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HomeMy WebLinkAboutTRUSSMiTek' RE: M11 Site Infoi Custome Lot/Blocl, Address: City: St. L Name Ad Name: Address: City: Lumber design values are.in accordance with ANSI/TPI 1 section 6:3 These truss designs rely on lumber values established by others. )2 - THE WINDSOR nation: Info: Wynne Dev Corp inknown cie County nC)k Project Name: M11392 Model: 71 Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Carlton 3 BedrooaHear Porch5 and License # of Structural Engineer of Record, If there is one, for the building. License #: State: General russ Engineering Criteria & Design Loads (Individual Truss Design -Drawings Show Special Loading onditions): Design de: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Co: ASCE 7-10 Wind Speed: 165 mph Roof Loa(: 37.0 psf Floor Load: N/A psf This packlage includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my peal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conformsilo 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Se I # I Truss Name: Date 1 T13 69660 1 A 3/22/18 2 IT13 696611 Al 3/22/18 3 J T13 69662 A2 3/22/18 4 IT13 69663 1 A3 3/22/18 15 I T13 ,69664 1 A4 1 3/22/18 6 T13 .69665 1 A5 3/22/18 7 T13 69666 1 ATA 3/22/18 8 1 T13 $ 69667 B 3/22/18 9 1 T13 ,69668 BHA 3/22/18 10 T13 69669 1 GRA 3/22/18 11 T13 69670 J1 3/22/18 12 T13 6967T J3 3/22/18 13 T13 69672 J5 3/22/18 14 T13 69673 J7 3/22/18 115 1 T135,69674 1 KJ7 t 3/22/18 1 ST. Lucie County, Permitting FILE C�pY The truss dr wing(s) referenced above have been prepared by MiTek USA, Inc. Ader my direct supervision based on the parameters provided by! Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license enewal date for the state of Florida is February 28, 2019. IMPORTA I T NOTE. The seal on these truss component designs is a certification that the engin er named is licensed in the jurisdiction(s) identified and that the designs comp)i,, with ANSI/TPI 1. These designs are based upon parameters shown (e.g., Io ds, supports, dimensions, shapes and design codes), which were given to MiTe Any project specific information included is for Wek's customers file reference I urpose only, and was not taken into account in the preparation of these designs. I MiTek has not independently verified the applicability of the design parameters or he designs for any particular building. Before use, the building designer should verify a plicability of design parameters and properly incorporate these designs into the overall uilding design per ANSI/TPI 1, Chapter 2. �J SR P G•ENSF•.ti T/.'No 22839 --ti. ,ir� ` '. STATE OF 1,0NA� Walter P. Finn PE No22639 Mrrek USA, Inc. FL Cart 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: March 22,2018 Finn, Walter 1 of 1 Job Truss Truss Type , Qty Ply THE WINDSOR T13569660 M11392 A HIP 1 1 Job Reference (optional) cnamoers I russ, Inc. i r-on Tierce, t-L 1-0- 6-10-14 0.0 6-10-14 4 0 F12 25 2' �1 2 6 .3x4 = 4x8 = 2x3 I 2x3 \\ 4 26 5 3 / 17 i6 15 3x4 = 3x6 = 6x8 6,i JU s mar 11 zui is MI I eK maustrles, mc. I nu Mar zz uv:1 J:u0 zu1 tl rage 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-jR3gUsZbktWXUduXL4V56b8N7zH_LSgUaLgXZYzYQiC 13 26-0-0 28-1-2 , 35-0-0 $6-0-Q 3 5-9-3 6-10-14 -0-0 Scale=1:60.5 3x6 = 4x4 = 4x8 = 2x3 6 7 27 8 9 28 U) 29 m cb 10 11 6 14 13 12 3x4 — 3x6 = 3x4 3x5 = 9-0-0 14-11-0 20-2-13 26-0-0 35-0-0 9-0•0 5-11.0 5-3-13 5-9-3 9-0-0 Plate Offsets X,Y -- 2:0-0-14,Ed e , 4:0-5-4,0-2-0 , 8:0-5-4,0-2-0 , 10:0-0-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in '(loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.37 12-23 >659 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight:161 lb FT=20 LUMBER- BRACING - TOP CHORD 2x4 S M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 S M 30 BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. WEBS 2x4 S , No.3 REACTIONS. (lb/si I) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 Max orz 2=-97(LC 10) Max pllft 2=-235(LC 12), 15=-1439(LC 12), 10=-799(LC 12) Max rav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) FORCES. (lb) - Max' Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. TOP CHORD 2-3= 639/108, 3-4=-396/0, 4-5= 967/776, 5-7=-967/776, 7-8=-454/938, 8-9— 1009/1884, 9-1-1265/2154 BOT CHORD 2-1 10/652, 15-17=0/430, 14-15=-704/454, 12-14=-1b86/938, 10-12= 1971/1174 WEBS 3-1 372/461, 4-17=-272/451, 4-15=-1087/1002, 5-15=-336/386, 7-14=-766/399, . 8-1 I-580/997, 8-12=-958/447, 9-12=-358/600, 7-15= 1329/2190 NOTES- I Y 1) Unbalanced roof Ih e loads have been considered for this design. 2) Wind: ASCE 7-10; y1ult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=351t; eave=5ft; Cat. II; Exp C; Encl., G i=0.18; MWFRS (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, inlefior(i) b 0-11-6 to 36-0-0 zone; porch right exposed;C-C'formembers and forces & MWFRS for reactions shown; Lumber DOL=1.60 bate grip DOL=1.60 3) Provide adequate 6 rainage 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 be � n 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 ottom chord and any other members. 6) Provide mechanic I connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=235115=1439, 1 =799. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dater March 22,2018 0 WARNING - Verity sign parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1•7473 rev. 101032015 BEFORE USE. ' Deslgn valid for use ly with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Befor use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &a ng Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent braying MiTek' is always required fo tabflity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, el ivery, erection and bracing of trusses and truss systems, seeANSVWI► Gualgy Cli ferb, DSH.89 and BCSI Building Component 6904 Parke East Blvd. Salelylnlonea8ona,; Alable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job i Truss Truss Type Qty Ply THE WINDSOR T13569661 M11392 Al SPECIAL 1 1 Job Reference (optional) cnamoers I russ, 3x6 = rorr Merce, r-L 8.6.0 11-0.0 14-9.0 19-8-14 8-6-0 2-6-0 3-9-0 4-11-14 5x6 = 2x3 11 3x4 = 4.00 12 2x3 4 21 5 6 22 \\ 3 13 I 12 3x5 = 5x8 MT18HS = 14-94 4-9-0 2.00 12 ?4-6-f 9-9-8 o.l JU s Mar 11 zvl u rva I ex Inausrries, mc. i nu rvlar iez uu: i o:uo eu 10 rage r 712Syl HDXFw7ye3KX-BdcDiCaDVBeO6nTjvol KfpgX?NVK4xWep?056?zYQiB t4.0-0 27-4-7 35-0-06-0-p 4-3-2 3-4-7 7-7-9 -0- Scale = 1:61.3 5x6 = 7 2x3 a 23 rn m 11 9 10 7x8 MT18HS = Tm 6 3x12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.21 11-12 >348 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix -MS Weight: 155 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 S M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc pudins. BOT CHORD 2x4 S M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 S No.3 REACTIONS. (Ib/si ) 2=1349/0-8-0, 9=1349/0-8-0 Max orz 2=-117(LC 10) Max 1.,plift 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 2-3= 3209/2102, 3-4=-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=-3442/5478 WEBS 3-1-425/410, 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 IIN loads have been considered for this design. 2) Wind: ASCE 7-10; Ifult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft Cat. II,; Exp C; Encl., G 1=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forc ' & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 .3) Provide adequate ainage to'prrevent water ponding. 4) All plates are MT2 , plates unless otherwise Indicated. 5) This truss has beer' designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been, e n 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 iottom chord and any other members. 7) Bearing at joint(s) considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing urface. 8) Provide mechanic connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2 825, 9=825. i Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING - ft-W sign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103&015 BEFORE USE. I Design valid for use ly with MITek®connecfors. fits design Is based only upon parameters shown, and is for an Individual building component, not �° a truss system. Befor building design. era ' use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall 'ng Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required fo, tabillfy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage• Safety Informarflonm ellvery, erection and bracing of trusses and truss systems, seeANSUMI t Quality Cdfeda, DSO-89 and BCSI Bugding Component rilable from Truss Wale Institute, 218 N. Lee Street, Suite 312. Alexandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type . Qty Ply THE WINDSOR T13569662 M1a1392 A2 SPECIAL 1 1 Job Reference (optional) cnamoers truss, 3x6 = LOADING (psf) TCL' L 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 Fort Fierce, rL ts.i ou s iviar 11 zu10 1W i eK inuusuies, inc. i nu rviai zz ua: r o:ui zu i o Faye i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-fpAbvYbrGUmFjx2vTVYZBODhBnrxpNMn2f9eeRzYQip 8-6-0 13-0-0 14-9-0 22-0-0 27.4-7 35-0-0 36-0-Q 8•R-n 4-6-0 1-9-0 7-3-0 5-4-7 7-7-9 -0- Scale = 1:61.3 5x6 = 3x4 = 5x8 = 4.00 12 4 21 5 22 6 2x3 \\ 2x3 3 7 23 `r 11 10 8 9 n 7x8MT18HS= 16 T 3x4 = d 13 12 3x4 = 5x8 = 3xl2 = 2.00 12 10-0-0 14-9-0 22-0-0 24-6-8 ' , 35-0-0 10-0-0 4-9-0 1 7-3-0 2-6-8 10-5-8 -6 Edge] 16:0-4-0 0-2-3] [8:0-1-15 Edgel SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 244/190 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 10-19 >447 180 MT18HS 244/190 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 8 n/a n/a Code FBC2017ITP12014 Matrix -MS Weight: 160 Ib FT = 20 BRACING - TOP CHORD 2x4 S M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purllns. BOT CHORD 2x4 S M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4S No.3 REACTIONS. (Ib/si ) 2=1349/0-8-0, 8=1349/0-8-0 Max Florz 2=136(LC 11) Max Lplift 2=-825(LC 12), 8=-825(LC 12) I FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3 '3211/2064, 3-4= 3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 6-7=-5242/3250, 7-8 1 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 3-131-420/418, 4-13=-427/688, 4-12=-337/551, 5-12=-777/605, 5-11= 465/925, 6-11 i-391/277, 6-1 0=-1 318/2268, 7-10=-503/530 NOTES- 1) Unbalanced roof li loads have been considered for this design. 2) Wind: ASCE 7-10; ult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15111; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GC A=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and lorc & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate dTainage to prevent water ponding. 4) A11 plates are MT2 ' 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 be 6 n 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 ottom chord and any other members. 7) Bearing at joint(s) E considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing urface. 8) Provide mechanic connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=825, 8=825. I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Ali WARNING -Verify eI sign parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1--7473 rev. 1010312015 BEFORE USE. Design valid for use & ily with MIT00 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �o b truss system. Befor the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �uliding design. Bra rise,g indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' always required foi tablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, elivery, erection and bracing of trusses and truss systems, seeANS&VII GuaiBy CrBeda, DSB-89 and BCSi Building Component 6904 Parke East Blvd. Safety Intormatibrim Alable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T13569663 M11392 A3 SPECIAL 1 1 Job Reference (optional) unamoers I russ, Ina Pon Pierce, t-L 8.i au s mar r1 zu18 MI l eK inausmes, mc. i nu mar zz uan:ru8 zui a rage t ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-70kz6ucT1 ou6L5d61 D3okEmtrABCYrBwGJvBAtzYQi9 1-0- B-6-0 15-0-0 20-0-0 24-6-8 27-4-7 35-0-0 6-0- 0- 8-6-0 6-6-0 5-0-0 4-6-8 2-9-15 . 7-7-9 -0- Scale = 1:62.3 i 4.00 F12 5x6 = 4x5 = 5 6 3x4 E 5x6 4x6 7 5x6 4 3 8 � I 05 � 1 22 �1 2 11 °' 9 10 n 15 12 7x8 MT18HS = Tm O 14 13 4x8 = 2x3 II 5x6 = 3x12 = 3x5 = i � 2.00 12 8-6-0 14-9-0 20-0-0 24-6-8 35.0-0 8-6-0 6-3-0 5-3-0 4-6-8 10-5-8 Plate Offsets X,Y 2:0-1-6 Ed e , 3:0-3-0,Ed e , 8:0-3-0,0-3-0 , 9:0-1-15,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.97 11-20 >432 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n/a n/a BCDL' 10.0 i Code FBC2017/TP12014 Matrix -MS Weight: 160 lb FT = 20% r LUMBER- I BRACING - TOP CHORD 2x4 M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puriins. BOT CHORD 2x4 E L M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (Ib/si ) 2=1349/0-8-0, 9=1349/0-8-0 Max i' orz 2=-155(LC 10) Max ! plift 2=-825(LC 12), 9= 825(LC 12) FORCES. (lb) - Ma . Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-44 3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8-9 5720/3554 BOT CHORD 2-1 1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12=-2935/5103, 9-1 IL 3302/5445 WEBS 4-1 I0/329, 4-13=-897/63615-12= 316/661, 6-12=-317/616, 7-12=-2727/1643, 7-111Z-1072/1939, 8-11= 390/391 NOTES- 1) Unbalanced roof li ig loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GG 60.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forc & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate rainage to prevent water pending. 4) All plates are MT20, plates unless otherwise Indicated. 5) This truss has beer designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has be' n 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 ottom chord and any other members. 7) Bearing at joint(s) considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing urface. 8) Provide mechanic connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825, 9=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 0904 Parke East Blvd. Tampa FL 33610 Date:' March'22,2018 ® WARNING- Verify ' eslgn parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI1*7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use 'Inly with Mfrek® connectors. This design Is based only upon parameters shown, and is for an individual building component not a truss system. Befor building design. Bra d use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall II Ing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required fo stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, ellvery, erection and bracing of trusses and truss systems, seeANSUIP/I CualityCrlleft DSB-89 and SCSI Building Component 'pliable 6904 Parke East Blvd. SatelylnformaHorla from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job' Truss Truss Type Qty Ply THE WINDSOR ' T73569664 M11392 A4 SPECIAL 1 1 Job Reference (optional) Chambers I russ, I Fort Pierce, FL 8.13U s Mar 11 2U18 MI I eK Inaustrles, Inc. I nu Mar 22 U9:13:U9 2U18 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-bCI LKEc6o61 zzFClawal HR12naXQHF54VyeliJzYQie 8-6-0 14-9-0 17-0-0 18-0-0 24-6-8 27-4-7 , 35-0-0 36-0-0 8-6-0 6-3-0 Scale = 1:62.3 4.00 12 5x6 = 4x6 = 2x3 I I 6 7 5 5x6 3x6 4x6 zzz 3x4 % 8 4 9 2x3 3 10 N 3 24 N 2 13 1112Nr N1 c 7x8 MT18HS = Icy r 0 14 0 16 15 3x12 2x3 II 5x8 = 3x12 = 3x5 = j 2.00 12 I 8-6-0 14-9-0 18-0-0 24-6-8 35-0-0 8-6-0 6-3.0 3-3-0 6-6.8 10-5-8 Plate Offsets X,Y -- 2:0-1-6,Ed e , 9:0-3-0,Ed e , 11:0-1-15,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(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 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 c M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins. BOT CHORD 2x4 r, M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 E No.3 WEBS 1 Row atmidpt 8-14 REACTIONS. (lb/site) 2=1349/0-8-0, 11=1349/0-8-0 Max orz 2= 175(LC 10) Max liplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (Ib) - Mai Comp./Max. Ten. - All forces 250 (Ib) 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, 8-1 5361/3228, 10-11=-5716/3480 BOT CHORD 2-1 1776/3045, 15-16=-1776/3045, 14-15=-1117/2168, 13-14=-2920/5154, 11- = 3232/5441 �0/334, WEBS 3-1 3-15=-882/614, 5-15= 238/254, 7-14=-163/427, 6-14=-309/604, 6-1 1-315/409, 8-14=-3146/1901, 8-13=-1034/1946, 10-13= 343/333 NOTES- 1) Unbalanced roof li a loads have been considered for this design. 2) Wind: ASCE 7-10;I`Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=3511; eave=5ft; Cat. Il; Exp C; Encl., G pi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and fort s & iv1W FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate rainage to prevent water ponding. 4) All plates are MT2V lates unless otherwise indicated. 5) This truss has beeesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has b 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 Pottom chord and any other members. 7) Bearing atjoint(s) 11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearin 'surface. 8) Provide mechanic"I connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) �=825, 11 =825. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: March 22,2018 I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA NCE PAGE M11-7473 rev. 1010312016 BEFORE USE ° Design valid for use J, my with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Befor use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall i bullding design. Br Ing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required fc stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, ' ellvery, erection and bracing of trusses and truss systems. WOMISYWI t Qualify Criteria, DSO-89 and BCSI BuMV Componvnl 6904 Parke East Blvd. Safety lnformaRo allable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job j Truss Truss Type Qty Ply THE WINDSOR l T13569666 M11392 A5 SPECIAL 16 1 1 Job Reference (optional) cnamoers truss, inc. i 21, 3x5 = ron rierce, r� 3x6 3x4 % 4 3 i{ 1 14 2x3 II 4.00 12 2x3 I 225 6x8 I I 6 26 25 2.00 F12 ts.i ;ju s iinar i i zui is imr i eK mausrnes, mc. r nu rvrar zz ua: i xi u zu r n rage r (7j2Syl HDXFw7ye3KX-30sjXZdkZP9gaOnU8d5GpfrA3_tBOm_DkcOIFmzYQi7 6-8 27-4-7 35-0-0 36-0-0 23 2x3 11 \- 5x6 WB� \\ 7 8 9 ' 12 7x10 MT18HS = Scale = 1:60.3 3x12 zz 8-6-0 14-9-0 24-6-8 35-0-0 8.6.0 6-3-0 9-9-8 10-5-8 Plate Offsets X,Y -- 2:0-1-6,Ed e , 8:0-3-0,Ed e , 10:0-1-15 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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/TPI2014 Matrix -MS Weight: 160lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 S M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1-4,8 ,� 1: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 S M 30 WEBS 1 Row at midpt 6-12 WEBS - 2x4 S No.3 `Except' 6-12: x4 SP M 30 OTHERS 2x4 SiI No.3 REACTIONS. (lb/si ) 2=1349/0-8-0, 10=1349/0-8-0 Max I orz 2— 179(LC 10) Max plift 2=-825(LC 12), 10= 825(LC 12) FORCES. (lb) - Max! I Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3 4 3247/2112, 3-5=-2449/1679, 5-6=-2397/1763, 6-7=-5452/3624, 7-9= 5398/3482, 9-1 5732/3689 BOT CHORD 2-1 186513640, 13-14=-1865/3040, 12-13=-1223/2137, 10-12=-3431/5459 IO/303, WEBS 3-1 3-13=-861/619, 5-13=-216/264, 6-13=-300/527, 6-12— 2247/3526, 1-323/388, 7-1 9-12= 321/306 NOTES- 1) Unbalanced roof Iiip loads have been considered for this design. 2) Wind: ASCE 7-10; ult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3:Dpsf; h=15ft; B=70ft; L=35ft; eave=51t; Cat. q; Exp C; Encl., G i=0.18; MWFRS (directional) and C-C Exterior(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 f 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 beei , designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "This truss has be n 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, with BCDL = 10.0psf. 6) Bearing at joint(s) considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify I capacity of bearing 3urface. 7) Provide mechanice connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=825, 10=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING - Verify sign parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10/03I2015 BEFORE USE. Design valid for use ly with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �' a truss system. Befor use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &a': ng Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required fat tablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcation, storageA elivery, erection and bracing of trusses and truss systems, seeANSWI1 Cuallly CReda, DSO-89 and BCSI BuOding Component 6904 Parke East Blvd. kfely Infatmerflow I r1lable from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job' Truss Truss Type Qty Ply THE WINDSOR T13569666 M11392 ATA COMMON 5 1 ' Job Reference (optional) t;namoers truss,i i tort Fierce, tL 8.1 su s mar i i zui is MI i eK inaustnes, Inc. i nu Mar zz uu:-i zxi i zui is rage i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-XbQ6lveMKjHhCYMgiLcVMsOOlOH61FeNyG7rnCzYQi6 8-4-0 12-11.0 17-6.0 22.1-0 26-8-0 35-0-0 $6-0-0 8-4-0 4T 4-7-0 4-7-0 4-7-0 8-4-0 3x6 3x4 -;�- 4 3 2 6 17 3x6 = i 2x3 II 8-4-0 12 4.00 12 2x3 11 25 26 5 16 15 4x6 = 3x8 = 4x4 = 6 30 31 27 28 W 11 7 14 13 3x8 = 46 = 3x6 Zzz 8 3x4 It— 9 29 Scale=1:59.5 10 11 ur Io 3x6 = Plate Offsets X,Y -- 11 J2:0-0-2,Edge], 10:0-0-2,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.64 14-15 >652 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 10 n/a n/a BGDL 10.0 Code FBC2017rFP12014 Matrix-IVIS Weight: 166 lb FT = 0 i LUMBER- BRACING - TOP CHORD 2x4 S M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc puffins. BOT CHORD 2x4 M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 E No.3 REACTIONS. (lb/si e) 2=1399/0-8-0, 10=1399/0-8-0 Max orz 2=-179(LC 10) Max Iplift 2=-775(LC 12), 10=-775(LC 12) FORCES. (lb) - M Comp./Max. Ten. - All 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, 9-1 3404/1963 BOT CHORD 2-1-1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14=-1739/3188, 10-=-1739/3188 WEBS 6-1 560/966, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524 i NOTES- 1) Unbalanced roof li Ia� loads have been considered for this design. 2) Wind: ASCE 7-10;i�ult=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., G pi=0.18; MW FRS (directional) and C-C Exterior(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 fo, members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100:O1b'AC unit to ; placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart., 4) This truss has bee designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has b n 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 ottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanic connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=775, 10=775. Walter P. Finn PE No.22839 ' MiTek USA, Inc. FL Cent 6834 8904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING- Verily esi n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev, 1010312016 BEFORE USE. ' Design valid for use my with Mlfek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Befor use, the building designer must verity the applicability of design parameters and properly Incorporate This design Into the overall building design. & Ing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M6Tek' Is always required f stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage elivery, erection and bracing of trusses and Truss systems, seeANSU►PI► Quaky CrBet►a, DSO-89 and SCSI Bulld6rg Component 6904 Parke East Blvd. ,Safety lntonnaHa ,t ailable from Truss Plate Institute- 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jobl Truss Truss Type Qty Ply THEWINDSOR T13569667 M11392 B COMMON 2 1 Job Reference o tional Cnamuers (rubs, Inc. ruts rreice, rL o.Iov s Mar i 1 4018 rvwen niuumuec, 11— , ayc 5 - I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-?n_UyFf_41 PYgixtG28ku4wc?ohOUi FW BwtPJezYQi5 1-0- 8-3-5 14-0-0 17.6-0 21-0-0 26-8-11 35-0-0 6-0- 1-0-0. 8-3-5 5-8-11 3-6.0 3-6-0 5.8-11 8-3-5 -0-0 Scale = 1:59.3 4.00 F12 3x6 6 2x3 11 2x3 11 5 7 3x6 3x6 3x4 7�:; 4 8 3x4 3 9 2 25 rn1 2 10 11 ,n wl Im 0 17 16 15 14 13 12 6 2x3 11 3x6 = 3x4 = 3x4 = 3x6 = 2x3 11 3x4. _ 3x4 — i 8-3-5 14-0-0 21-0-0 26.8-11 35-0-0 8-3-5 5-8-11 7-0-0 5-8-11 8-3-5 Plate Offsets X,Y -- 2:0-2-6,Ed e , 6:0-3-0,Ed e , 10:0-2-6,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 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 ]nor YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 149lb FT=20% TOP CHORD 2x4 BOT CHORD 2x4 WEBS 2x4; REACTIONS. All (lb) - Max Max Max FORCES. (lb) - Ma TOP CHORD 2 BOT CHORD 2-1 WEBS 3-1 9-1 M 30 M 30 No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. wrings 0-8-0. orz 2= 179(LC 10) plift All uplift 100 lb or less at joint(s) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10= 371(LC 12) rav All reactions 250 lb or less at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) Comp./Max Ten. - All forces 250 (Ib) or less except when shown. 945/572, 5-6=-181/256, 6-7=-181/258, 9-10=-945/574 407/878, 15-17=407/878, 12-14=-393/858, 10-12= 393/858 5/3011 3-15=-819/591, 5-15=-277/325, 7-14=-277/32619-14=-819/592, NOTES- i 1) Unbalanced roof lil loads have been considered for this design. 2) Wind: ASCE 7-10; u1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=701t; L=35ft; eave=5ft; Cat. Ij; Exp C; Encl., GG i=0.18; MWFRS (directional) and C-C Exterior(2) -1.0-0 to 2-6-0, Interior(l) 2-6.0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C to members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has beei designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "This truss has be n 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 ottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanic I connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint 15, 453 lb upli I at joint 14 and 371 lb uplift at joint 10: Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verfry I eslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312016 BEFORE USE. , Design valid for use �rly with MITek6 connectors. Rds design is based only upon parameters shown, and is for an individual building component, not 'use,lhe �' a truss system. Befor building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Br ng Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required to Tabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Fabrication, storage, elivery, erection and bracing of trusses and truss systems, seeANSUIPII CuafUy ClHedd, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safetylntamlatfa Vable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply I T13569668 M11392 BHA BOSTON HIP 1 1 �THEWINDSOR �i Job Reference (optional) Chambers Truss, inc.1 t-on Fierce, t-L a. tau s rviar I 1 ZV 16 IVII I en II IUVSU ItlJ, II IG. I IU IVlal GG Ve. J. I J GV V rages ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-UzXsAbfcrKXPRsV3pmfzRHT14B_kD89gQacyr5zYQi4 15.6.0 21.6-0 1-0- 7-0-0 9-6-0 11-6-0 13-6-0 1 -0 0 17-6-0 19-6-0 21-0-0 23-6-0 25.6-0 28-0-0 35-0-0 6-0- 1-0-0 7-0-0 2-s-0 2-0-0 2.0-0 -6- 1-6-0 2-0-0 2.0-0 1-6-0 -6- 2-0-0 2-0-0 2-6-0 1-0-0 Scale=1:62.4 4.00 12 4x4 = 57 15 58 17 56 12 59 3x6 55 9 20 54 g 60 22 3x6 261 Sx12 C 5x12 � 53 4 6 x6 = 3x4 26 3 11 16 19 1 2 6-27 63 14 2 � ur 1 2 28 29 ,� N IOl 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 —! I I 7-0-0 14-0.0 21-0.0 28-0-0 35-0-0 7-0-0 7-0-0 7.0-0 7-0-0 7-0.0 Plate Offsets X,Y -- 32:0-3-8,0-3-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180 BOLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BOLDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 208lb FT=O! LUMBER- BRACING - TOP CHORD 2x4 i M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins. BOT CHORD 2x4 S,P M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 E P No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All p arings 0-8-0. (lb) - Max '.I orz 2=179(LC 7) Max i plift All uplift 100 Ib or less at joint(s) except 2=-565(LC 8), 33=-1269(LC 8), 32=-1017(LC 8), 28=-434(LC 8) Max rav All reactions 250 Ib or less at joint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (lb) - M Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3 1692/1103, 3-4= 105/259, 27-28=-1129/710, 3-5=-441/520, 5-7=-436/514, 7-1 436/514, 10-11=-436/514, 11-13=-436/514, 13-16= 436/514, 16-18=-436/514, 18-=-436/514, 19-21=-382/412, 21-23= 382/412, 23-25=-382/412, 25-27=-387/418 BOT CHORD 2-3 939/1572, 33-35= 909/1484, 32-33=-382/400, 30-32= 575/1004, 28-30=-568/1039 WEBS 3-3 L-191/649, 27-30=0/451, 3-33=-2090/1523, 11-33=-810/782, 19-32=-772/745, 27- �=-1484/1044, 9-10=-463/453, 20-21=-462/454 I NOTES- 1) Unbalanced of li Ie loads have been considered for this design. 2) Wind: ASCE 7-10; Iu1t=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., G(;pi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate rainage to prevent water ponding. 4) All plates are 2x3 N T20 unless otherwise Indicated. 5) This truss has bee' designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has be n 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 ottom chord and any other members. 7) Provide mechanic connection (by others) of truss to bearing plate capable of withstanding 565 Ib uplift at joint 2, 1269 Ib uplift at joint 33, 1017 Ib u ift at joint 32 and 434 Ib uplift at joint 28. 8) Graphical purlin re resentation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other onnection device(s) shall be provided sufficient to support concentrated load(s) 265 Ib down and 381 Ib up at 7-0-0, 158 Ib down d 206 Ib up at 9-0-12, 158 Ib down and 206 Ib up at 11-0-12, 158 Ib down and 206 Ib up at 13-0-12, 158 Ib down and 206 Ib u at 15-0-12, 158 Ib down and 206 Ib up at 17-0-12, 158 Ib down and 206 Ib up at 17-11-4, 158 Ib down and 206 Ib up at 19-11-4, 1 8 Ib down and 206 Ib up at 21-11-4, 158 Ib down and 206 Ib up at 23-11-4, and 158 Ib down and 206 Ib up at 25-11-4, and 158 11 down and 206 Ib up at 27-11-4 on top chord, and 373 Ib down and 236 Ib up at 7-0-0, 69 Ib down at 9-0-12, 69 Ib down at 11-0-12 69 Ib down at 13-0-12, 69 Ib down at 15-0-12, 69 Ib down at 17-0-12, 69 Ib down at 17-11-4, 69 Ib down at 1,9-11-4, 69 Ib dow at 21-11-4, 69 Ib down at 23-11-4, and 69 Ib down at 25-11-4, and 69 Ib down at 27-11-4 on bottom chord. The design/selecti of such connection device(s) is the responsibility of others. 10)1In the LOAD CAS, (S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verify ', eslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1•7473 rev. 1010312015 BEFORE USE. Design valid for usec my with MiTek® connectors. This design is based only upon parameters shown, and is for.on Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bra, Ing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° :Is always required to, stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage,' Jellvery, erection and bracing of trusses and truss systems, seeANSWI1 Quality Cdlerla, DSB-89 and SCSI BuQd/ng Component 6904 Parke East Blvd. Safety lnfomlatio ,ailable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T13569668 M1J392 BHA BOSTON HIP 1 1 Job Reference (optional) c:namoers I russ, inc.1,1 ton tierce, I-L C.13U s Nlar i i'ZU 10 111II I eK-I IIUUSUIes, II IU. I IIU Mdl 4e Ue: I0o I Gu 10 raye c ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-y95ENxgEcefG304FNTAC_VOwpbKzybOpfEMWOXzYQi3 LOAD CASES) Stadard 1) Dead + Roof Live glanced): Lumber I6crease=1.25, Plate Increase=1.25 Uniform Loads (pl Vert: 36-3 = 20, 1-3— 54, 3-15=-54, 15-27=-54, 27-29=-54 Concentrated Loa s (lb) Vert: 35=4 73(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= 1IB(F) 54=-118(, 55=-118(F) 56=-118(F) 57=-116(F) 58=-118(F) 59=-118(F) 60=-118(F) 61=-118(F) 62=-118(F) 63=-118(F) A WARNING - Verity I esign parameters and READ NOTES ON THIS AND INCLUDED MI'TEKREFERANCE PAGE Mll--7473 rev. 1010312015 BEFORE USE. Design valid for use ly with Mnek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not p truss system. Befor Buse, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. &a ng Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' B always required for stablllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, : elivery, erection and bracing of trusses and trrrss systemsy seeANSUIPII Guallly CABedo, DSB-89 and BCSI Bufidtng Component 6904 Parke East Blvd. Safety Intoanatlo pilable from Truss Plate Insillute, 218 N. Lee Street Suite 312, Alexandria, VA 2231A. Tampa, FL 33610 Job; Truss Truss Type Qty Ply THE WINDSOR T13569669 M11392 GRA HIP 1 1 Job Reference (optional) chambers I russ, Inc.i, • I-ort Pierce, t-L ,1-0-0 7-0-0 i 4.00 01 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER- 6.13u s mar r1 zu18 Mr i etc inausiries, Inc. i nu mar zz ua:i 3:1 n zui a regal ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRWiY_m?eChzGytu53wzzYQi2 5-2 28-0-0 1 35-0-0 y 6-0-tr 7-11-0 6-6-2 6-6-14 7-0-0 1-0-9 Scale = 1:60.3 5x8 MT18HS = 3x5 I 3x6 = 4x8 = 4x8 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 N r 8 9 N I J, 15 33 34 14 35 13 36 37 38 1239 . 11 40 41 10 0 2x3 I I 3x6 = 5x12 3x4 = 4x6 = 2x3 I 3x5 = M 14-11-0 21-5-2 28-0-0 0 35-0-0 7-11-0 6-6-2 68 4 7-0-0 4 0-2-8] [6:0-3-8 0-2-0] 17:0-5-4 0-2-41,[13:0-2-0,0-3-0] SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 244/190 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.30 10-12 >812 180 MT18HS 244/190 Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 8 n/a n/a Code FBC2017/TPI2014 Matrix. -MS Weight: 153 1b FT = 20% BRACING - TOP CHORD 2x4 q,P, M 30 TOP CHORD BOT CHORD 2x4P M 30 BOT CHORD WEBS 2x4 SAP No.3 *Except* WEBS 4-13: x6 SP No.2 REACTIONS. (lb/si e) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max orz 2=-78(LC 6) Max �' plift 2= 448(LC 8), 13=-2442(LC 8), 8=-1159(LC 8) Max Gram 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (lb) -May. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-34 1534/729, 3-4= 1052/1347, 4-6— 1052/1347, 6-7=-1946/1834, 7-8=-2978/2565 BOT CHORD 2-1 586/1423, 13-15=-596/1464, 12-13=-1710/1946, 10-12= 2359/2830, 8-1 'L-2329/2789 WEBS 3-1 =-159/733, 3-13= 2917/1869, 4-13=-848/801, 6-13=-3504/3050, 6-12=-430/666, 7-1 L-940/731, 7-10=-489/690 Structural wood sheathing directly applied or 3-9-5 oc pudins. Rigid ceiling directly applied or 4-6-8 oc bracing. 1 Row at midpt 6-13 2 Rows at 1/3 pts 3-13 NOTES- 1) PJnbalanced roof Ih I loads have been considered for this design. 2) Wind: ASCE 7-10; � ult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=70ft L=35ft; eave=5ft; Cat. fl; Exp C; Encl., G i=0.18; MW FRS (directional); porch Tight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad rainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has bee designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'i This truss has be n 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 ottom chord and any other members; 7) Provide mechanice connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2, 2442 lb uplift at joint 13 and 1159 11 uplift at joint 8. 8) Hanger(s) or other onnection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb down e id 155 lb up at 9-0-12, 90 lb down and 155 lb up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down and 155 lb up at 1 -0-12, 90 lb down and 155 lb up at 17-0-12, 90 lb down and 155 lb up at 17-11-4, 90 lb down and 155 lb up at 19-11-4, 90 Ib dowl and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb up at 25-11-4, and 203 lb down and 329 b up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb down and 3 Ib up a 11-0-12, 63 Ib down and 3 1b up at 13-0-12, 63 Ib down and 3 Ib up at 15-0-12, 63 Ib down and 3 Ib up at 17-0-12, 63 lb do and 3 lb up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, nd 63 lb down and 3 lb up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection of uch connection device(s) is the responsibility of others. 9) Iri the LOAD CAS S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Star}�lard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 8904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING - Verify sign parameters and READ NOTES ON THIS AND INCLUDED WEEK REFERANCE PAGE MI1-7473 rev. l a'03/2015 BEFORE USE. ' Design valid for use ly with MITek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Sefor use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bra1 ng Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required foi tablilry and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcaflon, storage,elivery, erection and bracing of trusses and truss systems, seeANSU1Pi1 Cual9y Crdlerla, DSO-89 and SCSI Sugdtrig Component 6904 Parke East Blvd. Solely lntormoNonu tillable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job' Truss Truss Type Qty Ply THE WINDSOR T13569669 M11392 GRA HIP 1 1 Job Reference (optional) cnam0ers i russ, inc3;i mri tierce, M 0.113V 5 IVIa1 1 1 eu I o IVII I em II Mubu mb, II Iu. 1 I lu IVIa1 LL vu. I - 1 D 4.1. rage c ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRWiY_m?eChzGytu53wzzYQi2 LOAD CASE(S) St clard 1) !Dead + Roof Live balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (PI: Vert: 1-3 54, 3-7=-54, 7-9= 54, 16-19=-20 Concentrated Loa)s (lb) Vert: 3=-1 7(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(B133=-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) ® WARNING- Verity eslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev, 10103,2015 BEFORE USE. , IDesign valid for use 6 my with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Beforefuse, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. — ing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 'is always required fo l stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, qeIlvery, erection and bracing of trusses and truss systems, seeANSL11pll CuaMy C/lfeda, DSB-89 and BC91 Buading Component 6904 Parke East Blvd. SafetvinformaHorcrialable from Truss Plate institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply THEWINDSOR ' T13569670 M11392 J1 MONO TRUSS 8 1 Job Reference (optional) unamoers truss, LOADING (psi) TOLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL . 10.0 LUMBER - TOP CHORD 2x4 BOT CHORD 2x4 REACTIONS. (lb/s Max Max Max FORCES. (lb) - Ma -NOTES- 1) Wind: ASCE 7-10; II; Exp C; Encl., G shown; Lumber D 2) This truss has bee 3) ' This truss has be will fit between the 4) fefer to girder(s) fr 5) Provide mechanics joint 2. tort mefce, t-L No.3 ' No.3 8.13u s Mar 11 2u18 MI i eK maustrleS, Inc. I nu Mar 2L Uy:13:7 b zui u rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRW iYAk?oOhCgytu53wzzYQi2 -1-0-0 1-0-0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.18 Lumber DOL 1.25 BC 0.02 Rep Stress Incr YES WB 0.00 Code FBC2017/TP12014 Matrix -MP ;) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical orz 2=48(LC 12) plift 3=-4(LC 9), 2= 140(LC 12) rav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.1 3x4 = DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.00 5 >999 240 MT20 244/190 Vert(CT) -0.00 5 >999 180 Horz(CT), 0.00 4 n/a n/a Weight: 5 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. cult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=35ft; eave=6ft; Cat. 11=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions 1.60 plate grip DOL=1.60 designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n 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 ottom chord and any other members. truss to truss connections. connection (by others) of truss to beating plate capable of withstanding 4 lb uplift at joint 3 and 140 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING - Verify, resign parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. -- Design valld for use ly with MITek® connectors. This design Is based only upon parameters shown. and Is for an individual building component, not 1' a truss system. Beforc Use the building designer must verifythe applicability of design parameters and properly Incorporate this design Into the overall building design. Bra ng ndicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i MOW Is always required foiii tabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, elivery, erection and bracing of busses and truss systems, seeAAISVMI► Quality CiMerfa, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Watirinfannational table from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply . THE WINDSOR T13569671 M1'1392 J3 MONO TRUSS 8 1 Job Reference (optional) chambers I russ, F-Ort Fierce, t-L b.l:fu s Mar 11 zul b Iva I eK inauslnes, Inc. I nu rvlar zz mo:13: it) zu Its r•aye r ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-uYD?odiV8FvzJJEeVuCg3w5LNP6_Qf466YrcSPzYQi1 1.0-0 3-0-0 1.0-0 3-0-0 1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 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 n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 E No.3 TOP CHORD BOT CHORD 2x4 El No.3 BOT CHORD REACTIONS. (lb/si (e) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max 'iorz 2=85(LC 12) Max plift 3=-54(LC 12), 2=-147(LC 12), 4=-4(LC 12) Max rav 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) FORCES. (Ib) - Ma Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; II; Exp C; Encl., G members and forc 2) This truss has bee 3) " This truss has be will fit between the 4) Refer to girder(s) f 5) Provide mechanic 2 and 4 lb uplift at 1, PLATES GRIP MT20 244/190 Weight: 11 1b FT = 0 Structural wood sheathing directly applied or 3-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. 'ult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=3511h eave=6ft; Cat. ri=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-8 zone;C-C for ; & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 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 ottom chord and any other members. truss to truss connections. connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3, 147 lb uplift at joint int 4. Scale = 1:9.4 Walter P. Finn PE No.22839 MiTek USA, Inc. FL cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING - Verity, l esign parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev, 10/=015 BEFORE USE. ' Design valid for use '�1ly with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Befor use, the building designer must verity, the applicability of design parameters and properly Incorporate this design Into the overall building design. &a ng Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required fo ' lability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, elivery, erection and bracing of trusses and truss systems, seeANS&7PI i Qualify Ciffaft DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Wormatlona table from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR j T13569672 M11392 J5 MONO TRUSS 8 1 Job Reference (optional) Chambers I cuss, Fort Fierce, FL 6.130 s Mar l l 2U18 MI I eK Industries, Inc. I nu Mar 22 U9:13:1 / 2U18 Pagel I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MknN?zj7vZ 1 gwTpg2cjvb7dNcpKF96KFLCaA_szYQiO -1.0-0 5-0-0 1-0-0 5-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TC 0.73 TCDL 7.0 Lumber DOL 1.25 BC 0.70 BELL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 E No.3 BOT CHORD 2x4 No.3 REACTIONS. (lb/site) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Max iorz 2=123(LC 12) plift 3= 104(LC 12), 2— 177(LC 12), 4= 9(LC 12) �rav Max 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) - Ma I•Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; il; Exp C; Encl., G members and force 2) This truss has bee 3) ` This truss has be will fit between the 4) Refer to girder(s) f, 5) Provide mechanic, joint 2 and 9 lb upli j Scale = 1:12.7 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.07 4-7 >863 240 MT20 244/190 Vert(CT) -0.06 4-7 >964 180 Horz(CT) -0.00 3 n/a n/a Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'uft=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70fh L=35ft; eave=6ft Cat. ri=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-8 zone;C-C for ; & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 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 ottom chord and any other members. truss to truss connections. connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177 lb uplift at at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING- Verily esign parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE. ' Peslgn valld for use ly with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Befor use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &a Is always required foi ng Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek• fabrication, storage, Aellvery, erection and bracing of trusses and truss systems, seeANSNIPI/ Quality Crtleria, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety lntormaRona ,%ilable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THEWINDSOR I T13569673 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) t;namoers i russ, Fon Fierce, t-L 1-0-0 8 1� 1 2 3x4 = 9 4.00 12 ts.i*ju s mar 11 zui is MI I eK Inausines, Inc. I nu IVlar zz uv:13:7 / eui t5 rage l ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MknN?zj7vZlgwTpg2cjvb7dRbpO696KFLCaA_szYQiO 7-0-0 7-0-0 3 4 Scale: 3/4"-l' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud 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 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 23lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/Si 9) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max orz 2=161(LC 12) Max plift 3=-153(LC 12), 2=-211(LC 12), 4=-12(LC 12) Max rav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (lb) - Ma Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; ult=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., G 1=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-11-8 zone;C-C for members and torc & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has bee designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has be n 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 � ottom chord and any other members. 4) Refer to girder(s) f truss to truss connections. 5) Provide mechanic I connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 lb up ft at joint 4. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING - Verity d Design valid for use owith In parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. f0/03/2015 BEFORE USE. MrloiZ connectors. this design Is based only upon parameters shown, and is for an fndlvldual buatltng component, not ° p truss system. Before. the building designer must verity the appllcabilliy of design parameters and properly Incorporate this design Into the overall building design. BracljEb Indicated "so to prevent buckling of,. V"_, truss web and/or chord members only. Additional temporary and permanent bracing MiTek 4s always required for fllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, livery, erection and bracing of frusses and buss systems, seeANsmI1 Quality CIHeIIo, DS049. 89 and SCSI Bulld/ng Componanf 6904 Parke East Blvd. Safaty InfonnaHonavable from TrussPlate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR � T13569674 01392 KJ7 MONO TRUSS 4 1 ' Job Reference (optional) L:nambers I russ, LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 BOT CHORD 2x4 WEBS 2x4 REACTIONS. (Ib/ Max Max FORCES. (lb) - Ma TOP CHORD 2-3 BOT CHORD 2-7- WEBS 3-71 NOTES- 1) Wind: ASCE 7-10; II; Exp C; Encl., G( 2) This truss has bee 3) ', This truss has be Will fit between the 4) Refer to girder(s) f, 5) (Provide mechanic: joint 2 and 238 Ito L 6) Ih the LOAD CASE LOAD CASE(S) Stai 1) Dead + Roof Live i Uniform Loads (plf Vert: 1-2 Trapezoidal Loads I Vert:2=0( Fort Fierce, FL _1_5_0 1 2 3x4 = 8.130 s Mar 11 2018 MI I eK Inaustries, Inc. I nu Mar 2z uun 3n d 2uiB Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-gxLl Dljlgt9hYdOl cJ E88LAgbCnNu W gPZsKjXlzYQi? 9-10-1 a_1_s 2.83 12 3x4 3. 7 2x3 II SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 n/a n/a Code FBC2017/TPI2014 Matrix -MS BRACING- ' M 30 TOP CHORD ' M 30 BOT CHORD No.3 r) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanical orz 2=192(LC 8) plift 4= 131(LC 8), 2= 262(LC 8), 5=-238(LC 8) rav 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) Comp./Max. Ten. - All forces 250 (lb) or less except.when shown. 798, 6-7= 487/798 3-6=-920/561 Scale = 1:20.6 4 6 s 3x4 = PLATES GRIP MT20 244/190 Weight: 38 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 'ult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=701t; L=35ft; eave=6ft; Cat. t1=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '1 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 ottom chord and any other members. truss to truss connections. connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift atjoint 4, 262 lb uplift at lift at joint 5. S) section, loads applied to the face of the truss are noted as front (F) or back (B). Lumber Increase=1.25, Plate Increase=1.25 B=27)-to-4=-133(F= 39, B=-39), 8=O(F=10, B=1 0)-to-5=-49(F=-1 5, B=-15) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING - Verifyi eslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. -- , Design valid for use q ly with MITek® connectors. This design Is based -only upon parameters shown, and Is for an Individual building component, not a truss system. Befor use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bra., ng Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required fo tabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, Jellvery, erection and bracing of trusses and truss systems, seeANSMIJ Qualify CrIteda, DSB-89 and BCSI Bu,7ding Component 6904 Parke East Blvd. Satofyfnformalloru ,pliable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 ° Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 ft dimensions shown in -in-sixteenths I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for'truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing, is always required. See SCSI. 1 c1-2 C2-3 2. Truss bracing must be designed by an engineer. For 0 WEBS 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I C�l0 bracing should be considered. 7:c 3 O p 3. Never exceed the design loading shown and never inadequately braced trusses. aU stack materials on a- 01 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7e cba csa . BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-1/id' from outside 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 JO/NTSARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSSSTARTMG AT THE JOHVT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably y protected from *Plate location details available in MiTek20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOWT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS 8. Unless otherwise noted; moisture content lumber shall not exceed 1990 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-1352, 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 dimensions 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 purlins 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 g Y 14. Bottom chords require lateral bracing th 10 is spacing, or less, if no ceiling is 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. � 18. of or treated lumber may Use green y pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards _ - -- - - - - esign peel Ica Ion Of e a 19. Review all portions of this design (front back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ■ a BCSI: BuildingComponent Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. ' Installing & Bracing of Metal Plate -- - Connected -Wood Trusses -- — -- MiTek Engineering Reference Sheet: Mll-7473 rev. -10/03/2015