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HomeMy WebLinkAboutTRUSS PAPERWORKmm . W1, MiTek® RE: M11392 MiTek USA, Inc. THE WINDSOR 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Wynne Dev Corp Project Name: M11392 SCANNED Model: 71 Carlton 3 Bedroom Rear Porch �� Address: unknown Subdivision: City: St. Lucie County State: FL St. Lucie County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T13569660 a 3/22/18 2 T13569661 a1 3/22/18 3 T13569662 a2 3/22/18 4 T13569663 a3 3/22/18 5 T13569664 a4 3/22/18 6 T13569665 a5 3/22/18 7 T13569666 ate 3/22/18 8 T13569667 b 3/22/18 9 T13569668 bha 3/22/18 10 T13569669 gra 3/22/18 11 T13569670 11 3/22/18 12 T13569671 13 3/22/18 13 T13569672 j5 3/22/18 14 T13569673 17 3/22/18 15 T13569674 kj7 3/22/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 / IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. 1of1 -•.;;,nNltoW 0' MAY 06 Jots Walter P. nnn PE No.22839 MiTek USA, Inc. R. Geri 6634 , 6904 Parke East Blvd. Tampa R.33610 March 22,2018 Finn, Walter FILE CO Ploy: Job Truss Truss Type OlY Ply THEWINDSOR T13569660 M11392 A HIP 1 1 Job Reference (optional) 6.00 12 4x8 2x3 II 2x3 O 4 26 5 C.13U s Mar l l zuld MI I eK mou6mes, Inc. Ina Mar 22 u9n 3:U5 2U1 B ID:_kfiGCA6bx7j2SylHDXFw7ye3KX.jR3gUsZbktWXUduXL4V56b8N7zH_LSgUaLg7G 3x6 = 4x4 = 48 = 2x3 6 7 27 8 9 Scale =1:60.5 io la SO = 3x4 = 3x6 = 6x6 = 3x4 = 3x6 = 3x4 = 3x5 = 9-0-0 16-11-0 20-2-13 2fi-0-0 1 35-0-0 Plate Offsets (X Y)-- 12:0-0-14 Edge? 14:0-5-4 0-2-01 18:0-5-4 0-2-07 110:0-0-6 Edge7 LOADING (psf) SPACING- 2-" CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Veri(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 VeR(CT) 0.3712-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD 1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 Max Horz 2=-97(LC 10) Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10=-799(LC 12) Max Gray, 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-639/108, 3-4=-396/0, 4-5— 967t776, 5-7=-967/J76, 7-8=-454/938, 8-9=-1009/1884, 9-10=-1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14=-1586/938, 10-12=1971/1174 WEBS 3-17=-372/461, 4-17=-272/451, 4-15=-1087/1002, 5-15=-336/386, 7-14=-766/399, B-14=-580/997, 8-12=-958/447, 9-12=-358/600, 7-15=-1329/2190 Structural wood sheathing directlyapplied or 6-0-0 oc puriins. Rigid ceiling directly applied or 4-5-1 on bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2psf; BCDL=3.Opsh, h=15ft; B=70ft; L=35ft; eave=5ff; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0. Exterior(2) 9-0-0 to 30-11-6, Intedor(1) 30-11-6 to 36-0-0zone; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottomchord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joints) except (jt=1b) 2=235, 15=1439, 10=799. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING-yeNry Cesignparameterrand READ NOTES ON MIS AND INCLUDEUMIIE/(REFERANCE RAGE 11D74741ev. ip11132015 BEFORE USE Design valid for use only with Mgekee connectors. This design Is based only upon parameters shown, and Is for an Intlividual building component not a truss system. Before use, the building designer must verify the oppllcabillty, of design parameters and properly Incorporate this design Into the overall buHdingdeslgn. Bracing Indicated 6 to prevent buckling of lndlvlduol huss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabalty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobticollon, storage, aelMery, erection and bracing of misses and truss systems seeANSUlpil Illicitly Cri DSa419 and SCSI Building Component SahN Nformatbmvoiloble from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria, VA 22314, MiTek' 6904 Parke East BNd. Tampa, FL W610 Jab Truss Truss Type Oty Ply=WINDSORT13569661 M11392 Al SPECIAL 1 Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Inc. Thu Mar 22 09:13:06 2018 6 5x6 = 2x3 II 5x6 = 3x4 = 4.00 12 A4 21 5 6 22 7 oti Scale = 1:61.3 13 12 3.6 = 3.5 = 5.8 MT78HS— 3x12 c 2.00 12 10.0-0 14.9-0 24-6-8 35-0-0 140-0 I 4-9-0 I 8.9.8 10-5-8 1 m7 0 !2 I� c Plate Ottsets(X,Y)-- 12:0-0-2,Edge] t9:0-1-15,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lee) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.91 Von(CT) -1.21 11-12 >348 180 MT18HS 244/190 BCLL 0.0 Rep Stress their YES WB 0.77 Horz(CT) 0.35 9 n/a n1a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 155 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-7 cc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3209/2102, 34=3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7=-4643/2994, 7-8=-5324/3364,8-9=-5751/3700 BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11=-344215478 WEBS 3-13=425/410, 4-13=354/571, 4-12=-362/617, 5-12=-269/279, 6-12=-1034/712, 6-11=373/892, 7-11=-897/1523, 8-11=404/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35f ; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any ether members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=lb) 2=825, 9=825. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,201 S AWARNWG-Verlfydee9.Par .byseadREADN0MS0NTNISAND/NCLUDOMIFEKREFERANCEPAGEMLL74M..1a 015BEFOREVSE Design volld for use only with MrekG, connectors. This design Is based only upon parameters shown, and Is for an Ind / dual building component, not a truss system. Before use, the building designer must verify the appllcabilty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated b to prevent buckling of IndNltlual 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 soeANSVIRI QuopQlyy Cdfeda, DSB-69 and SC51 Building Component Safety Infonnoflorpm Pl vcaabie from Truss In56Me, 218 N. We Street. Suite 312 Alexandria, VA 22314. 69o4 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply T73569662 M11392 A2 SPECIAL 1 1 �THEWINDSOR Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Inc. Thu Mar 22 09:13:07 2016 t2l 0 4.00 12 5x6 = 3x4 = 4 21 5 5z8 = 22 6 Scale = 1:61.3 12 3x4 = 5x8 = az12 = 3z6 = 2.00 12 10-0.0 14-9-0 22-0.0 24fi-8 35-0.0 1 10-0-0 1 4-9-D I z3.n 1 o.6.a 1 1os.a al� Plate Offsets (X,Y)- [2:0-0-6 Edgel, [6:0-4-0 0-2-3][8:0-1-15 Edael LOADING last) SPACING- 2-0-0 CSI. DEFL. in (toe) Vdefl LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.95 Vert(CT) -0.94 10-19 >447 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 160 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purfins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 3211/2064, 3-4=-3017/1998, 4-5=-2580/1800, 56=-3379/2225, 6-7= 5242/3250, 7-8=-5759/3665 BOT CHORD 2-13=-1847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 10-11=-1990/3441, 8-10= 3410/5485 WEBS 3-13=-420/418,4-13=-427/688, 4-12=-337/551, 5-12=-777/605, 5-11=-465/925, 6-11=-391/277,6-10= 1318/2268, 7-10=-503/530 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=765mphil(3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf;4r_15ft; B-70ft; L=35f ; eave=5fttCat.%, ctl.;LE - Encl., GCpi=0.l MIWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at jointls) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except OWb) 2=825, 8=825. WalferP. Finn PE No.22839 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 OWARNING- Verilydes19hparemel1..dREADN07ES ON TNISANOWCLUDEDMRKREFERANCEPAGEMX74YJree 10Da2015BEFORE USE Design valid for use only with MRek® connectors. This design Is based only upon parameters shoe and Is for an individual building component, not ��' a fruss system. Before use, me building designer must verify the appicobil6y of design parameters and properly Incorporate this design Into fine overall building design, Bracing Indicated is to prevent bucWing of individual fruss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stabalN and to prevent collapse wim possible personal hjury and property damage. For general guidance regarding the fabrication, storage, delWery, erection and bracing of trusses and puss systems, seeMSU1PI1 Duality CdbAa, D3849 and BCSI Bultlhp campanili 6904 Parke East Blvd. Safaty Infolmalbaavailable from Taus Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type cry Ply THEWINDSOR T735fi9663 M11392 A3 SPECIAL 1 1 Job Reference (optional) Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:08 �1 4.00 12 54 — 45 = Scale =1:62.3 14 13 3x5 = W 11 54 = 3x12 = 2.00 12 1 8-6-0 I 14-9.0 I %0-0 24-fi-8 35.0.0 , 8-fi-0 6-3-0 5-3-0 4-6-R 1R5-A 01�2 Plate Offsets (X, V)— 12:0-1-6 Edgel [3:0-3-0 Edge] [8:03-0 03-0] [9:0-145 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.60 Ven(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ved(CT) -0.9711-20 >432 ISO MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 160 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Ho¢ 2=-155(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3256/2031,4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8-9=-5720/3554 BOT CHORD 2-14=-1817/3048,13-14=-1817/3048,12-13=-1258/2274,11-12=-2935/5103, 9-11=3302/5445 WEBS 4-14=0/329,4-13=-897/636, 5-12= 316/661,6-12= 317/616, 7-12=-2727/1643, 7-11=-1072/1939,8-11= 390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=70f ; L=35N; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exteror(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 36-" zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to groin value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except ft=lb) 2=825, 9=825. WaltarP. Finn PE No22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING- Venrydesignperamenersond READNOTES ONTNISANOINCLUDFOM?EKREFERANCEPAGEMIP74nmv. itV0a2015BEFOREUSE Design valid for use only with MRek® 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 budding design, Bracing Indicated 6 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 wife posable personal lnlury and property damage. For general cadence regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPi1 Quality Carets, DSM9 and SCSI Building Component 6904 Parke East Blvd. Sably lnlemratbmvoilable from Truss Plane Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Oty Ply THE WINDSOR T735fi9664 M11392 ]TrussType A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 800 490 ID 17-00 8 8-130 a Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:09 2018 Page 1 _k8GCA6bx7j2Syl HDXFw7ye3KX-bCILKEc6o61uFClawal HR12naXOHF54VyeliJzYQi8 24-6.8 2735-0-0 6.0 -5 .0 6.30 I 2 30 6-6-8 7-7-9 2-9d Scale v 1:62.3 4.00 12 5x6 = 4x6 = 6 7 6 16 15 3x12 0 3x5 = 2x3 II 5x8 = 3x12 = 2.00 r12 &6.014 80 24-6-8 35-0-0 -N6-8.88-6-0 63.0 010.5.8 Plate Offsets (X Y)- [2:0-1-6 Edgel [9:0-3-0 Ednel fl l:0-1-15 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.39 11 Na Na BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 1721b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-14 REACTIONS. ((b/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Horz2=175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (0) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3253/1989, 3-5=-2435/1560, 5-6=-2399/1639, 6-7=-2217/1501, 7-8=-2380/1519, 8-10=-5361/3228, 10-11=-5716/3480 BOT CHORD 2-16=-1776/3045, 15-16=-1776/3045, 14-15=-1117/2168, 13-14= 2920/5154, 11-13=-3232/5441 WEBS 3-16=0/334, 3-15= 882/614, 5.15=.238/254, 7-14=-163/427, 6-14=-309/604, 6-15=-315/409,8-14=-3146/1901,8-13=-1034H946,10-13=-343/333 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=351F eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOI^7.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) except Ot=1b) 2=825, 11=825. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNIND-Verlydesign paramerem and BEAD NOTES ON TN/SAND/NOLUDEDMREKBEFEBANCEPAGEM674"3re 140.32015BEFOAEUSE Design valid for use orly with MiTeM connectors. this design b based only upon parameters shaver antl Is for on Indlvidual building component not a truss system. Before use, the building designer must verity the applicabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lncINldual buss web and/or chord members only. Addrional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse write possible personal hlury, antl property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVrPI1 QuaTpIyCmub, DS149 and BCSI Building Component 6904 Parka East Blvd. Safety Infermalbmvaaable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22T 4. Tampa, FL 33610 Job Truss Truss Type Oty Ply T13569665 M11392 AS SPECIAL 16 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:10 2018 4.00 12 6.8 II Scale=1:60.3 14 13 3x5 = 2a3 11 5x10 = 3x12 = 2.00 12 &&0 IE&.1.1 24-6-8 35-0-0 P 1Nn 1� O 8-6-0 6-3-0 9-9-8 10.5-8 Plate Offsets MY)-- [2:0-1-6 Edge] [8:0-3-0 EdgB]110:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 12-13 >329 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 -Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=134910-8-0, 10=1349/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-3247/2112, 3-5=-2449/1679, 5-6=-2397/1763, 6-7=-5452/3624, 7-9=-5398/3482, 9-10=-5732/3689 BOT CHORD 2-14=-1865/3040, 13-14=-1865/3040, 12-13=-1223/2137, 10-12= 3431/6459 WEBS 3-14=0/303, 3-13= 861/619, 5-13=-216/264, 6-13=-300/527, 6-12=-2247/3526, 7-12=323/388, 9-12=321/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=12Bmph; TCDL=4.2psf; BCDL=3.Opsf; h=15ff; B=70ft; L=35ft; eave=5ff; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 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 100 lb uplift at joint(s) except (jt=lb) 2=825, 10=825. Walter P. Finn PE Nc.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 OWARN/NG-V.11f deslgnparamelersanCREADNOTES ON TN/SANDNCLUDm MREKREFERANCEPAGEMIL74n.e, 1G4XY1a15BEF0RE USE. Design volld for use onlywlth Meek® 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 the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual Vussweb and/or chord members only. Additional temporary antl permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal Injury and properly damage, For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and Vasa systems seeANSI/IPII QVOBry Cr isili DSS-09 and SCSI Building Componsint 59N Parke East Blvd. Sabty InformatiomvaOoNe from Truss Plate Institute, 218 N. Lee Steel, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Tmss Truss Type (ay Ply T73569666 M11392 ATA COMMON 5 1 �THEWINDSOR Job Reference (optional) rau rierae, rL a.TJV s Mar l l 2Ula Mi I eK Inauslnes, Inc. I nU Maf ZL U9:13:11 2U1 B 6 4.00 12 4x4 = 6 Scale=1:59.5 17 .- 15 -- 14 12 3x6 = 2x3 II 4x6 = 3x8 = 2.3 II 3x6 = 3x6 = 4x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TPI2014 CSI. TC 0.59 BC 0.68 WB 0.59 Matrix -MS DEFL. in (loc) Vdefl L/d Ve I(LL) 0.33 14-15 >999 240 Vert(CT)-0.6414-15 >652 180 Horz(CT) 0.13 10 n1a n1a PLATES GRIP MT20 244/190 Weight: 166 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Hom 2= 179(LC 10) Max Uplift 2=-775(LC 12), 10=-775(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7=-2801/1739, 7-9= 2807/1637, 9-10=-3404/1963 BOT CHORD 2-17=-1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14= 1739/3188, 10-12=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=7014 L=35ft; eave=Gff; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 1100.011a AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 lost 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-&0 tall by 2-M wide Will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb) 2=775, 10=T75. Walter P. Finn PE No12839 MTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 A WARNING - Verdydesign Psarametersand BEAD NOTES ON THISAND INCLUDED IN EKREPMANCEPAGE UX7473 rev. 10034015BEFOREUSE Design volltl for use only with MBek® connectors. 11th design Is based only upon parameters shown, and Is for an indNidual building Component, not a truss system. Before use. the building designer must verity the opplicabllity, of design parameters and properly Incorporate this design Into the overall bulldingdesign. Brodng Indicated is to prevent buckling oflndidduol truss web and/or chord members only. Addlflonal temporary and permanent bracing MiTek' Is always reaulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricatlon, storage, delivery, erection and bracing of frusses and truss systems seeANSWI I CualBy C Rodn, DS849 and SCSI Building Component 6904 Parke East Blvd. Safely Informatbnwollable from Truss Plate Institute, 218 N. We Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T73569667 M11392 B COMMON 2 1 Job Reference (optional) I was, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries- Inc. Thu Mar 22 09:13:12 2018 dI 0 4.00 12 3x6 = Scale = 1:59.3 31 = 2x3 II 3x6 = 3x4 = 3x4 = 3,,6 = 2x3 II 3x4 = 8-3.5 144-0 1 21-0.0 26-8-11 35-0-0 9-3-5 15-8-11 7.0.0 5-8-11 B-3.5 Plate Offsets (X Y)-- 12:0-2-6 Edge] [6:0-3-0 Edgel [10:0-2-6 Edgel LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (too) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.24 17-20 >715 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Hoa(CT) 0.03 10 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matti Weight: 149 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 no purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 10) Max Uplift All uplift 100 lb or less at joints) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC 12) Max Grav All reactions 250 lb or less atjoint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-945/572, 5-6=-181/256, 6-7=-181/258, 9-10=-945/574 BOT CHORD 2-17=-407/878, 15-17=-407/878, 12-14=-393/858, 10-12= 393/858 WEBS 3-17=-5/301, 3-15=-819/591, 5-15=-277/325, 7-14= 277/326, 9-14=-819/592, 9-12=-5/301- NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2psf; BCDL=3.Opstl h=15ft; B=70ft; L=35ft; eavei Cat. II; Exp C; Encl., GCpi=0:18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0 zone;C-C for members and forces 8 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 Ib uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Water P. Finn PE NoY2839 MiTek USA, Inc. FL Cert 6634 6904 Parke East ENd. Tampa FL 33610 Data: March 22,2018 ,&WARNING-Verilydeslgnpamme(ersand READ NOTES ON TNLSAND INCLUDED MITEKREFERANCEPAGEMLL74T3mv.. inaY101SE1F0RE USE Design volid for use only with MOectsconnectors. This design is based only upon parametersshown, and h for on individual building component, not a truss system. Before use, the building designer mustverity, the applicability of design parometers 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 stabllity and to prevent collapse with possible personal lniury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSVfN1 GUaB8tfys. Cruel DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Infomsalbnovaiiobie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T73569668 MI1392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:13 2018 Page 1 ID:_"GCA6bx7j2Sy1 HDXFw7ye3KX-UzXsAbfcrKXPRsV3pmfzRHT14B_kD89gOacyr5zYOi4 15-6-0 21-6-0 )i1-o -o ]T-otra0 E-0 11-0 13,6-01"a 17-6-0 19-6-0 21-M 2z3£-e25-0 2z8-o0 35-0-n 0 2-0o zu>zo-z-01-so -o-o 7-0-0 fi002-6-o _a-Scale=1:62.4 4.00 12 4x4 = 57 15 58 17 56 12 59 3x6 5 55 9 20 54g 6g 22 3x6 5x12 53 q 6 x6 = 3x4 201 5x12 C {1�s 26 3 F 19 1 2 52 63 4 jII 1 2 28 291!2 a 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 3D o 3.6 = 6.8 = 6x8 = 3x6 = 3x4 = 3x4 = 7.00 I 4-0-0 1 I 80-0 5--0-0 7-0 2-00 30-07--0 7-7 ' Plate Offsets (X Y)-- 132:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Ven(CT) -0.16 35-38 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 2081b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Bmce at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Holz 2=179(LC 7) Max Uplift All uplift 100lb or less atjoint(s) except 2=-565(LC 8), 33=-1269(LC 8), 32=-1017(LC 8). 28=-434(LC 8) Max Grav All reactions 250111 or less atjoinf(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (lb) - Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1692/1103, 3-4=-105/259, 27-28=-11291710, 3-5=-441/520, 5-7=-436/514, 7-10=-436/514,10-11=-436/514,11-13=-436/514,13-16=-436/514,16-18=-436/514, 18-19=-436/514, 19-21=-382/412, 21-23=-382/412, 23-25=-382/412, 25-27=-387/418 BOT CHORD 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-568/1039 WEBS 3-35=-191/649, 27-30=0/451, 3-33=-2090/1523, 11-33= 810l782, 19-32=-772(745, 27-32=-1484/1044,9-10=-463/453,20-21=462/454 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 Ib uplift at joint 2, 1269lb uplift at joint 33, 1017 lb uplift at joint 32 and 434 Ib uplift at joint 28. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-0. 158 Its down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 2061b up at 13-0-12, 158 Ib down and 206 Its up at 15-0-12, 1581b down and 206 lb up at 17-0-12, 158 lb down and 206 1b up at 17-11-4, 158 Its down and 206 Ito up at 19-11-4, 158111 down and 206 Its up at 21-11-4, 158 Ib down and 206 Its up at 23-11-4, and 158 lb down and 206 lb up at Walter P. Finn PE No.22839 25-11-4, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373 lb down and 236 Ib up at 7-0-0, 69 lb down at 9-0-12. 69 MTek USA, Inc. FL Cad 6834 lb down at 11-0-12, 69 Its down at 13-0-12, 691b down at 15-0-12, 69 Its down at 17-0-12, 69 lb dawn at 17-11-4, 69 lb down at 6936 Parke East Blvd. Tampa FL 33610 19-11-4. 69111 down at 21-11-4, 69 lb down at 23-11-4, and 69111 down at 25-11-4, and 69 lb down at 27-11-4 on bottom chord. Date: The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). March 22,2018 IV A WARNING - VetltytlesfgnparametersanOREAD NOTES ON TINS AND INCLUDED NmEKBEFERANCE PAGE ADPMMrex. 1011340IS BEFORE USE Design volld for use only with MiTekw connectors. This design Is based only upon parameters shown, and Is for an Individual balding component, not a imss system. Before use, the balding designer must verify the applicability of design parameters and properly Incorporate mb design Into the overall building design. B wing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary antl permanent bracing Welk Is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guldonce regarding the fobricanon, storage. delivery, erection and bracing of trusses and buss systems, seeANSVTPII Quality Criteria, DSB49 and BCSI Bultlhp Component Safoty Infomsatlanovoilable from T1uss Plate Institute, 218 N. Lee Sheet Suite 312. Alexondda. VA 22314. 6904 Padce East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T73569668 M11392 BHA BOSTON HIP 1 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:14 2016 Page 2 ID _chGCA6bx7j2Syl HDXFw7ye3KX-y95ENxgEcefG304FNTALQVOwpbKzybOpfEMWOXzYQi3 LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 3639= 20, 1-3=-54, 3-15= 54, 15-27=-54, 27-29=-54 Concentrated Loads (Ib) Vert: 35= 373(F) 30=-23(F)42=23(F)43=-23(F) 44=-23(F)45=-23(F) 46=-23(F)47=-23(F)48=-23(F)49=-23(F) 50=-23(F) 51=-23(F) 52=-169(F) 53=-118(F) 54=-118(F) 55=-118(F) 56= 118(F) 57=-118(F)58=-118(F)59=-118(F)60=-118(F) 61=-118(F)62>118(F) 63=-118(F) A WARNING. VedlydesfirnparamerersandREADNOTES ON TNISANDINCLUDEDMBEKREFERANCEPAGEMLL74nmr 1,1=015BEFORE USE Design valid far use only with Mrek*N connectors. lhb design Is based only upon parameters shown, and Is for an Individual bullding component, not a Mos system. Before use, the building designer must verilythe applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual Muss web and/or chord members only. Add1fonol 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 Musses and truss system£ seemliVIPl1 Stuart" y Criteria. DS849 and BCSt Bulding Component Safety In/armafbaovatable from Truss Plate Institute, 218 N. lee Sheet, Suite 312, Alexanc ria. VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply THEWINDSOR T735fi9669 M11392 GRA HIP 1 1 Job Reference (optional) �niaim... nwe,n , run nerve, FL a.13u a Mar 11 zui B MI I eK Inc. inumar;ezwI:13:152u18 5xB MT18HS = 4.00 12 3x5 I 3x6 = 4xe = 22 23 24 25 4 26 27 5 28 629 30 31 32 4xe = 7 Scale=1:60.3 15 33 34 14 35 13 36 37 3B 1239 11 40 41 10 3x4 = 2x3 II 3.6 = 5x12 = 3x4 = 4x6 = 2x3 11 34 = LOADING (psf) TCLL 20.0 TCDL 7.0 BOLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor NO Code FBC2017/rP12014 CSI. TC 0.94 BC 0.67 WB 1.00 Matrix -MS DEFL. in (too) I/defl Ud Ven(LL) 0.30 10-21 >792 240 Ved(CT) -0.3010-12 >812 180 Horz(CT) 0.09 8 n1a n/a PLATES MT20 MT18HS Weight: 153111 GRIP 2441190 2441190 FT=20% LUMBER- • BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4'SP No.3'Except' WEBS 1Row at midpt 6-13 4-13: 2x6 SP No.2 2 Rows at 113 pts 3-13 REACTIONS. (lb/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Hom 2=-78(LC 6) Max Uplift 2=-448(LC 8), 13= 2442(LC 8), 8=-1159(LC 8) Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (Its) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1534/729, 3-4=-1052/1347, 4-6=-1052/1347, 6-7=-1946/1834, 7-8=-2978/2565 BOT CHORD 2-15=.586/1423, 13-15=-596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 8-10=-2329/2789 WEBS 3-15=-159/733, 3-13=-2917/1869, 4-13=-848/801, 6-13=-3504/3050, 6-12=-430/666, - 7-12=-940/731, 7-10=-489/690 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Eva C; Encl., GCpi=0.18; MW FRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of.20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of Withstanding 448 In uplift at joint 2, 244216 uplift at joint 13 and 1159 Ib uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 Ib down and 329 Ib up at 7-0-0, 90 Its down and 155 Ib up at 9-0-12, 90 In down and 155 lb up at 11-0-12, 90 Ib down and 155 Ib up at 13-0-12, 901b down and 155 Ib up at 15-0-12, 90 Ib down and 155111 up at 17-0-12, 90 Its down and 155 Us up at 17-11-4, 901b doom and 155 Its up at 19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 Its down and 155 Ib up at 23-11-4, and 90 lb down and 15516 up at 25-11-4, and 203 Ib down and 329 Ib up at 28-0-0 on top chord, and 452 Us down and 263lb up at 7-0-0, 63 Ib down and 3 Ib up at 9-0-12, 63 In down and 31b up at 11-0-12, 63 Ib down and 3 lb up at 13-0-12, 63 lb down and 3 Ib up at 15-0-12, 63 In down and 3 Ib up at 17-0-12, 63 In down and 3 Ito up at 17-114, 63 lb down and 3111 up at 19-11-4, 63 Its down and 3 Ib up at 21-11-4, 63 Ib down and WaltarP. Finn PE No12639 31b up at 23-11-4, and 63 Its down and 3 Ib up at 25-11-4, and 452111 down and 2631b up at 27-11-4 on bottom chord. The MTek USA, Inc. FL Ced 6634 design/selection of such Connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33fi10 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD CASE(S) Standard March 22.2018 Q WARNING -Venrydeslgnparamefersand READNOTES ON TNISANDWCLUDFDM? KREFERANCEPAGEM/W479rev. 10NAi20159EF0RE USE. valld for use only with MaeldDconnectors. This design Is based only upon parametersshown and Is for on Individual building component, not ratDesign uss a trsystem. Before use, the building designer must verify the eppllcabllity, 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 peananent bracing Is always required for stability and to prevent collapse with possible porsonal Flury and property damage. For general guidance regarding the fabrlcaAort storage, delivery, erection and bracing of trusses and truss systems, sedvUl RI Cualtly CMOM, OSB-09 cold SCSI affecting Component from truss Plate Institute, 218 N. Lee Sheet, Suite 312 Alexantlao, VA 22314, Welk' 6904 Parke East Blvd.Safety,mlormatbrpvoiloble Tampa, FL 33610 Job Truss Truss Type Oty Ply WINDSOR M11392 GRA HIP 1 1b FE Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:15 2018 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-OMfcaHhsNyn7MfSxBhRWiY m?eChzGylu53w YOi2 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25,, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-147(B) 7=-147(B) 15=-452(B) 13=-40(B)4=-90(B) 10=-452(B) 22=-90(B) 23=-90(B) 24=-90(B) 26=-90(B) 27=-90(B) 28=-90(B) 30=-90(B) 31=-90(B) 32= 90(B) 33=-40(B) 34=-40(B) 35=-40(B) 36=-40(B) 37=40(B) 38=-40(B) 39=-40(B)40=-40(B) 41=-40(B) ®WARN/NG-VeHyees/gnperametenendHEAONOTES ON THISANOINCLUOEOWI REFENANCEPAGEMp74TJre 1GaUV2e15SEFONEUSE Design volld for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual butding component, not a truss system. Before use, the building designer must verify the appllcoloUity of design parameters and property Incorporate this design Into the overall building design. &acing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal INury and property damage. For general guldonce regarding the fabrication storage, delivery. erection and bracing of musses and muss systems seeANsI P11 Qun CAIeea, DSB-09 and 1101 BuldhD Component Safety Informationcrodicble from Truss Plane Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply T13569670 M11392 J1 MONO TRUSS 8 1 �THEWINDSOR Job Reference o lional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:15 2018 Pagel ID:_kfiGCA6bx7j2Syl HDXFw7ye3M-OMfcaHhsNyn7hAfSxehRWiYAk7o0hCgytu53w YOi2 3x4 = Scale =1:6.1 LOADING (psf) SPACING- 2-0-0 OSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 5 Its FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=9/Mechaniml, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3= 4(LC 9). 2=-140(LC 12) Max Grav 3=1l(LC 17). 2=118(LC 1), 4=17(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=15ft; B=70N; L=35ft; eave=6tC Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 4 lb uplift at joint 3 and 140 lb uplift at joint 2. WallarP. Finn PE No.22839 MiTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: March 22,2018 QVsMN/NO-Ver/ydes/gnparametenand BFAD NOTES ON MN ANDINCLUDWMN KREF NCEPAGEMIF>I .J .. la=x15BEFOBEUSE Dedgn valid for use only with Mltek® connectors. This design Is based ody upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the oppllcablIty of design parameters and properly Incorporate this design Into the overall burring design.&achg Indicated is to prevent buckling of individual huss web and/or chord members only. Addifional temporary and bracing MiTek' permanent Is always required for slability and to prevent collapse with possible personal injury, and property damage. For general guidance regarding the fobricaflon. storage, delivery, erection and bracing of hums and huss systems, seeANSVrPll Quality CMeM, DSE-09 and 101 Building Component 6904 Parke East Blvd. Safely Infonnationavolloble from Tnass Plate InsHMe. 218 N. Lee Sheet Suite 312. Alexandrlo, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T13569671 M11392 J3 MONO TRUSS 8 7 Job Reference (optional) Unambers I=a, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:16 2018 3x4 = 3.0.0 Scale =1:9.4 LOADING Ipsl SPACING- 2-0-0 CS1. DEFL. in (loc) Udell Ud PLATES GRIP 20.0 TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017[rP12014 Matrix -MP Weight: 111b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-54(LC 12), 2= 147(LC 12), 4=-4(LC 12) Max Grav 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; B=70ft; L=35f ; eave=6ft; Cat. II; Eat C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intenor(1) 2-6-0 to 2-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to tress connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541b Uplift at joint 3, 147 lb uplift at joint 2 and 4 lb uplift at joint 4. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING-Iredty Ceslgnparemetersend READ NOTES ON WMANDINCLUDEO MREKREFERANCEPAGEMaz#z;re, 1atacra5BEFORE USE Dedgn valid for use only with M9el,6 connectors. This design Is based only upon parameters shown, and Is for an Individual bulling component, not a huss system. Before use, me building designer must verify me applicablllly of design parameters and properly incorporate this design Into the overall building design, Brcdng Indicated is to prevent bucking of individual tnss web and/or chord members only. Additional temporary and peonanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fatAcohon, storage, delNery, erection and bracing of trusses and truss systems, seeANSI/IPII GuatIly Cmeda, DSH9 and BCSI Bull Componont Safety mlarmafbmva0oble from Truss Rate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314, MiTek' 69G4 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ory Ply THEWINDSOR T13569672 M11392 �J5 MONO TRUSS 8 1 Job Reference(optianal) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:17 2018 Page 1 ID_k6GCA6bx7j2Syl HDXFw7ye3KX.MknN7747vZlgwTpg2cjvb7dNcpKF96KFLCaA_szY0i0 -1-a0 5.0.0 1.0-0 6-a0 Scale = 1:12.7 3x4 = 5-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in goc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ved(LL) 0.07 4-7 >663 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 17lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-104(LC 12), 2= 177(LC 12), 4=-9(LC 12) Max Gmv 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II( Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 flat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for muss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 Ib uplift at joint 4. Wallerls. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33010 Date: March 22,2018 Q WARNWG-Vedfydeslgnpar4metereand REAUNOTES ON TRIGANOINCLUOEOMREKREFERANLEPAGEMIF74".v. iam"amasEFOREUSE Design valid for use only with MRek9 connectors. This design is based only upon parameters shown, and b for an hdMdual building component, not a hues system. Before use, the building designer must verify the oppllcobllity of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. Bracingintllcafedistoprevent buckling ofIndividual tauswebantl/or chord members only. Additional temporary and permanent bracing MiTek' Is alwcys required for stability and to prevent collapse with possible personal hlury and property damage, For general guidance regarding the fobricatlon, storage, delivery, erection and bracing of trusses and truss systems. WeANS"ll Quail Criteria, DS&89 and 6CSI Building Component Safely In/ormatbrnvailable from Truss Plate Institute, 218 N. Lee Sheet Sulm312. Alexandria. VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oly Ply T73569673 M113V J7 MONO TRUSS 24 1 �THEWINDSOR Job Reference (optional Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar l l 2018 MiTek Industries, Inc. Thu Mar 22 09:13:17 2018 Pagel ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-MknN?47vZlgwTpg2cjvb7dRbpO696KFLCaA_szYOiO Scale: 3/4'=l' 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a Fri BCDL 10.0 Code FBC2017/TPI2014 Matdi Weight: 231b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=165/Mechanica1, 2=315/0-8-0, 4=88/Mechanical Max Horz 2=161(LC 12) Max Uplift 3=-153(LC 12). 2=-211(LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1). 2=315(LC 1), 4=125(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 6-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1S3Ito uplift at joint 3, 211 Ib uplift at joint 2 and 12 lb uplift at joint 4. Waiter P. Finn PE No.22839 MiTek USA, Inc, FL Cud W&I 69D4 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING-Verlfydesl9nperamefers.d READNOi ON MIS AND WCLUDEDMIIEKBEFERANCEPAGEM/474mrsi, 1d0.Y1p15 BEFORE USE. Design valid for use only with MRekW connectors. This design Is based only upon parameters shown, and Is for an IndNlduai building component, not a truss system. Before use, me building designer must verity me applicability of design parameters and papery 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 Is always required for stability and to prevent collapse with possible personal Injury and prcoarty damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and bass systems, seeMSVIPII GualMy Clitoris, DSB49 and BCSI Bultlhp Component SaNty Intonnalbrxsvo0oble rkam Truss Rafe InshNte, 218 N. Lee Sheet, suite 312. Alexandria. VA 22314. MiTek' 69N Parke East BMd. Tampa, FL 33610 Jab Truss Thus Type pry Ply THE WINDSOR T13569674 M113a2 KJ7 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:18 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX.gxUDljlgt9hY6O1 cJ E88tAgbCnNuW gPZsK)XlzYQi7 Scale = 1:20.6 3x4 = 5 3x4 = 6.8-12 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-MS Weight: 381Is FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical,2=379/0-11-5,5=461/Mechanical Max Holz 2=192(LC 8) Max Uplift 4=-131(1-C 8), 2=-262(LC 8), 5=-238(LC 8) Max Gray 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-838/366 BOT CHORD 2-7=-487/798, 6-7=-487/798 WEBS 3-7=0/307,3-6=-920/561 NOTES- 1) Wind: ASIDE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=70ft; L=35f1; eave=6fl; CaL II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 21 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-" 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 131 lb uplift at joint 4, 2621Is uplift at joint 2 and 238lb uplift at joint 5. 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+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (pIQ Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)-to-5=-49(F=-15, B— 15) WalterP. Finn PE No.22839 MiTek USA, Inc. FL Craft 6834 69U Parke East Blvd. Tampa FL 33618 Date: March 22,2018 AWARNING- VeNlydesignparerneteraendREADNOTESONTNISANDINCLUDED MITEKREFERANCEPAGEMLL)4T3mv.I&MOISBEFOREUSE 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 bullding deal must verify the applicability of design parameters and property Incorporate this design Into the overall bullding design, Bracing Indicated is to prevent buckling of individual hussweb and/or chord members only. Additional temporary and permanent bracing MiTek' a always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fobrlcotlon storage, delroery, erection and bracing of trusses and has systems, seeAN$fl Quolny Cdbd s. D3549 and BC51 Buldhp CompoNnt 69N Parke East Blvd. Safety Informalbrtwoiloble from Truss Plate Insfitule. 216 N. Lea Sheet Suite 312, Alexandra VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 37" Center plate on joint unless x y 4 offsets are indicated. Dimensions are in fit -in -sixteenths. Apply plates to both sides of truss and fully embed teeth, 1 r For 4 X 2 orientation, locate Tr� plates 0-'ne" from outside Numbering System IF� 6-48 ' dimensions shown in ft-In-sixteenths I I (Drawings not to scale) 1 TOP CHORDS 3 cr-z cza ❑ WEBS �a 4 c ❑ Os w � S �yI U 3 O ay>°p U OF 0- Oz� cb� �8 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of iht5 truss design to the building designer, erection supervisor, property owner and all other Interested parties. BOTTOM CHORDS edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBEREDAETrERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from Plate location B available in M7ek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/IPI 1. software Or Upoonn request. NUMBERS/LETrERS. B. Unless otherwise noted, moisture content lumber shall not exceed 19%at time of fabrication, PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design Is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1362, ESR1988 responsibility of truss fabricator. General practice Is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimenslons indicated are minimum plating requirements. LATERAL BRACING LOCATION 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purllns provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing of 10 ft. spacing, or less if no ceiling i Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 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. reaction section Indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. __ B 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use.- ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. Is not sufficient. BCSI: Building Component Safety Information, M iTe k� 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/IPI 1 Quality criteria. • Installing & Bracing of Metal Plate Connected Wood Trusses. Mlrek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015