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HomeMy WebLinkAboutTRUSS PAPERWORKRE: M11392 THE WINDSOR \,-�2 J,<Z)S MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Wynne Dev Corp Project Name: M11392 Lot/Block: Model: 71 Carlton 3 Bedroom Rear Porch SCANNED Address: unknown Subdivision: BY 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/TPI2014 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 61 G15-31.003, 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 ata 3/22/18 8 T13569667 b 3/22/18 9 T13569668 bha 3/22M8 10 T13569669 gra 3/22/18 11 T13569670 11 3/22/18 12 T13569671 13 3/22/18 13 T13569672 15 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 judsdiction(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/TPI 1, Chapter 2. FILE COPY 0VQxISR P. F/,y '\G E 1V aF No 22839 �-0t :-33 STATE OF i $,,S,ONAE%,`�� Walter P. Finn PE N0.22839 MiTek USA, Ime. FL Cart 6634 6904 Parke East Blvd. Tampa Fi. 33610 March 22,2018 1 of 1 Finn, Walter Job Tnus Truss Type , Tj1lyTPlyTTHEWINDSOR T13569660 M11392 A HIP Reference o 'onal cnamoers truss, Inc., non rashes, nL a.lau s marl l sin a mu eK lnausmes, inc. mu mar ee uri zet a 1 6 4x8 = 2x4 4DO 12 2x3 \\ 11 4 26 5 3x6 = 4x4 = 4x8 = 2x3 6 7 27 a 9 Seale = 1:60.5 lb 13 3.4 = 3x4 = 'xs = 6x8 = 3x4 = 3.6 = 3x4 = 3x5 = 9-0-0 14-11-0 20-2-13 26.0-0 35.0-0 a.an I "'.n aae� I 51 E n 1 Ih 6 Plate Offsets (X Y)— [2:0-0-14 Edge], [4:0-5-4 0-2-01 [8:0-5-4 0-2-01 [10:0-0-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.57 Ved(LL) 0.4212-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Ved(CT) 0.3712-23 >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 FBC2017lrP12014 Matrix -MS Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/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 Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 639/108, 3-4=-396/0, 4-5=-967i776, 5-7=-967i/76, 7-8=-454/938, 8-9=-1009/1884, 9-10=-1265/2154 BOTCHORD 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=-336/38617-14=-766/399, 8-14=-580/997, 8-12= 958/447, 9-12=35B/600, 7-15=-1329/2190 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 4-5-1 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; iElf; B=70N; L=35ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenior(2) -1-0-0 to 261 Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 30-11-6, Intenor(1) 30-116 to 36-0-0 zone; porch night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=lb) 2=235, 15=1439, 10=799. WagerP. Finn PE No13839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 III QWARNMO-Vert/ydeslgnparamete..d READNOTES ON TNISAND INCLUDED 111117EKREF£RANCEPAGEMLL74TJree 1111012015BEFORE USE Design valid for use only with MOekO connectors. this design Is based only upon parameters shown and Is for an Individual building component, not a Muss system. Before use, the building designer must verily the applicability of design parameters and property Inamorata this design Into Me overoll building design. Bracing Indicated is to prevent buckling of Individual hues web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stoleliy, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erectbn and bracing of Musses and muss systems, seeAN5tl1P11 GuW CR�de, D58419 and BC51 Building Component 6904 Parke East Blvd. sabh 6lfarmalbnwoiloble from Loss Plate Institute, 218 N. lee Sheet. Suit. 312. Atexontlrlo. VA 22314. Tampa, FL 336110 1392 SPECIAL 1 s T13569661 SA = 2s3 I 4.00 12 4 21 5 JN \\ 3x4 = 5X _ 6 22 7 Scale=1:61.3 13 12 3x6 = 3x5 = 5.8 MT18HS = 3x12 = 2.00 12 Plate Offsets (X Y)-- f2:0-0-2 Edgel f9:0-1-15 Edge) LOADING (psg SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ved(LL) 0.75 11-12 >563 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.21 11-12 >348 180 MT18HS 2441190 BCLL 0.0 Rep Stress Inch YES WB 0.77 Horz(CT) 0.35 9 rVa Na BCDL 10.0 Code FBC2017/rP12014 Mardi Weight: 155 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4-SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP.No.3 REACTIONS. (Ib/size) 2=1349/0-8-0, 9=1349/0-8-0 MaxHor2 2= 117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) 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 3-13=425/410, 4-13=-354/571, 4-12=-362/617, 5-12=269/279, 6-12=-1034l712, 6-11=-373/892, 7-11=-897/1523, e-11=-404/435 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsY h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C ExteliI -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) Provide adequate drainage to prevent water policing. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should very capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 2=825, 9=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 9904 Parke East Blvd. Tampa FL 33810 Data: March 22,2018 ® WARNING- VerlfydeslgnpremetenrWdREADNOTESONMSANDINCLUDWMp KREFERANCEPAGEMib7Mrev.111,11142015BEFOREUSE Design valid for use only with Mirel,foconnectors. This tleslgn 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 applicabllity of design parameters and propedy Incorporate this design Into the overall building design. adding Indicated b to prevent bucNing of Individual buss web and/or chord members only. Additional temporary and permanent bracing b 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. seemSVTP11 QUOCdleda, DSB49 and SCSI Building Component Safety Infonnationc ilobia from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandra VA 22 14. MiTek' 6904 Parke East Blvd. Tampa, FL W610 Job Truss Truss Type Oty Ply THE WINDSOR T13569662 M11392 A2 SPECIAL 1 1 Job Reference o [tonal rert inuwnies, Inc. r nu mar zz ua:la:ul [mtl 4.0D 12 5.6 = 3x4 = 4 21 5 5x8 = 22 6 Scale = 1:61.3 t2 wlm 6 12 3x4 = 5x8 = 3x12 c 3x6 = 2.00 12 10-0-0 14-9-0 22-0-0 I 24-GB I 35-0-0 1 n.n-n Plate Offsets (X Y)- [2:0-0-6 Edgel 16:0-4-0 0-2.31 [8:0-1-15 Edde] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ion) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 10-19 >447 180 MT18HS 244/190 BCLL 0.0 Rep Stress [nor YES WB 0.86 Horz(CT) 0.34 8 n/a n1a BCDL 10.0 Code FBC2017/rPI2014 Marti Weight: 160111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 as bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Ho¢ 2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250.(I11).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=-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=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exle C; Encl., GCpi=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 forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 8 considers parallel to grain value using ANSI/TPI 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 It, uplift at joint(s) except (jt=lb) 2=825, 8=825. Walter P. Finn PE No12839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING -Verity design pre..hvsend READ NOTES ON THISAND/NCLUDED MITEKNEFEBANCEPAGEMA74T3rev. lGro342015BEFOBE USE. Design valid for use only with MBek® connectors. lhls design Is based only upon parameters flown, and b for an Individual building component, not 0 truss system. Before use, the building designer most verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with Posdble personal Injury and property damage. For general guidance recording the fabrication, storage, delivery, erection and bracing of trusses and imss Mtem% seeANSU1Pi1 GuaDy Cdteda, DSB-89 and BCSI Building Component Safety Informatlonavolloble from Truss Plate limmute. 218 N. Sheet, Suite 312, 69M Parke East Blvd. Tampa, FL We Alexandria. VA 22314. 33610 Job Tess Truss Type city Ply T73569663 M11392 A3 SPECIAL 1 1 �THEWINDSOR Jab Reference (optional) Chambers Tess, Inc., Fort Pierce, FL 6 4.00 12 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:08 2018 Page 1 ID_kfiGCA6bxTl2Sy1HDXFw7ye3KX-70kz6ucT1 ou6L5d61 D3okEmtrABCYrBwGIvBAtzYQi9 2aao 24E8 27-4-7 35-0.0 6.0. 5.0-0 4-6-e 2-9-15 7-7-9 -0. Scale = 1:62.3 5x6 = 4x5 = 14 13 - 3x5 = ass II axe = 3x12 = 2.00 12 8-fi-0 74-9-0 2aao 24-fi-8 35-0-0 8-fi-0 &3.0 5-3.0 4-6-8 10.59 Plate Offsets (X,Y)- (2:0-1-6 Edge] [3:03-0 Edgel [8:03-003-01 [9:0-1-15 Edge] LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -0.9711-20 >432 180 MT18HS 244/190 SCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 We n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 Us 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 2-6-15 oc punins. 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 Horz 2=-155(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (Ib) -Max. CompAMax. 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=4.2psh BCDL=3.Opsf; h=15ft; B=70h; L=35N; eave=5f ; Cat. If: Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0to 36-M zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=825, 9=825. Waller P. Finn PE NoIH39 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 QWARNING- Vedlydeslyrparem fs..dREADNO7ES ON TNISAND INCLUDED MREKREFERANCEPAGEUX747amv. IDW2015BEFONEUSE. Designvolid for use only wlh MOek® connectors. This design Is based only upon parameters shown and b for an IOdMducl building component, not ��- a bas system. Before use, the building designer must verity he applicability of design parameters and propedy Incomorote his design Into he overall auddingdesign. Bracing lndicotedtsWprevent bucldingofhdviduoltwsweband/orchomlmembers only. Additionaltemporaryandpermanentbrocing Is aWava regulred for stability and to preventcollapse wih possible personal rqury and property damage. For general guaance regarding he fabrication. sfwage, delivery erection and bracing of bases and muss systems. SocANSUrIP11 QuoOy Creeds, DS549 and BCSI Building Component Solely Warmalbmvo0able mom Tnas Role VatiMe. 218 N. Ise sheet Su1fe 312. Alexandra. VA22314. Welk' Was Padre East Blvd. Tampa,FL 33610 Job Truss Truss Type Ply=F(optional) y T73569fi64 M11392 A4 SPECIAL 7 cnamoeM i russ, inc., Tort Tierce, v� 8.130 s Mar 11 2018 MiTek Industnes, Inc. Thu Mar 22 09:13:09 2018 4.00 12 5.6 = 4x6 = 2.a II 6 7 Scale=1:62.3 21!2 0 16 15 3x12 0 3x5 = as II 5x8 = U12 = 2.00 12 i 14-9.0 18-0-0 24.6-8 35-0-0 6-s-0 6.3-n 11. a.a.a I rn.s-a Plate Offsets (X Y)— (2:0-1-6 Edcel [9:0-3-0 Edge][11-0.1-15 Edcel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in floc) 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 Ven(GT) -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 - 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 2-6-14 oc purfins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-14 REACTIONS. (lb/size) 2=134910-8-0, 11=1349/0-8.0 Max Horz 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (lb) -Max. CompJMax. 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- 1 0=-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=-1034/1946,10-13=-343/333 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=4.2pst BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-6-0, Interior(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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 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 100lb uplift at jointfs) except (jt=lb) 2=825, 11=825. Wafter P. Finn PE No.21839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Job Truss Truss Type ply Ply T13569665 M11392 A5 SPECIAL 16 �THEWINDSOII 1 Job Reference (optioned) unamoers Icuss, no.. ran rierce, rL B.13U s Mar l l Zm a MI 1 ek Induslnes, Inc. I hu Mar 22 09:13:10 2018 �1 d Scale=1:60.3 4.00 12 6xe II 6 14 13 3x5 = 2.3 II 5x10 = 3x12 2.00 12 B-6.0 16-3-0 9.9-0 10.5-e Plate Offsets (XY)— f2:0-1-6 Edgel f8:0-3-0 Edgel f10:0-1-15 Edgel LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.8012-13 >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 rda BCDL 10.0 Code FBC20171TPI2014 Matnx-MS Weight: 160 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 1-4,8-11: 2x4 SP M 30 BOT CHORD 2x4SP M 30 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Iblaze) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-825(LC 12). 10>825(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 1Row at midpt 6-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-324712112. 3-5=-244911679. 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=-0431/5459 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=-021/306 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=70ft; L=350; eave=5N; Cat. II; Exp C; Encl., GCpi=C.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) 17-6-0to 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) 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 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except jt=1b) 2=825, 10=825. WakerP. Finn PE No22839 BLTek USA Inc. FL Cart HU 69H Parke East Blvd. Tampa FL 33810 Data: March 22,2018 A WARNwG-VdlYdes/gnperametemenOREADNOTE60N MSANDXCLVDEDMREKREFERANCEPAGEb67Z3.. 104XV20156EFOREUSE Design voild for use only vitm MOek® connectora ihh design is based only upon parrametar shown. and Is for an IndMtlual bulding component, not o roars system. Before use, the building designer must verify the cpplicablity of design parameters and property Incorporate th6 dedgn Into the overall buldingdeign. Bracing Indicated Is to prevent bucaingofIndividual trussweband/or chord members only. Add,nonaltempororymdtl manentbrocng M!Tek' Is always required for stoblity, 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, WeAN9MIJ CuaOry Cmedo, DSBE9 and EC61 Building Cempoment Safety edormatbmvalable from Truss Rate Institute. 218 N. Lee street Sure 312 Nexondrlm VA 22314. 69M Parke East Blvd. Tampa, FL M610 Job Truss Truss Type Oty Ply THE WINDSOR T13569666 M11392 ATA COMMON 5 1 Job Reference (optional) cnamoers I Fuss, Inc., Fon Fierce, rL B.1 au s man 1 Zinn MD eK inausmes, mc. I nu Mar 22 09:13:11 2U1 B I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-XbO61veMKjHhCYMgiLcVMsOO10H6IFeNyG71 22-1-0 1 26-8-0 1 35-0.0 4.00 F12 4x4 = 6 Scale = 1:59.5 17 .- 15 14 12 Sx6 = 2x3 II 4x6 = 3r8 = 2x3 II 3.6 3x8 = 41r6 = &4.0 12-11-0 22-1-0 26-8.0 SIN Rd. Plate Offsets (X Y)-- 12:0-0-2 Edgel 110:0-0-2 Edgef LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl 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 Ved(CT) -0.6414-15 >652 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 166 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP,No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 MaxHOrz 2=-179(LC 10) Max Uplift 2=-775(LC 12). 10=-775(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(lb) or less except when shown. TOP CHORD 23=-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 Structural wood sheathing directly applied or 3-1-15 oc purlins. Rigid ceiling directly applied or 5-2-15 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=7011; L=3511; eave=61t; Cat. 11; Exp C; Eric[., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -1-" to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60.plate grip DOL=1.60 3) 100.0I1, 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 pal bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ft=lb) 2=775, 10=775. WaiP. Finn PE No.22839 MiTek USA Inc. FL Cert 6634 69114 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 O WARNING- V dfydes/ge pasern emend READ NOTES ON TNLSANU/NCLUDED MREKIEFERANCE PAGEMD74mrev. 10AXAZ015BEFOREUSE Design valid for use only with Mi connectors. This design Is based only upon parameters shown, and Is for on IndMidual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate M[s design Into Me overall building design. Bracing Indicated is to prevent bucWing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' h always required for stab9M/ and to prevent collapse with possible personal injury and property damage, For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and tmss systems, seeANSVIPlt Cuady CAltrdo, DSB49 and SCSI Balding Component 6904 Parke East Blvd. Sooty Informotbrxrvallable from Truss Note Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THEWINDSOR T73569667 M11392 B COMMON 2 1 Job Reference (optional) Uhamaem 1 rusS, Inc., ton Fierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:12 2018 4.00 F12 3x6 = Scale=1:59.3 3x4 = 2x3 11 3x6 = 3x4 = 3x4 = 3x6 = 2x3 11 3x4 = 8-3.5 14-0-0 21-0.0 26-8-11 35-0-0 8-&5 5-8-11 7-0-0 5-8-11 B-3-5 Plate Offsets (X,Y)— [2:0-2-6 Edgel [6:0-3-0 Edgel (10:0-2-6 Edgel LOADING (psQ SPACING- 2-" C51. DEFL. in floc) Vdetl L/d 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 Horz(CT) 0.03 10 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 149 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M 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 atjoint(s) 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 at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All fames 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=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=70ft; L=351t; 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 17-6-0, Extenor(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 fora 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= 10.0psf. 5) Provide mechanical 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 uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE No.22039 MiTek USA, Inc. FL Cad $634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Job Truss Thus Type Oty Ply THEWINDSOR T73569668 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:13 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-UzXsAbfcrMPRsV3pmhAHD4B-.kD89gDacyr5zYOi4 15-6-0 21e-0 1-0- 7aa 96-0 liaa I 11A1-01a7I910o -0 i 2a-0-0 V770 2a20 �2z-6i1zoo a1500 rorss 30 = 4.00 12 4x4 = 57 15 58 17 56 12 /\ 59 ass 55 9 5x12 � 53 4 5 54 60 22 3x6 311 'Rim\ 27 a 333 26 2 � 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 3x6 = 6x8 = 6x8 = 3x6 = 7-0.0 140.0 21-0.0 28-0-0 35-0-0 7-0-0 7-o-o F 7-0-0 ao-0 7-DO Scale=1:62.4 3x4 = Plate Offsets (X,Y)-- (32:0-3-8,0.3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) Ndell Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TIC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.1635-38 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 n/a n1a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 208 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied ors-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 Brace at Jt(s): 11. 19. 16, 7, 23 REACTIONS. Allbearings0-8-0. (lb) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-565(LC 8), 33=-1269(LC 8). 32— 1017(LC 8). 28=-434(LC 8) Max Gmv All reactions 250 lb or less atjoint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1). 28=626(LC 1) FORCES. (lb) - Max CompJMax. 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---8101782, 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 forthis 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 ponding. 4) All plates are 2x3 MT20 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 other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 2, 1269 lb uplift at joint 33, 1017 lb uplift at joint 32 and 434 lb uplift at joint 28. 8) Graphical puffin representation does not depict the size or the orientation of the puffin 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-M, 158 lb down and 206 It, up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 15B lb down and 206 Ib up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 206 Ito up at 17-11-4, 158 lb down and 206 lb up at 19-11-4, 1581b down and 206 Ib up at 21-11-4, 158 lb down and 206 lb up at 23-11-0, and 158 Ib down and 206 lb up at 25-11-4, and 1581b down and 206 Ito up at 27-11-4 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 Ib down at 11-0-12, 691b down at 13-0-12, 691b down at 15-0-12, 691b down at 17-0-12, 69 lb down at 17-11-0, 69 Ib down at 19-114, 69 Ib down at 21-11-4, 69 Ib down at 23-11-4, and 691b down at 25.11-4, and 69 Ib down at 27-11-4 on bottom chord. The design/selection 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). WalterP. Finn PE No.22639 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 QWARNWG-Verify deslgnpammefen end READ NOTES 011MISAN0 BlCLUDEDWIEKREFEBANCEPAGEM67=.V.. 1041131a15BEFONE USE Design vald for use only with Moe kSconnectors. M design is bated only upon parameters shown, and Is for an indulduol bustling component, not a muss system. Before use. me bustling designer must verify Me opplimbllity of design parameters and property Incorporate this design Into Me overall building design, 13r00bg Indicated is to prevent buckling of lndMdual muss web and/or chord members only. Additional marpoicry and permanent bracing Is always required for staff 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 muss systems. seeANSVIPII Quafpfrys. Cmedo, 05349 and BCSI Building Component Safety ktfeunallonovoaable from Truss Plate estlMe, 218 N. Lee Street, Suite 312. Alexandria VA 22314. ��- MiTek' 6904 Parke East Blvd. Temp., FL 3a610 Job Truss Thus Type C)ly Ply iv111392 BHA BOSTON HIP 1 1b FEWINDSORT13569668 Reference optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 112018 MiTek Intlustries, Inc. Thu Mar 22 09:13:14 2018 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX.y95ENxgEcefG304FNTAC_VOwpbKzybOpfEMWOXzVOi3 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 36-39=-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) Q WANNWG- Vedfydeagnpemmefemend NERD NOTES ON TI MMDWCLUOEDMREKgEFEFANCEPAGEM674nmv. 1hD.i20156£FORE USE Design valid for use only vain Mfrek® connectors. itlls design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. Me bWding designer must verify the oppllcobillry of design parameters and ptopedy incorporate thb design Into the overall buildingdesign.Bracing lndicatedIstoprevent bucidingofIndividual hussweband/or chord members only. Addconcltemporary and merchant brocing Is always required for stobnty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcalion, storage, delivery, erection and bracing of trusses and thus systems, seeANSWII Quo ply Criteria, DS549 and BCS1 BuldIng Component SafNy InlOrmalbmvoigble ham Ttuss Fate ImtlMe, 218 N. We Street, SOO 312 Alexandra. VA 22314. MiTek' 69N Parke East BNd. Tampa, FL 33610 Job Truss Tess Type Oty Ply T73569669 M11392 GRA HIP 1 1 �THEWINDSOR Job Reference (optional) a. mu s mar i i za,o rnnex mausmes, no. mu mar zz ua:la:m[ure 4.00 12 5.8 MTISHS = 3 3xs II 3x6 = 4xe = 22 23 24 25 4 26 27 5 28 629 3a 31 32 4x6 = 7 Scale=1:60.3 3x4 = 2x3 II w 3z6 —�� 5x12 = oa a, oa 3x4 = 4x6 = a r, 2x3 II 3x5 = 7-0-0 14-17-0 I 21-5-2 26-0-0 35^0-0 Plate ONsets(X,V)— [3:0-5-4,0-2-8] I6:03-80-2-01 U:0-5-40-2-01 fl3:0-2-00-MI LOADING (psQ SPACING- 2-0-0 CSI. OEFL in (too) Udall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.30 10-12 >812 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 8 n/a Na BCDL 10.0 Code FBC2017/FPI2014 Matrix -MS Weight: 1531b FT=20% LUMBER- TOPCHORD 2x4SPM30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-13: 2x6 SP No.2 REACTIONS. (Ib/size) 2=750/0-8-0, 13=3223/0-8-0, 8=12251"-O Max Horz 2=-78(LC 6) Max Uplift 2=-448(LC 8), 13=-2442(LC 8), 8=-1159(LC 8) Max Gray 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or3-9-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 1 Row at midpt 6-13 2 Rows at 1/3 pts 3-13 FORCES. (lb) - 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$-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 root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opst h=15ft; B=7011; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 fora 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-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss 10 bearing plate capable of withstanding 4481b uplift at joint 2, 24421b uplift at joint 13 and 11591b uplift at joint S. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 Its up at 7-", 90 Ito down and 155 lb up at 9-0-12, 90 lb down and 155 Ib up at 11-0-12, 90 Ib down and 155 lb up at 13-0-12, 90 go down and 155 Its up at 15-0-12, 90 lb down and 155 go up at 17-0-12, 90 Us down and 155 Ib up at 17-11-4, 90 lb down and 155 Do up at 19-11-4. 90 lb down and 155 Ib up at 21-11-4, 90 Ito down and 155 to up at 23-11-4. and 90 Its down and 155 Its up at 25-11-4, and 203 lb down and 329 Ib up at 28-" on top chord, and 452 Ito down and 263 Ib up at 7-0-0. 63 lb down and 3 lb up at 9-0-12, 63 Ito down and 3lb up at 11-0-12, 63 Do down and 3 lb up at 13-0-12, 63 lb down and 3 Ito up at 15-0-12, 63 Ib down and 3 Ib up at 17-0-12, 63 lb down and 3lb up at 17-11-4, 63 lb down and 31b up at 19-11-4, 63 lb down and 3 Ib up at 21-11-4, 63 Its down and 3 Ib up at 23-11-4, and 63 lb down and 3 Ib up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Wager P. Finn PE No22639 INTO USA, Inc. FL Ced6634 6904 Parke East Bald. Tampa FL 33810 Date: March 22,2018 Q WABNWG- Vetlly tleslgnpammefasendBE9D NOTES ON WISAND VACLUDED MDEKREFEHANCEPAGEM674nn,v. INA11?015BEFOBEUSE Design volld far use onlywch MiTek0comactors. This design Is based only upon parameters shown, and b for on hd'widual building component, not a trusssystem. Before use, Me building designer must verify the opplicabeityof design parameters and propery Incorporate this design Into Me overall bulding design, Bracing Indicated is to prevent buckling of lndvdual Muss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding Me fobricalloa storage, delivery, erection and bracing of trusses and Men systems seeANSVTPi1 GuaII1y Crg�6a, DSB e9 and BCSI Building Component Safety Informotionavalable from Truss Plate Institute, 218 Lee SuOe 312, 6904 Parka East Blvd. Tampa, FL 33610 N. Sheaf, Alexandria. VA 22314. Truss Thus Type (.11y Ply THE WINDSOR FJob T13569669 M11392 GRA HIP 1 1 Job Reference (optional) Unamper5 I rus3, 10c., FOrt Ylerae. YL 8.13D s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:15 2018 Page 2 ID:_kflGCA6bx7j2Sy1 HDXFw7ye3KX.QMfc HhsNyn7hAlSxBhPiWiV_m7eChzGNu53w YQi2 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 —Unform-Loads(plf) -- _ _ _ _ _ _ Vert: 1-3=-54, 3-7= 54, 7-9=-54, 16-19=-20 - - - Concentrated Loads (Ib) 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(8) 30=-90(B) 31= -90(B) 32=-90(B) 33= 40(B) 34=-40(B) 35=40(13) 36=-40(B) 37=AO(B) 38=-40(B) 39=-40(B) 4D=-40(B) 41=40(B) AWARNWG-yedfyde9gnp etemwdREADN0TESONTNWANDWCLUDEDNREKREFERANCEPAGEM67Mrnv.1gL 159EFOREUSE Dedgn valitl for use only with MRalsS connectors. RIB tleslgn Is basetl only upon parameters shown. antl B for an Intllvitlual bulitling component, not a trtss system. Before use, the bulitling tlesigner must verify the applicablllty of tleslgn paameters antl properly Incorporate this design Into the overall bulitling tleslgn. E,acing lndlcar dBto prevent bucking of lntlMtlual trussweb antl/or chortl members oNy. AtltllHonal temporary antl pertnanant bracing B always requked for s."N antl fp prevent collapse wittl possmle persorwl Wury antl properly damage. For general gultlance regartlNg Me fvbrkatlon storage, tlelNery. eracSon and bracing of trusses antl truss systems seeANSU1P11 Du CIH�dO, D53-09 anG SCSI BWtltlp Gamponml SObty t formelbrpvoiloble ham Truss Rate Institute, 218 N. Ise Sheet 3urce 312 Alexontltlo. VA 314. �f ■` MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type I I]tY Ply M11392 J1 MONO TRUSS 8 FEWINDSOR b Reference o tional 1 i U. ,S nmi, ma., ran r'lerau, rL C.13Us Mariizula MIIex Inausines.Inc. nu Marzz U9:Td:lb LDIB Pagel ID_kfiGCA6bx7j2Syl HDXFw7ye3KX-OMfmHhsNyn7hAfSxBhRWiYAk?oOhCgytuS3w YOi2 3x4 = LOADING (its!) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Ven(LL) -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Ved(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOTCHORD 2x4SPNo.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanioal Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Grav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:6.1 PLATES GRIP MT20 244/190 Weight: 5lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling direcllyapplied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3 and 140 lb uplift at joint 2. WalterP. Finn PE No22839 MiTek USA, Inc. FL Ced 6636 6936 Parke East Blvd. Tampa FL 33610 Dale: March 22,2018 Q WARNING-Vedrydesrgnp etema dREADNOTES ON 7MSANDWCLUDED6f?EKBEFEBANCEPAGEM 7473mv 10TU,2015BEFOAE USE Design valid for use only with Mile& connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ■` a muss system. Before use, me building designer must verily the applicability of design parameters and properly Inpporporate this design Into the overall bultlhgdesign.&ochghdlcaiedhtopreventbucWhgofhdMduolmaswebwd/wchordmambersoNy. Adtliflonaltemporary and permonentbrocing MiTek' IS always required far slobely, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of muses and truss system% weANSVfPif CUOII1X1yy CdMdo. D5049 and SCSI Building Component Safety Infonnbrn horn Truss Note Institute, 218 N. Lee Street. Suite 312. 69N Parke East Blvd. Tampa, FL 33610 atvallable Alexantldo. VA 22314. Truss Tess Type �Y- Ply Lob T13569671 J3 MONO TRUSS 8 1 �THEWINDSOR Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 30 = 8.130 s Mar 11 2018 MITek Industries, Inc. Thu Mar 22 09:13:16 2018 Page 1 ID_kfiGCA6bx7j2Sy1HDXFw7ye3KK-uYD7odiV8FvzIJEeVuCg3w5LNP6_Gf466YrcSPzYOi1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud TOLL 20.0 Plate Grip DOL 1.25 TO 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 FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/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. -A[] forces 250 (lb) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 111b FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDLr3.Opsf, h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-" to 2-6-0, Interior(1) 2-6-0 to 2-11-8 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-64) 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 54 lb uplift at joint 3, 147 lb uplift at joint 2 and 4 lb uplift at joint 4. WafterP. Finn PE No12839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data; March 22,2018 8TrType �YplyT73569672 r,ob— rJ5 1392 MONO TRUSS 8 1 Job Reference o fional uu s mar 1 l zu 10 mu ex moasmes, ,no. I nu mar zz ue: to: i r zula rage T ID:JcfiGCA6bx7j2Syl HDXFw7ye3KX.MknN7zj7VZlgWTpg2cjvb7dNCpKF96KFLCaA_szY0iO 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ved(LL) 0.07 4-7 >863 240 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 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Hom 2=123(LC 12) Max Uplift 3=-104(LC 12), 2— 177(LC 12), 4=-9(LC 12) Max Glary 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:12.7 PLATES GRIP MT20 2441190 Weight: 171b FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opsf; h=15ft; B=7011; 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, Interior(l) 2-6-0 to 4-11-8 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 lost bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 1771b uplift at joint 2 and 9 Ib uplift at joint 4. Waller P. Finn PE No.22839 MRek USA, Inc. FL Cart 663d 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 O WARNING -VeNly Cesignpammetemend READNOTES ON 7RISANDwCLUDEDMREKREFERANCEPAGEMIA74 mv. Ia0Yt0ISBEFOREUSE. De9gn valid for use only with Milek® connectors. This design 6 based only upon parameters shown, and Is for an IntlNldual bulaing component, not a truss Mtem. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overoll buldurgdedgn.Bracing indicated Istoprevent backing oflndMtlualinusweband/or chord members any. Addliionoltemismoryondpermanentbrochg aclwaysrequired for stability and topreventcollapse withpossible personal imuryand property damage. For general guldoneeregarding Me fabrlcallon storage, delivery, erection antl bracing of trusses and truss systems, seeµSVrPil Quo" CModo, DSB419 and SCSI Buldksp Component ty b SalbrformatsmR emailable from Truss ate Institute. 218 N. Lee Street Al Suite 312. exondda, VA 22314. �f- ■` MiTek' 6904 Parise East BNd. Tampa, FL M610 Job Truss Truss Type Dty Ply THE WINDSOR T13569673 M11392 J7 MONO TRUSS 24 1 Job Reference o tional i russ, no., von rierce, vL 3x4 = 8.130 a Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:17 2018 Page 1 ID_k8GCA6bx7T2Sy1HDXFw7ye3KX-MknN72j7vZ1gwTpg2civb7dRbpO696KFLCaA SzY01D Scale: V4'=l' 7-0-0 LOADING (psf) SPACING- 2-0-0 C31. DEFL. in (toe) Well Ud PLATES GRIP TCLL 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 WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 23 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (Ha/size) 3=165/Mechanical, 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. (lb) -Max CompJMax 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.Opst h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M to 2-6-0, Interior(l) 2-6-0 to 6-11-8 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical 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 uplift at joint 4. Wader P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 O WARNING-Vefifytle.UgnpenmeNrs.rd RE4D NOTES ON TN/SAND DlCLUDEDMITEKREFEFANCEPAGEM0.74TJrsx. 10AG2015SUOREUSE. Design valid for use WywM MRek®connectors. Thus design Is hosed only upon parameters shown and B for an Individual building component, not a buss system. Before use, the buiding designer must verify Me cpplkab011y of design parameters and property Incorporate has design Into me overall building design. Bracing Indicated is to prevent buckling of Individual hum web andfor chord members only. Addiflonal temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse wM possIble personal lnlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and fora systems. seeANSWIP11 Qua pry Cmedo. DS549 and SCSI But Component S0f8ty trdolmpBerxrvaeable from Insflture, 218 69N Parke East Blvd. Tampa, FL Teas Rate N. Lee Street Suite 312. Alexondda. VA 22314. W610 Truss Truss Type Pity Ply THEWINDSOR 70bl T13569674 392 KJ7 MONO TRUSS 4 1 _ Job Reference (optionall Gnambers I ruse, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:18 2018 Page 1 ID :kfiGCA6bx7j25yl HDXFw7ye3KX-gxLlDljlgt9hYdOl cJE88LAgbCnNuW gPZsKjXlzYQi? Scale =1:20.6 3x4 = u u 5 3x4 = 6-B-12 3-1.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TOLL 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 BOLL 0.0 Rep Stress that NO WB 0.24 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MS Weight: 38 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanical Max Horz 2=192(LC 8) Max Uplift 4=-131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Grav 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ff; eave=(tft; Cat. 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 pet bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint 4, 2621b uplift at joint 2 and 238 lb uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the muss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2= 54 Trapezoidal Loads (plf) 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) WaltarP. Finn PE No.22839 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 ®WARNING- Vedrydeslgnpararxh,. nd READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEMIF7474.1.. 1D 015eEFOREUSE Design volld for use only with MBek6connectors. This design Is based only upon parameters shown. and Is for an individual bulltling component, not a trusssystem. Before use, the bulltling designer must verify Me applicobllityof design parameters and properly Incorporate lhls design Into the overall bulldingdesign.Bracing Indicated is to prevent buciing of lndrAdual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with Possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANB1J`iPI1 Quality CMede, DSB89 and BC51 Building Component Safety Infermatlonovollable from Truss Plate Institute. 218 N. We Street. Sulfa 312, Alexandria, VA 22314. MiTek' MiTek 6904 Palle East Blvd. Tampa. FL 33610 Symbols PLATE LOCATION AND ORIENTATION 374 Center plate on joint unless x, y offsets are Indicated. Dimensions are In ft-in-sixteenths.. Apply plates to both sides of truss and fully embed teeth, n_li- n For 4 x 2 orientation, locate plates 0-1h4' from outside edge of truss. This symbol indicates the _ required direction of slots in I connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured'perpendicular to slots. Second dimension is the length parallel to slots. LATERAL B CING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: Notional Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI: I ilding Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown In sixteenths scale) (Drawings not to scale) 2 3 TOP CHORDS c O x U JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITekO All Rights Reserved MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 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 this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably. protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%of time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purllns provided at spacing Indicated on design. 14. Bottom chords require lateral bracing a110 ft. spacing, or less, if no ceiling Is Installed, unless otherwise noted. IS. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back. words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria.