20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3'Excepl' 7-16,5-18,1-22,11-12: 2x6 SP No.2 REACTIONS. (Ib/si2e) 22=919/0-e-0, 12=1866/0-8-0, 18=5497/0-4-0 Max Uplift 22=-1755(LC 4), 12= 1755(LC 5), 18=REL BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1279/3410, 2-3=-948/6077, 3-4=0/8010, 4-5=0/9064, 5-6=0/9272, 6-7=0/9272, 7-8=-2872/9064,8-9=-4859/8010, 9-10=-4912/6077, 10-11=-3279/3410 BOTCHORD 20-21=-3410/1279, 19-20=-6077/948, 18-19=-8010/0, 17-18=-9139/0, 16-17=-9139/27E1, 15-16=-8010/4859,14-15=-6077/4912,13-14=-3410/3279 WEBS 7-16=0/1023, 5-18=-3419/573, 2-21=-604/1609,2-20=-2939/0, 3-20=0/1259, 3-19=2359/0, 4-19=0/933, 4-18=-3721/0, 5-17=-291/4093, 6-17=-431/251, 7-17=-3846/0,11-13=,3754/3610, 10-13=-1516/1609,10-14=-2939/1800, 9-14= 718/1259, 9-15=-2177/0, 8-15=-7/933, B-16=-2180/0, 1-22=-869/1724, 1-21=-3754/1408, 11-12=-1801/1724 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=1Still (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=331t; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrant with any other live loads. 6) ' This truss has been designed for a live load of 20.0ps1f 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1755 lb uplift at joint 22 and 1755 lb uplift at joint 12. 8)'M indicates Released bearing: allow for upward movement at joint(s) 18. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 Q WARNING -Vsd1Ydes/9APer4me(ers4Ad READNOTES ON IN/SAND INCL1N)EOMOEKREFERANCEPAGEM1F74Md,x 10012015BEFORE USE Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ��- a truss system. Before use, the building designer must verity me applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of lndlvlduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability antl to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and huss systems, meANSUIPII at alBy Criteria, DSO-69 and BCSI Building Component 69N Parke East Blvd. Safety Inform moncvallabie from Truss Rate Institute. 218 N. Lee Street. Suite 312 Alexandria. VA 22r14. Tampa, FL 33610 Job Truss Thus Type Oty plyT18fi93826 2088179 FG1 Flat Girder 7 2 Job Reference (optional) Builders nrstsource Iron Pierce), Fort Pierce, FL-34945, 8.240a Jul 14 2019 MiTek Industries, Inc. Tue Nov 19 08:07:362019 Page 2 ID:%YTOOSSdFuZrxFVo oRBSpyPvd9-Z6OvgYIlU7F1I3hzRpY?9FVmWISJsUES2MskjyHgpL LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veil: 12-22= 10 Trapezoidal Loads (pli) Vert: 1=-187-to-6=-304(F=-117), 6=304-to-11— 187 Q WARNING -Verrydesign parameters and READ NOTES ON MIS AND INCLUDED MITEKREF£RANCE PAGE MIF747areV. 711,11311015 BEFORE USE. valid for use only w0h Mgel,9 connectors. This design Is based only upon parameters shown, antl is for an individual building component, not a buss system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this dedgn Into Me overall building design. Bracing Indicated is to prevent buckling of Individual hers web and/or chord members only. Additional temporary and permanent bracing Is always required for stabllity, and to prevent collapse with possible personal ln7ury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of hussar and huss systems. seeANSVTPII Quality Criteria, DS549. and SCSI Building Component Safety Informabonwallabie from Truss Rate Imlltule, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. WitDesign MiTek' 6904 PaAe East BNr1. Tampa, FL 33610 Job Truss runs ype ry y T1B69382] 2080179 FG2 ROOFTRUSS 1 3 Job Reference (optional) aUaU eats raga 1 ID:xYTOOsSdFuZIXFVo_oROSpyPvd9-Y_2u GOhYk1elNOPmOdg5Zy[NrHC2xyHlm_PZyHfbo 33% 323 5108 ]% P&a 1367 15 - 62-1 19L1a 'u'-7.1 310.7 23% 29e3 ]1-13 3T1E 353.13 39-16a 32-0 2E8 6161a FIl-Ia 333 IAt-10 -2-10 32d 323 138 F10.W 333 2-1-0 2DU 22-5 &H Scale=1:76.3 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 5X8= 2x4 11 4X12=4X6=2x411 7x10= 5x8= 8xl2= 5x8= 7x10= 2X411 4X6= 5x12= 2X411 7z10= 1 2 3 4 5 6 32 7 8 9 10 33 11 12 13 34 14 35 15 1 l� tV 30 29 28 27 26A 2536 24 23 22 21 20 19 18 37 38 17 39 16 40 3x811 012 = 3X6 11 5x12 = 5X8 = 5X8 = 8x10 = 5xl2 = 5x8 = 402 = 3x8 11 1 Ox14 = 6X8 11 Sxl0= HHUS26-2 8x14 MT2OHS= HHUS46 HHUS46 FASTEN TRUSS TO BEARING FOR HHUS26-2 HHUS46 THE UPLIFT REACTION SHOWN HHUS46 WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 3z-0 stow sa-a 13tr7 tsar rTz-t as% 1%-14 2- 2.1072s% zoos 31-t3 aa-t3 3sa.tz 3(41% 3z-0 2a3 tnola 1-n-ta aaa tm-to -z-m it 3z3 3z3 tie sate 2aa z-1-0 2-00 22s o a1a Plate Offsets (X,Y)-- [6:0-4-8,0-5-0], [7:0.3-8,0.2-8], [8:0-3-0,0-3-4], [9:0-3-8,0-2-8], [10:0-5-0,0-4-8], [13:0-3-4,0-2.8], [16:0-5-4,0-"], [18:0-5-12,0-1-8], [19:0-7-0,0-6-0], [21:0-3-8 .0-2-81 [22:0-3-8 0-2-81 f23:0-5-0 0-6-01 [24:0-3-e 0-2-81 [25:0-3-8 0-2-81 [26'0-2-00-2-41 f27:0-5-0 0-6-01 [30V-5-4 0-1-81 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.54 Vert(LL) -0.40 21 >863 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 SC 0.58 Vert(CT) -0.66 20-21 >528 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) -0.06 16 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Wlnd(LL) 0.6422-23 >539 240 Weight: 8691b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26'Except' TOP CHORD Structural wood sheathing directly applied or 5-6-2 oc pudins, except 6-10: 2x6 SP No.2 end verticals. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 0o bracing. WEBS 2x4 SP No.3'Except' 1-30, 15-16: 2x8 SP 240OF 2.0E, 5-26,11-20: 2x6 SP No.2 1-29,3-29,15-17,13-17:2x4 SP No.1 REACTIONS. (lb/size) 30— 1803/0-8-0, 16=8237/0-3-8, 26=9691/0-4-0 Max Hor430=72(LC 5) Max UpIift30=-2184(LC 2), 16=-2967(LC 5). 26=REL Max Gmv30=133(LC 7), 16=9474(LC 2), 26=10306(LC 2) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-30=101/1968, 1-2=-46/4445, 2-3=-46/4445, 3-0=0/14172, 4-5=0/16502, 5-6=0/16502, 6-32=-48/8337,7-02=-46/8337,7-8=-2811/9444,8-9=-15430/10449, 9-33=-19875/10341, 10-33= 19875/10341,10-11=-23065/9883,11-12=-23065/9883,12-13— 24930/9385, 13-34=-14848/4808,14-34— 14848/4808,14-35=-14848/4808, 1"5— 14848/4808, 15-16=-7941/2635 BOT CHORD 29-30=396/55, 28-29=-9776/0, 27-28=-9776/0, 26-27=14172/0, 25-26=-8245/0, 25-36=-9393/2811,24-36=-9393/2811, 23-24=-10303/9894, 22-23— 10305/9896, 21-22=-10398/15430,20-21=-10290/19875,19-20=-9377/24930,18-19=-8515/24896, 18-37=-8515/24896, 37-38=-8515/24896, 17-38=-8515/24896,17-39=-582/1752, 39AO---582/1752,16-40=-582/1752 WEBS 5-26=-1474/218, 13-18=-301/2370,4-27=0/1901, 3-27=-5550/0,4-26=-3077/0, 13-19=-1083/2175,12-19=-1254/1022,12-20=-2340/1686,1-29=-4550/27, 2-29=-739/123, 3-29=0/6064,11-20=-596/191,6-26=-10941/1550,6-25=-487/4535, 7-25=-9901/1284, 7-24— 337/3557, 8-24= 7991/1072,10-20=-1156/3497, 10-21=-2031/268,9-21=-644/4896, 9-22=-2608/196,8-22=-275/6094,15-17=-4782/14786,14-17=-1172/452, 13-17=-1149314237 NOTES- 1) 3-ply truss to be connected together with 1Od (0.131°x3°) nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 Do. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 Do, 2x4 -1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front IF) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=39ft; eave=5ft; Cat. 11; Exp B; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate ari0 DOL=1.60 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 QWARNING- ladlydr.egn Paramafersand READ NOTES ON MISAND INCLUDED UREKREFERANCEPAGEM/4]4TJ mv. la'aY1or58EFOREUSE ��- Design void for use only with iii connectors. thus design 8 bosed only upon parameters shown, and Is for on Individual building component. not a tluss system. Before use. the building designer must verify the oppllcablllN of desgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only, Additional temporary and permanent bracing MiTek' 13 always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrlcallon, storage, delivery, erection and bracing of busses and truss systems. seeANSVIPI I Qualp 11yy Cdledo. DSO-89 and SCSI Building Component 69N Parke East Blvd. Sorely Informatbrlovoioble from Truss Plate InstlMe. 218 N. Lee Street Suite 312, Alexandrlo. VA 22314, Tampa, FL 33610 Job runs russ ype y y T1869382] 2080179 FG2 ROOFTRUSS 1 3 Job Reference (optional) 8.240 s Oct 29 2019 MTek Industles, Inc. Tue Nov 19 10:30:19 2019 Page 2 ID:xYTOOsSdFuZrxFVo oRSSpyPvd9-Y_2 w GOhYk1eINOPmOdg5ZyINrHC2xyHKb_PZyHfbo NOTES- 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2184111 uplift at joint 30 and 29671b uplift at joint 16. 9)'A' indicates Released bearing: allow for upward movement at joint(s) 26. 10) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearing 30. Building designer must provide for uplift reactions indicated. 11) Use Simpson Strong -Tie HHUS26-2 (14-1Od Girder, 4-1Od Truss) or equivalent at 13-8-8 from the left end to connect truss(es) to front face of bottom chord. 12) Use Simpson Strong -Tie HHUS28-2 (22-16d Girder, 4-16d Truss) or equivalent at 33-1-8 from the left end to connect truss(es) to front face of bottom chord. 13) Use Simpson Strong -Tie HHUS46 (14-10d Girder, 6-1Od Truss, Single Ply Girder) or equivalent spaced at 1-7-3 oc max, starting at 34-0-12 from the left end to 38-3-2 to connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3926lb down and 1347lb up at 33-1-8, 576 1b down and 306 lb up at 33-7-4, and 576 Ib down and 306 Ito up at 35-7-4, and 576 lb down and 306 Ib up at 37-7-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-15=-217, 16-30=-10 Concentrated Loads (Ib) Vert: 18=-682(F) 13-3926 14=-576(F)34=-576(F) 35=-576(F) 36=-483(F) 37=-155(F) 38=-155(F)39=-155(F)4D=-156(F) Job Truss Tress Type Oty Ply T78693828 2088179 FG3 FLOOR 1 2 Job Reference o (tonal Builders FirsiSource (Fort Pierce), ran Pierce, FL- 34945, 2x4 II 3xS = 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Nov 19 08:07:38 2019 Page 1 ID:xYT00sSGFuZ,xFVo_oRBSpyPvd9-WUXfFEm40dWIYNrLYEbTEgbEFZdSKStkW7MzocyHgpJ 4,02 = Scale = 1:18.4 2x4 II 5x6 = Plate Offsets (X,Y)-- (2:0-3-8 0-1-81 (5i0-1-12 0.2.81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.24 Vert(LL) -0.06 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Verf(CT) -0.08 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.51 Hom(CT) 0.02 5 n/a rda BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 135 lb Fr=20% LUMBER- _ BRACING - TOP CHORD 2x4SP No.2 TOP CHORD BOT CHORD 2x6 SP NO.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 1-8,4-5: 2x6 SP No.2 REACTIONS. (Ib/size) 8=1775/0-M, 5=2670/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3067/0, 34=-317/0 BOT CHORD 7-8=0/3067, 6-7=0/4013, 5-6=0/4013 WEBS 2-8=-3236/0, 2-7=0/1036, 36=0/1765; 3-5=4058/0, 3-7= 1035/0 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131'x3°) nails as follows: Top chords connected as follows: 2x6 -2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Refer to girder(s) fortress to truss connections. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 177 Ib down at 1-5-12, 1771b down at 3-0-15, 220 lb down and 14 Ib up at 4-4-4, 212 lb down and 71 It, up at 5-1-8, 8291b down at 6-8-11, and 829lb down at 8-3-14, and 829 lb down at 9-11-1 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase- 1.00 Uniform Loads (pit) Vert: 1-4=-100, 5-8= 10 Concentrated Loads (lb) Vert: 9=-177(B)10=-177(B) 11— 220(B) 12=-212 13=-829(B) 14= e20(B) 15=-829(8) Joaquin Velez PE No.68182 R1iTek USA, Inb. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 19,2019 Q WARNING- Verlrydesta.Paametersand READ NOTES ON THIS AND/NCLUDEDMREKREFERANCE PAGE fu J,,Mrev. W'DW2015SEFORE USE Deslgn valid for use only with Mnedl, connectors. TNs devgn Is loosed only upon parameters shown and Is for on Individual building component, not a huss system. Before use, the bullding designer must verify the opplicobllity, of design parameters and properly Incorporate this design Into the overall building deugn. Bracing Indicated is to prevent bucBing of lndNldual huss web and/or chord members only. Additional temporary and cannoneer bracing Mftl( Is always required for stcblllty 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, seeANSUTPil Quo�y Criteria. D$549 andBC31 Building Component 69N PaAe East Blvd. Safety 1rlfoenotbrlovalloble from Toss Plate Institute. 218 N. Lee Sheol. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job - Truss Truss Type Oty Ply T78693829 2088179 FG4 FLOORJ __::: 7 2 Job Reference (optional) ounce. Firssaource (ran rierw), ran Fierce, rL- oquga, 8.240 s Jul 14201U MITek Industries, Inc. Tue Nov 19 08:07:382019 Page 1 ID:xYTOOsSdFuZn FVo_oR8SpyPvd9-WUXfFEm70dWIYNrLYEbTEgbGXZfDKTykW7MzocyHgpJ 2-7-4 5-2-8 2-7'4 2-7-0 Scale=1:15.4 12x4 11 25x8 = 32x4 II 4x6 = 4x6 = Plate Offsets (X,Y)-- [4:0-1-12,0-2-01, [5:0-4-8,0-1-8][6:0-1-120-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) -0.01 4.5 >999 360 MT20 244/190 TCDL 1o.0 Lumber DOL 1.00 BC 0.60 Vert(CT) -0.02 4-5 >999 240 BCLL 0.0 Rep Stress lncr NO WB 0.51 Horz(CT) 0.00 4 Na File BCDL 5.0 Code FBC2017ITP12014 Mati Weight: 69 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 -Except' BOT CHORD 1-6,3-4: 2x6 SP No.2 REACTIONS. (lb/size) 6=2898/0-4-0, 4=1853/Mechanical FORCES. (lb) - Marc CompJMax Ten. -All forces 250 (lb) -or less except when shown. BOT CHORD 5-6=0/1742, 4-5=0/1742 WEBS 2-6=-2111/0, 2-5=0/2136, 2-4=-2111/0 Structural wood sheathing directly applied or 5-2-8 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1Old (0.131'0') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 do. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 832 Ib down at 0-2-12, 581 lb down at 0-2-12, 8291b down at 2-1-6, 578 lb down at 2-1-6, and 829 lb down at 3-8-9, and 578 lb down at 3-8-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-3=-100, 4-6=-10 Concentrated Loads (lb) Vert: 6=-1413(F=-832, B=-581) 7=-1 408(F=-829, B— 578) 8=-1408(F=-829, B=-578) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 69114 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 QWARNING-V4tltyCeslgnparame(ersenCREAONOTE50N MMANOWCLUOEOMI KREFERANOEPAGEMX7473rl. tMlYLafSBEFORE USE Design volld forum only wltn Miliek®connectors. This deslgn Is based only upon parometen shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify fine applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or hord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and huss system% seeMSV1Pi1 Quality Criteria, DSO49 and Best Balding Component Satoty Infonnotbnovailable from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. �'- Miiek' 69M Parke East BNc. Tampa, FL 33610 Job Truss Truss Type oty Ply T18693830 2088179 HJS Jack -Partial Girder 4 1 Job Reference (optional) ouid.. rRGlJoumn trwl rie,LYJ, ion do., ri--Jqu4n, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Nov 19 08:07:39 2019 axe = Scale = 1:18.8 Plate Offsets (XJO-- 12:0-6-9,Eddel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.17 2-6 >454 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.19 2-6 >408 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/iP12014 Matrix-P Weight: 28111 FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=88/Mechanical, 2=516/0-10-15, 5=128/Mechanical Max Hors: 2=108(LC 4) Max Uplift 4=-75(LC 20), 2=473(LC 4), 5=-45(LC 5) Max Grav 4=88(LC 1). 2=615(LC 28), 5=193(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3---376/97 SOT CHORD 2-6=-1161318 WEBS 3-6=-349/127 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 all, bracing. NOTES- 1) Wind: ASCE 7-10; Vu1t=160ni (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75111 uplift at joint 4, 473 lb uplift at joint 2 and 45 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 lb down and 23 Ib up at 44-0, and 117 lb down and 23111 up at 44-0 on top chord, and 92 Ib down and 122 lb up at 1-6-1. 92 Ito down and 122 lb up at 1-6-1, and 51b down at 4-4-0, and 5 lb down at 4-4-0 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 CASES) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-80, 2-5=10 Concentrated Loads (Ib) Vert: 8=109(F=55, B=55) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 QWARNING-Vedlydoslgnparameeersand READ NOTES ON MMANDWCLUDEDMITEKREFERANCEPAGEMILT4nl ,.. laN.4Qa15BEFORE USE. Design valid for use only with Mitekei connectors. lhIs design is based only upon parameters shown, and b for an Individual building component, not a buss system. Before use, Me building designer must verify fire oppllcabnity of design parameters and properly Incorporate this design Into Me overall MiTek* building design. Bracing Indicated is to prevent buckling of intlNlduai buss web and/or chord members only. Addltlonal temporary and permanent bracing ryaiTek' Is always required for sfoblllty and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fobrlcctlon, storage, delivery. erection and bracing of trusses antl truss systems, seeANSUlpll Caoitlr CMM e, DSO-89 and I1CSI Building Component 69N Parke East Blvd. Safety Informatbmvailable from truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job muss rus5 ype y T18693831 2088179 J1 Jack -Open 8 1 Job Reference (optional) 8,240 s Od 292019 MiTek Industries, Inc. Tue Nov 1910:28:49 2019 Page 1 ID:xVTOOsSdFuZxFVo oR8SpyPvdg-Bgc 17AxtuOorw j7toWA6gdM5G16amibKnDGnyHtdC Scale =1:6.4 46 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Vdefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TIC 0.35 Vert(LL) -0.01 4 >929 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.01 4 >955 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 We rate BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-103/Mechanical, 2=363/0-8-0 Max Hoa2=48(LC 8) Max Uplift3=-103(LC 1), 2=-266(LC 8) Max Grav3=104(LC 8), 2=363(LC 1) FORCES. (lb) - Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;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 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 10316 uplift at joint 3 and 266lb uplift at joint 2. LOAD CASE(S) Standard Joaquin Velez PE No.e8182 MITek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 O WARNING. Vinardselsparsmefemend REAONOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMIs7473rev. IG0:4201SSEFOREUSE Design valid for use only with MBeM connectors. This tlesign Is based only upon parameters shown and Is for an IndMdual 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 prevent buckling of individual buss 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 recreation. storage. Cauvery, erection and bracing of trusses and husf systems, saaMSVTPII Qu'IMyCdhdn, DS9d9 and 6CSI ku4dhg Component 6904 Parke East Blvd. Solely lefomartia ovallable from Truss Plate InstiMe. 218 N. Lee Street Suite 312. Alexandria. VA 22314, Tampa. FL 33610 Job Truss TrType ly T18693832 2088179 J3 aO Job Reference (optional) 144UlVMlleamau5mes,1nc. rue NOV la UUMI4a Lulu 3x4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 25.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.00 2-4 >999 240 TCDL 15.0 LumberDOL 1.25 BC 0.06 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Inc, YES WE 0.00 Horz(CT) -0.00 3 We n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=23/Mechanical, 2=382/0-8-0, 4=13/Mechanical Max Horz 2=69(LC.8) Max Uplift 3=-17(LC 9), 2=-246(LC 8) Max Grav 3=26(LC 17). 2=382(LC 1), 4=39(LC 3) FORCES. Qla) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale =1:9.6 PLATES GRIP MT20 244/190 Weight: 121b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 ad pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; IrI B=45h; L=24ft; eave=4N; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-11-9 to 1-0-7. Interior(1) 1-0-7 to 2-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;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 nonconcunenl 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 171b uplift at joint 3 and 246 lb uplift at joint 2. Joaquin VillezPE No.68162 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 ,&WARNING - Verlrydeslgnparameremend READN0nFS ON TN/SAND/NCLUUEBMREKNEFERANCEPAGEMX7vjmv. ra=o15BEFONEUSE �'- Deslgn valid for use only with MiTek® connectors. This design Is based any upon parameters shown, and Is for on IndNldual building component, not a buss system. Before use, the building designer must verify the appllcablliry of design parameters and propaey Incorporate this design Into the overall building desgn. Bracing Indicated is to prevent buckling of individual true web and/or chord members only. Additional temporary and permanent bracing M�TBk- IsalwaysrequiredfarstablllNantltopreventcollapsewithposablepersonalmuryandproperrydamage. For general guldance regarding the fabrlcoflon. storage, delivery, erectlon and bracing of busses and truss systems. seeANSVrPD Qua CdUrle, OS849 and SCSI Building Component 6904 Parke East Blvd. SafetSafetyInroenatlomvollode from Truss Plate Institute. 218 N. Lee Sheet. Sulte 312. Alexondrla VA 22 14. Tampa, FL 33610 Job Truss Thus Type Dry T18693833 2088179 J5 Jack -Open 32 �P` Tj.b Reference (optionaD Builders RrstSource (Fort Pierce), Fort Pierce, FL- 34945, 8.240 a Jul 14 2019 MiTek Industries, Inc. Tue Nov 19 08:07:41 2019 Page 1 ID:xYTOOsSGFuZaFVo_oRBSpyPvd9-w3DouGptJYuKPgZwDM8AslDhEmn1%xeBCzbdPxyHgpG -2-0.0 5-0-0 2.0-0 I 5-0-0 Scale=1:13.6 3.00 12 3x4 = s-o-0 LOADING (psl) SPACING- 2-0-0 CSI. DEFL in (led) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/rP12014 .Matrix-P Weight: 18 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 3=138/Mechanical, 2=437/0-8-0, 4=23/Mechanical Max Hom 2=93(LC 8) Max Uplift 3=-62(LC 8). 2= 248(LC 8) Max Gmv 3=138(LC 1), 2=437(LC 1), 4=69(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp, B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-11-9 to 1-0-7, Interior(1) 1-0-7 to 4-11-4 zone; cantilever left and right exposed; end vertical left and night exposed;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 nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.1 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 62 lb uplift at joint 3 and 248 Ile uplift at joint 2. Joaquin Velez PE No.68182 Ii USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 ,&WARNING-Veritydealgntr=metemand READ NOTES ON MIS AND/NCLUD£DMIIEKREFERANCEPAGEMLL7473rev. faNY10l56EFOREUS. Design valid for use only with MnekO connectors. his design Is based only upon parameters shown and Is for an IndMdual building component, not o.truss system. Before use, the building designer must verify the opplicatattly of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to bucWing of Individual truss web and/or chord members only. Additional temporary and bracing MiTek' prevent permanent 6 always required for stobllily and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabricaren, storage, delivery, erection and bracing of trusses and buss systems. seeANSU1Pi1 Qua BN Cmedo, DSB-69 and BCSI adding Component 69M Parke East Bhd. Satoh mformalbrnavallable hom Truss Plato InsaMe, 218 N. Lee Street Suite 312. Rexantltla. VA 22 14. Tempe, FL 33610 Job Truss Truss Type Oty Ply T18693634 2088179 M01 Monopitch 8 1 Job Reference o tional Builders tustbource (ran rlercel, ton rlerce, rL- 3494b, 8.240s Jul 14 2019 MiTek Industries, Inc. Tue Nov 19 08:07:41 2019 Page 1 ID:xYrOOsSdFuZrxFVo_oROSpyPvd9-WJDouGptJYuKPgZwDMBASIDf6mmMXwUBCzbdPxyHgpG 5-11-4 6-5-8 2-0-0 5-11-4 0.6.4 Scale =1:15.8 20 11 3 Id 3.6 = Plate Offsets ()I,Y)-- [2:0-2-12 Edge) LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (lac) /dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TIC 0.59 Vert(LL) -0.07 2-5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.10 2-5 >693 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Hoa(CT) 0.00 5 n/a Na BCDL 5.0 Code FBC2017/TPI2014 Matnx-P Weight: 26 lb FT=20% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 *Except* 5-6: 2x6 SP No.2 REACTIONS. (lb/size) 2=458/0-3-0, 5=225/0-5-8 Max Hom 2=103(LC 8) Marc Uplift 2=-242(LC 8), 5=-73(LC 8) FORCES. Ila) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10;Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 6=45ft; L=24ft; eave=4H; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-11-9 to 1-0-7, Interior(l) 1-0-7 to 5-9-8 zone; cantilever left and right exposed ; end vertical left and right exposed;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 psi bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 242lb uplift at joint 2 and 73 lb uplift at joint 5. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 Q WARNING. Verify Eeelgnperamete..d READNOTESONMSANO/NCLUDEDMI KREFERANCEPAGEMP74M.a 111AY1015aEFOREUSE Design valid for use only with Meek@ connectors. This design B based only upon parameters shown, and Is for an IndIvlduol building component, not a truss system. Before use, the building designer must venty the appllcobllity, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always 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 seeANSVIPII Quallly Cdfeda, DS549 and BCSI Building Component 6904 Parka East Blvd. Safety Informal tmovdicbie from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss, Thus Type Oty Ply T18693835 2088179 Vol Valley 7 7 Job Reference o tional Builders FIm1S0urCe (Yon Fierce), ton YIM% 1-1-- 34945, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Nov 19 08:07:42 2019 2x4 // 3x4 = 2 2x4 O 0-R-4 1.9-13 D-8-4 1.9.9 a d d Scale = 1:6.9 Plate Offsets (X,Y)— 12:0-2-0;Edge) LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.01 VerI n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(CT) We - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 rda rda BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=48/1-9-4, 3=48/1-9-4 Max Ho¢ 1=-16(LC10) Max Uplift 1=-16(LC 12), 3=-16(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-13 oc purins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ff; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Ops1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1616 uplift at joint 1 and 16 lb uplift at joint 3. Joaquin Velez PE No.68182 I,7Tek USA, Ina FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Data: November 19,2019 ®WARNING -Verily design paremefers and NEAO NOTES ON THISAND INCLUDED MREKRUERANOEPAGEM67473rex. 10r11132016aEFONE USE Deslgn volld for use only with MOeM connectors. This dedgn Is based only upon parameters shown, and Is for an Indivltlud building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate thin design Into the overall belong design. Bracing Indicated is to prevent buckling of IndNldual truss web and/or chord members only. Additional temporary and permanent brocing Is always required for stability and to prevent collapse with possible personal ln7ury and property damage. For general guidance, regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeANSUIPII QUO Bry Criteria, DSB49 and SCSI Building Component Safety Yrfonnallanovollobie tram Truss Plate Institute, 218 N. Lee Sheet Sulte 312, Aontltlo. lexVA 22314. ��- MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Thus Truss Type Oty Ply T78693836 2088179 V02 Valley 1 1 Job Reference (optional) cunaers rusnacurcu trun nercel, ron rlerc9, rL- J%U4D, 14 aUla ml l elk InaustneG, mC. I ue NOV 1 U Ud:UC4a 2U1 s 6 d 3x4 = 2 2x4 // 2x4 \\ .6 6 Scale=1:11.1 Plate Offsets (X,Y)— f2:0-2-0Edge) LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.06 Vert(L-) Na - Na 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vad(DT) rile - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Houl 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matril Weight: 111b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=130/3-7-1, 3=130/3-7-1 Max Horz 1=-44(LC 10) Max Uplift 1=-42(LC 12), 3=-42(LC 12) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or3-7-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ff; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C EMedor(2) zone; cantilever left and right exposed ; end vertical left and night exposedC-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 3-6-0tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 421to uplift at joint 1 and 421b uplift at joint 3. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 Q WARNING -Irani tleslgn pism.0ersanJRE54D NOTES ON TNISAND INCLUDED MITEKREFERANCE PAGEM/F74Ta rev. lNOYl0/5SEFOREUSE. Design valid for use only with Meek® connectors. This design is based any upon parameters shown. and is for on individual building component, not 0 In=system. Before use, the building designer mast verity the applicability of tleslgn parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual huss web and/or chord members only. Adtlitlonol temporary and permanent bracing Is oiways 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 trkns systems, seeANSMII Quality CrBeM, 11511-09 and BCSI BWtlhp Component Sol Informalbmpalloble from Russ Plate Institute, 218 M Lee Street Suite 312 Alexandria, VA 22314. MOW Least Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply , T78693837 2088179 V03 Valley 1 1 7Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL- 34945, 8.240 s Jul 142019 MiTek Industries, Inc. Tue Nov 19 08:07:43 2019 Page 1 ID:xYTOOsSdFuZrxFVo_oR8SpyPvd9-sSLYlyg8r9B2e81JLnAe:gl6VaVt7dUfH4kTpyHgpE 2-&t2 5-5-7 2-e-12 2-8-12 46 = e b d 4 2x4 // 2x4 II 2x4 \\ Scale =1:17.6 0-0-4 5.5.3 " LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.15 Vert(L-) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-P Weight: 20 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.? TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. glotsize) 1=133/5-4-15, 3=133/5-4-15, 4=158/5-4-15 Max Ho¢ 1=71(LC 11) Max Uplift 1=-58(LC 12), 3=-58(LC 12), 4=-21(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10,`Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) • 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 1, 58lb uplift at joint 3 and 21 lb uplift at joint 4. Joaquin Velez PE N0.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33810 Date: November 19,2019 QWARNOJG- Veeytleslgnparemetersand READ NOTES ON TNISAND/NCLUDEDMREKREFERANCEPAGERR7473mv. 10N34?01SSEFORE USE Design valid for use only with Wake Connectors, this design Is based Only upon parameters mown, and Is for an individual building component not a truss 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 win possible personal Injury and property damage, For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and trusssystems, seeANSVIPI I Cuolpy CM.do, DS549 and aCSI Bulding Component Safety Nfonnatiory Noble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 2231A, ��- MiTek• 6904 Parke East BNd. Tampa, FL 33610 Job Thus Truss Type Dty Ply 2088179 VO4 Valley I 1 ��B693B38 Job Reference (optional) bunaers rasl5ource Iron Ylerce), ran rlarae, VL- J484b, 8.240 s J8114 zula MI IeK Inousmes, inc. lu9 NOV la ua:ur:442u1e rage 1 ID:xYT00sSdFuimFVo_oR8SpyPvd9-KemWHrmcTGvGIIVvUhtUx FxysklkdwHOGyHgpD 3-7-10 7-3-4 3-7-10 3-7-10 61_• 2 Scale = 1:22.3 v u v d d d 4 2x4 ii 2x4 II 2x4 O 0-{}4 7.3.4 0- -4 7-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in too) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC '0.14 Vert(CT) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES We 0.04 Hom(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight: 28 In FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=184f7-2-12, 3=184f7-2-12, 4=219f7-2-12 Max Horz 1=99(LC 11) Max Uplift 1=-81(LC 12). 3=-81(LC 12), 4=-29(LC 12) FORCES. (lb) -Max. Comp./Mu. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=259; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 1, 81 lb uplift at joint 3 and 29 lb uplift at joint 4. Joaquin Velez PE 110.68182 MfTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 Job Truss Truss Type Oty Ply T18693839 2088179 VOS Valley 1 7 Job Reference o tional Builders FirstSource (Fort Fierce), FOrt Fierce, FL-3494b, a d d 8.240 s Jul ID:xY-rOOsSGFuZrxFVo oRB 9.1-1 4.6 9 30 = 3 7 6 2x4 // 2x4 II 2x4 11 2x4 �\ mc. I Ue NOV 19 UB:U/:44 2019 Scale = 1:27.5 Plate Offsets (X Y)-- f3:0-2-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ndefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.25 Ved(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.08 Horz(CT) 0.00. 5 n/a Na BCDL 5.0 Code FBC2017/TP12014 Matdx-S Weight: 401b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD -Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 9-0-9. (lb) - Max Horz 1=-126(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 6=-177(LC 12). 7=-177(LC 12) Max Grav All reactions 250 Its or less at joint(s) 1, 5 except 6=370(LC 18), 7=384(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-6=-335/258, 2-7=-339/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) VascIl 24mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-4-8 to 3-4-8, Interior(1) 3-4-8 to 4-6-9, Exterior(2) 4-6-9 to 7-6-9, Interior(1) 7-6-9 to 8-8-9 zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 20.0psf 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift at joint 6 and 177 lb uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 AWARNING -VendydealgnparametersandREADNOTES ONTNISANDINCLUDED MITEKREFERANCEPAGEMII)4Tarex.fDAY2el5BEFOREUSE Design valid for use only with Mil connectors. Illis design is based only upon parameters shown. and Is for an Individual building component, not a tress system. Before use, the bustling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building assign. Bracing lndcaled is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and bracing MiTek' permanent Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guldance regarding the fabrication, storage, delivery, erectlon and bracing of trusses and truss systems, seeANSVfpll Quality Cmedo, DSB49 and BCE! Building Component 6904 Parke East Blvd. Safely Wormationevoiloble from Truss Rate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type City Ply T18693840 2088179 VOfi Valley 1 1 Job Reference (optional) Builders rlrstsoume lean Flame), eon Force, I-L- J4!Ji B241.) sJUI 142Ula pi mausolea, no. IUs NOV IaaLG4a cU I 3xd = 3 Scale = 1:31.3 3x4 G 7 6 3x4 2,4 II 2x4 II a 4 10-10-15 4 10-10-10 Plate Offsets (X Y)-- [3:0-2-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TIC 0.25 Vert(LL) rk/a - fire 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 Sc 0.19 Ved(CT) nra - rVa 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a rda BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 461to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc puffins: BOT CHORb 2x4 SP No.3 BOT CHORD - Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-10-6. (Ib) - Max Horz 1=-154(LC 10) .Max Uplift All uplift 100 lb or less at joints) except 6112), 7=-228(LC 12) .Max Grav All reactions 250 lb or less atjoinl(s) 1, 5 except 6118), 7=380(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BOT CHORD 1-7=219/250, 6-7=-219/250, 5-6=-219/250 WEBS 4-6=-404/318, 2-7=-004/318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C ExteriorI 0-4-8 to 3-4-8, Intedor(1) 3-4-8 to 5-5-7, Exterior(2) 5-5-7 to 8-5-7, Intedor(1) 8-5-7 to 10-6-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 6 and 228 lb uplift at joint 7. Joaquin Velez PE No.68182 Mi7ek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 Q WARNING -yeNrydedgnparamefersand READNOTES ON MIS AND INCLUDED MITEKREFERANCEPAGEMOa473me 10N32a15SEFORE USE Design valid for use only with MlteMconnectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a muss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addifonal temporary antl permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the mbrlco6on storage, delivery. erection and bracing of musses and truss systems. seeANSMI QuaIIN CmeM, DS049 antl 6C51 Bultlbp Component 6904 Parke East BNtl. safety Information voilobie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexontlria VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply 2088179 V07 Valley 1 1 �T1869384] Jence (optinal) o ob Refer Builders errstbource (eon rlerce), eon Marble, eL- 3494b, 4x6 = 3 8.240 a Jul 14 2019 MI I ex Industries, Inc. I UB NOV 19 OB:U7:48 2U19 rage 1 cFVo_o9BSpyPvd9-H10gmO84WCVcSuDvkLZMwcZnW 1 CALwLF[048yHgpB 3.4 // 8 7 6 3x4 2x4 II 2x4 11 2.4 11 Scale = 1:36.6 12.8-7 0- LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES We 0.10 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight: 60 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 12-8-3. (lb)- Max Hom 1=102(LC 11) Max Uplift All uplift 100111 or less atjoint(s) 1 except 6=-252(LC 12), B=-252(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=396(LC 18), 8=397(LC 17) FORCES. IN) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 4-6=-423/324, 2-8= 423/323 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-4-8 to 3-4-8, Interior(1) 3-4-8 to 6-4-6, Exterior(2) 6-4-6 to 9-4-6, Intedor(1) 9-4-6 to 12-4-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 3-8-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 6=252, 8=252. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 O WARNING -Verilyde519RParemetem end READ NOTES ON MIS AND INCLUDED ami REFERANCE PAGE MO.74T3 rev. 100342M BEFORE USE. Design valid for use only with MBeIsil) connectors. This design is based only upon parameters shown, and Is for an Individual building component not a muss stater. Before use. Me building designer must verify Me applicability of deslgn parameters and properly Incorporate this design Into the overall bulldhg deslgn Bracing Indicated is to prevent buckling of lndlviducl truss web and/or chord members only. Additional temporary antl permanent bracing Welk' Is always required for stability and to prevent collapse Win possible personol Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVWIT Quo' My C6fedo, DSB4l9 and SCSI Building Component Mformalboovallable from Truss Institute. 218 6904 Parke East Blvd. Tampa, FL 33610 Safety Rate N. lee Street. Suite 31Z Aluxondrlo. VA 22314. ca Symbols PLATE LOCATION AND ORIENTATION 1374 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. For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol Indicates The required direction of slots in connector plates. Plate location details available in MRek 20/20 software or upon request. "F- 114 9F1_= The first dimension Is The plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by Text in the bracing section of the output. Use T or I bracing If indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: 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 Inftsixteenths t scale) Ill (Drawings not To scale) 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352. ESRI988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MiTek® MITek Engineering Reference Sheet: MII-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 on 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. S. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant. preservative treated, or green lumber. 10. 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, sae, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size. and In all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, 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 ANSI/TPI 1 Quality Criteria.