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HomeMy WebLinkAboutTrussOB BRADEN 6 BRADEN. A. I. A., P. A. UJ `. 97mbited.5 & of Tanners 0 W 417 COCONUT AVENUE, STUART, FLORIOA 3499B ;, TELEPHONE: (7723 2E17-6259 FAX [7723 2B7-S293 "�' O 5-12—'2O ttAAC-000032 '"� UN WYNNE DEVELOPMENT PERMIT 4: ADDRESS:—S L.L To whom it mag concern. Please note this is the typical footing for this project in lieu of what is shown on the plans. If you have ang questions please feel free to call me 112-281-8258. tt5 bar vert. w/ SO" overlap Pill cell with concrete and Se-i at each filled cell Max Sbar s acing shallt. (noticelxceed Wood 48" unless otherwise noted Dn AIA Base see foundation plan notes for Bn AIA PA spacing at openings 4" concrete slab with fibermesh OR Cx6" #10/10 WWM on 6 mil Visqueen over clean compacted termite treated fill ap Grade :'. -III I=1I I I =1I —11I��I I I 114"m Ix 18"d Concrete footing with (2) tt5 bars cont. and tt5 14" transverse bars at 48" o.c. TYPCIAL FOOTING DETAIL nts Y BRADEN A BRADEN, A. I. A., P. A. -qrchl1ed5 & 'P lanners 417 COCONUT AVENUE, STUART. FLORIDA 34996 TELEPHONE: (7721 267-6269 FAX (772) 287-9293 #AAC-000032 WYNNE DEVELOPMENT PERMIT #: ADDRESS: To whom 1t may concern, Please note this 1s the typical footing for this project 1n lieu of what 1s shown on the plans. If you have an g questions please feel free to call me 1�2-281-8258. SPen DBraden AIA BBraden AIA PA Grade tt5 bar cont. in Curb height Verify based on foundation plan �a W CCU Z z ® � w V U 2 0 3-12-20 /LU V U 0 L UJ n W ® L. Sty bar vert. w/ 30" overlap at each filled cell Fill cell with concrete and (1) Sty bar vert. (typical). Max. spacing shall not exceed Wood 48" unless otherwise noted Base see foundation plan notes for spacing at openings 4" concrete slab with flbermesh OR 6"xb" 410/10 WWM on 6 mil Vlsqueen over clean compacted termite treated fill IIIIIIIIIIIIIIIIIIIIIIIIII —. 14"w x 18"d Concrete footing with (2) #6 bars cont. and u5 transverse bars at 48" o.c. TYPCIAL GARAGE FOOTING DETAIL nts Braden & Braden, AIA, PA AL, ek Y"#AAC000032 417 Coconut Ave. Stuart, FL 349969(772) 287-8258 St. Lucie Countg Building Dept. Wgnne Development Date: Address:3j ��c..ae �<`^ �-- O A Permit #: To whom it may concern. This detail applies to the insulation in the ends of the vaulted ceilings. If you have any questions please feel free to call me at -1-12-28-1-8258 R-19, ZtelBraden AIA Braden t Braden AIA PA Trusses at 24" o.c. re' shop drawings bg others ceding transition �i ded using metal studs erify exact configuration :es R-30 Batts —19 batts Drywall ceding see typical section Gelling transition Insulation Detall nts M11392 THE WINDSOR MiTek USA, li1c. 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 Address: unknown City: St. Lucie County Subdivision: State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017fTPI2014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T16686490 a 4/3/2019 2 T16686491 a1 4/3/2019 3 T16686492 a2 4/3/2019 4 T16686493 a3 4/3/2019 5 T16686494 a4 4/3/2019 6 T16686495 a5 4/3/2019 FILE C 0 PY 7 T16686496 ata 4/3/2019 8 T16686497 b 4/3/2019 9 T16686498 bha 4/312019 10 T16686499 gra 4/3/2019 11 T16686500 j1 4/3/2019 REVIEWED FOR 12 T16686501 13 T16686502 j3 j5 4/3/2019 4/3/2019 CODE COMPLIANCE ST. LUCRE COUNTY 15 T16686504 j7 4/3/2019 BOCC 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, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 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. 1 of 1 ,111111111111"', i No 22839 • STATE OF ' 4/ Z �i4*�t4 : O R ���ONA11E p%% Walter P. nna PE No.22839 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R. 33610 April 03, 2019 MR. Finn, Walter Job Tress Truss Type Oty Ply T78886490 M11392 A HIP 1 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:18:43 2019 Page 1 ID: _k5GCA6bx7j2Sy1HDXFw7ye3KX-j516o6uNUlw752lcX7ocWyM5YnfBOhBOwcl WRozUSog I 14111 0-219-0 22 I 35-0-06-9-I8014 -0-0 13 53 2I2 6-10-14 38-0-q -0-0 4.8 = 4.00 12 2.3 11 3x6 = 4x4 = 48 = 2.3 26 5 6 7 27 5 9 Scale=1:60.5 3x4 = 3x4 = 3x6 = 6x8 = 3x4 = 3.6 = 3x4 = 3x5 = 9-0-0 14110 20-2-13 280-0 3541-0 9-0-0 5-11.0 5313 SU 9-0-0 Plate Offsets (X,Y)-- (2:0-0-14 Edgel [4:0-5-4 0-2-0][8:0-5-0 0-2-01 [10:0-0-6 Edne) LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deb Lid 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 ]nor YES WE 0.94 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC20177TP12014 Matrix -MS Weight: 1611b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=43310-8-0, 15=1596/0-8-0, 10=669/0-8-0 Max Hom 2=-97(LC 10) Max Uplift 2=-235(LC 12). 15=-1439(LC 12). 10=-799(LC 12) Max Grew 2=467(LC 17), 15=1596(LC 1). 10=685(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-" oc purling. BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. 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=-967/776, 5-7=.967/776, 7-8=-454/938, 8-9=-1009/1884, 9-10=-1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=704/454, 12-14=-1586/938, 10-12=1971/1174 WEBS 3-17=.372/461, 4-17=-272/451,4-15=-1087/1002,5-15=-336/386, 7-14=-766/399, 8-14=-580/997, 8-12=-958/447, 9-12=358/600, 7-15=-1329/2190 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-0 to 2-8-0, Interior(l) 2.6-0to 9-0-0, Extedor(2) 9-0-0 to 13-11-6, Inte(or(1) 13-11-6 to 26-0-0, Exterior(2) 26-0-0 to 30-11-0, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat 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 235lb uplift at joint 2, 14391b uplift at joint 15 and 7991b uplift at joint 10. Walter P. Finn PE No.22839 MiTak USA; the, FL Cart a834 6904 Paden East BNB Tampa FL 33610 Data: April 3,2019 AWARNING•Vedly deslgnpanmemers and READ NOTES ON MS AND INCLUDED MREK liEFERENCEPAGEM8-74" rev. 1W=15 BEFORE USE Design valid for use only with MITeWconnectera. This design Is based only upon parameters drown, and Is for an individual building component, not a Wss system. Before use, the building dealgnm must veriy the applirabiliy co of design parameters and progeny Inrporaa ihis design into the sweet buildagdesign. Bmdnglndlo WistoVeventbu ib othn MdualWsswebaMorcWMmemb moNy. AddiWa temmmryaW"mamntbmdng MiTek' Is always W ulmd for stability and 0 prevent collapse with possible personal injury and property damage. For general guldarw regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see AsIl Oudilly Criteria,DSB-8g and Best Building Component 5904 Parke East Blvd. Salefylememaeon avallable here Truss Plate Insists.218 N. Lee Street. Suite 312. Alexandra, VA22314. Tampa.FL U610 Job Truss Truss Type Ply THEWINDSOR T18888491 M11392 Al SPECIAL �Qty i 1 Job Reference o Donal Chambers Truss, Inc., Fort Pierce, FL 8,240 s Dec 6 2018 MI Inc. Wed Apr 3 10:18:44 2019 5.6 = 400 3x4 = 5x8 MT18HS = Scale = 1:61.3 try 13 12 3.6 = 3.5 = 5x8MT1BHS = 3x/2 = 2.00 /2 i14-&0 24F8 35-M r 104}0 49-0 39.8 10-5-8 Plate Offsets (X Y)— 12:0-0-2 Edge] [7:0-" 0-2-3] [9:0-1-15 Edge] LOADING (pat) SPACING- 2-0-0 DEL DEFL. in (too) I/deft Ltd PLATES GRIP TOLL 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 AB 0.77 Horz(CT) 0.35 9 nla Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight. 1551b FT=20°/ LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (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 3-13=-025/410, 4-13=-354/571, 4-12=362/617, 5-12=-269/279, 6-12=-1034/712, 6-11=-373/892, 7-11=-897/1523, 8-11=-404/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-0 to 2-6-0, Interior(1) 2-M to 36-0-0 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 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 Joint(s) 9 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 8251b uplift at joint 2 and 825 lb uplift at joint 9. Walter P. Finn PE No.22839 1,11i USA Inc, FL Cart 6634 9904 Parke East Blvd. Tampa FL 33610 Dale: April 3,2019 AWARNING-Vedry design pemmelers and READ NOTES ON This MD INCLUDED Mri REFERENCE PAGEMU-1473 rev. IWM015 BEFORE USE xxxxxx Design valid for use only with Mi-ek9oonneclors. This design Is based only upon parameters shown, and Is for an Individual building component, not W1• es syetem. Before e, the building designer must verily the applicability of design parameters and properly Incorporate drip design Into the overall a huuse, buildin design. BmW gindimtedistopmventbuWingoflndMdudWsswebaMorcho memb moNy. Addabradtemporaryandpermanentbradng M!Tek' is ahvays nexi for stability and to prevent collapse waft possible personal injury and property damage. ForgeneralguidenceregaN'vg Ble febdcation, allonsi call. , erection and bracing of trusses and truss systems, see ANSI?PH Quality Crgerla, DSB49 and Best aulldlng Component 6904 Parke East Blvd. Safetylnlormel/on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.. Tempe, FL 36010 Truss Truss Type Qty, Ply THE WINDSOR Job T16686492 M11392 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., 7-0-0-0-0 Fort Pierce, FL 8-8-014-9-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:45 2019 Page 1 ID: _kfGCA6bx7j2Sy1HDXFW7ye3KX-fUQsDnveONArLMv_eQr4bNRPdbE8UbsJNvWdWhzUSce 22-0.0 27-0-7 35-0-0 36-0.Q 1-0-0 &6-0 4-8-0 1-9-0 7-3-0 5-4-7 7-7-9 -0-0 Scale =1:61.3 5x6 = 3x4 = 5x8 = 4.00 12 4 21 5 22 6 fi 3x4 = see = - 3x12 = 3x8 — 2.00 72 10-0-0 14-9-0 22-0-0 24-&8 35-0-0 10-0-0 4-9-0 7-N 2-6-8 in-S-B Plate Offsets (X Y)— 12:0-0-6 Edger f6:0-4-D 0-2-31 18:0-1-15 Edge] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 10-19 >447 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Hom(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 1601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc putting. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Harz 2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3211/2064, 3-4=-3017/1998, 4-6=-2580/1800, 5-6=-3379/2225, 6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2-13=-1 847/3008,12-13=-1403/2418, 11-12=-155212629, 10-11=-1990/3441, 8-10=-3410/5485 WEBS 3-13=420/418, 4-13=-427/688, 4-12=-337/651, 5-12=-777/605, 5-11=-465/925, 6-11=-391/277, 6-1 0=-1 318/2268, 7-10=-503/530 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=70ft; L=35ft; save=5ft; Cat. 11; Exp 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent Wth 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 joints) 8 considers parallel to grain value using ANSUTPI i angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 Ib uplift at joint 2 and 825 Ib uplift at joint 8. Walter P. Finn PE N0.22839 MiTek USA, Ine. FL Cart 0634 6904 Parka East Blvd. Tampa FL 33610 Data: April 3,2019 ® WARNING -Vedlydeslgn Paamefera andRFADNOTES ON MISANDINOLUDW MREKREFERENCEPAGEMII.7473 me 1WOM015 SEFOREUSE Design valid for use only with M7ekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, me building designer must verify the applicability of design paameters and pmpedy incorporate this design Into the overall butdingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord membom only. Additional temporary and permanentbracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property tlamage. For general guidance regarding the fabrication, storage, delivery, electron and bracing of tweeds and truss systems, see ANS//rell Duality criteria, DSB-59 and BCSI Building Component 6904 Parke East Blvd. SaNgt Inlormaf/on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Temps. FL 36610 Job Truss Truss Type City Ply THE WINDSOR • r T18888493 M11392 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:46 2019 �1 b 4.00 12 5x6 = 4x5 = Scale=1:62.3 14 13 3.5 = 2.3 5x6 = U12 = 2.00 1z 843-0 14-9-0 20-0-0 244i-8 35-0-0 8-0-0 &3-0 5-3-0 44i-8 10-5-8 Plate Offsets (X Y)— [2:0-1-6 Edge] [3:0-3-0 Edgel [8:0-3-0 0-3-41 [9:0-1-15 Edgel LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(L-) 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 BOLL 0.0 Rep Stress lncr YES WB 0.83 HOrz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 as puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 as bracing. WEBS 2x4 SP No.3 WEBS 1Row at midst 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Ham 2=-155(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (11 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=-0302/5445 WEBS 4-14=01329, 4-13=-897/636, 5-12=-316/661, 6-12=-317/616, 7-12=-2727/1643, 7-11=-1072/1939, 8-11=-390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-6-0to 36.0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Pravda adequate drainage to prevent water sanding. 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 joint(s) 9 considers parallel to grain value using ANSI?PI 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 8251b uplift at joint 2 and 8251b uplift at joint 9. Walter P. Finn PE No.32838' MiTek USA; Inc. FL Curt 6034 6904 Parke East Blvd. Tampa FL 33610 •Date:. April 3,2019 ®WARNING-VedfydeslDnparsmaf...dREADNOTESONTHISANDINCLUDEDMREKREFERENCEPAGEMII.7473rev.iN0320156EPoREUSE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and procerly Incorporate this design see the overall buildingdesign. Bracing IndicatedIstoprevent buckling ofIndividual truss weband/or chord members only. Additional temporary and permanent beading MiTek' s always required for stability and Id prevent collapse with possible personal Injury and pnpeM damage. For general guidance regarding the fabrication, Placing of trusses and truss systems,see ANSVA quality CMeda, OSB-89 and BCSI BUlltllnp component 6904Parke East Blvtl. availrylerectionend Saretylnformafl0n available from Tmss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 23314. 22 Tampa, FL 36610 Job Truss Truss Type Oly Ply T16686494 =ptional) M11392 A4 SPECIAL 1 1 Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:18:47 2019 Page 1 I D:_k8GCA6bx7j2Syl HDXFw7ye3KX-bsYdeTxuY_OZaf2NmrIZhoWmCOwdyTccgD7kaZzUScc BE-0 _{ 14-9-0 1]-0-0 18i -0-Q 24-8-B 2]-4-7 35-0-0 36-0-Q 8-8-0 8-3-0 2-3-0 10.-0 6-6-8 2-9-15 7-7-9 -0-0 aim d Scale=1:62.3 4.00 12 Sea = 4x6 = 2.3 II 6 7 16 15 6x10 3.5 = 2x3 II 5x8 = 3x12 = 2.00 1z 8-6-0 14-9-0 18-0-0 244,13 35-0-0 8-6-0 6-3-0 3-3-0 6-6-8 10-5-8 m 2 r` I�5 Plate Offsets (X Y)— 12:0-1-6 Edge) [9:0-3-0 Edge] [11:0-1-15 Edge] LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in floc) I/der L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 2441190 TOOL 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 WE WE BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Hom 2=-175f -C 10) Max Uplift 2=-825(LC 12). 11=-825(LC 12) FORCES. (Ib)- Max. 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. 8-10=-5361/3228, 10-11=-5716/3480 BOT CHORD 2-16=-1776/3045, 15-16=-1776/3045, 14-15=-1117/2168, 13-14=-2920/5154, 11-13=3232/5441 WEBS 3-16=0/334, 3-15=-882/614, 5-15=-238/254, 7-14=-163/427, 6-14=-309/604, 6-15=-315/409,8-14=-3146/1901,8-13=-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=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp 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 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 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 joint(s)11 considers parallel to grain value using ANSI/TPI i 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 825 Ib uplift at joint 2 and 825 lb uplift at joint 11. Walter P. Finn PE No22638 MITak USA, Ina FL Cart 6634 9904 Parka East Blvd. Tampa FL 33610 Date: April 3,2019 ® WARNING -V enydesrgoparsmerersandREADNOTESONTHISAND/NCLUD£DMREKR£FERENCEPAGEMII-]473ne,10/0=15REFOREUSE. Design valid for use only with MITee8 connedore. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verily me applicability of design parameters and properly incorporate mis design Into the overall building design. among Indicated is to prevent buckling oflndlvidual trees web mover chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldanco regarding the fabrication, storage.delivery, erection and bracing of messes and truss systems, see ANSI/TFII Dually CHfeda, DSB49 and SCSI Building Component 6904 Parka East Blvd. Saley Inlormatlon available from Tmss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Cry Ply THE WINDSOR T16686495 M11392 AS SPECIAL 16 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 62018 MiTek Industries. Inc. Wed Act 3 10:18:48 2019 �7 d Scale=1:60.3 Sx8 MT18HS 11 4.00 12 14 13 3.5 = 2.3 II 5x10 = 3x12 Zr 2.00 12 8.6-0 14-9-0 24$8 35-M I m I� d 8-GO 6-3-0 9-9-B 106 Plate Offsets (X Y)— 12:0-1-6 Edge1 18:0-3-0Edge) [10:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ndefl 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 WE 0.74 Horz(CT) 0.36 10 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 *Except' 148-11: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-B-0, 10=1349/0-8-0 Max Ho¢ 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 purling. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3247/2112, 3-5=-2449/1679, 56=-2397/1763, 6-7=-5452/3624, 7-9=-5398/3482, 9-10=-5732/3689 BOT CHORD 2-14=-1865/3040, 13-14=-1865/3040, 12-13=-1223/2137, 10-12=-3431/5459 WEBS 3-14=0/303, 3-13=-861/619, 5-13=-216/264, 6-13=-300/527, 6-12=-2247/3526, 7-12=623/388, 9-12=-321/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=1511; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlertor(2)-1-041lo 2-6-0. Interior(i) 26-0 to 176-0. Exterior(2) 176-0 to 21-041, Intedor(1) 21-0-0 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 list bottom chord live load nonconcurrenl 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 36-0 tall by 2-M wide will 61 between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 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 825 lb uplift at joint 2 and 825 Ib uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, [me. FL Cod 6634 9904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 AWARNING - Verity design pammeMrsand READ NOTES ON MIS AND INCLUDED MREK REFERENCEPAGE 10II.7473 rev. f"MIS BEFORE USE Design valid for use only with MiTek t connections. This design Is based only upon parameters shown, and Is for an irolvidual building component, not ��• a truss, system. Before use, the building designer must very me appllwbllity of design parameters and properly Incorporate this design Into the overall building des ign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for sUblllry and to prevent collapse with possible personal Injury and property damage. For general guidance regal the lebriwtion, storage, delivery, erection and bracing of bosses and truss systems,sae ANSVTP11 Quality Cnhda,DSO.89 and SCSI Building Component 6904 Parke Fast Blvd. SefeyInhrmaflon available from Truss Platte Institute, 218 N. Levenson. Suite 312, Alexandria, VA 22314. Tampa, FL W610 Job Truss Truss Type Oty, Ply THE WINDSOR ' T18888498 M11392 ATA COMMON 5 7 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:18:49 2019 Page 1 ID: _krjGCA6bx7j2Syl HDXFw7ye3KX-YFfN29y84bgHpzCmtGvl mDc6jCfJOT9ulXUrfSzUSce i1-0-0, 8-0-0 12-11-0 1 17-0-0 221-0 28&-0 1 35-M 364/-0 Y-0�-0 8-0-0 47-0 47-0 47-0 47-0 8-0-0 -M r1 d Scale = 1:59.5 4.00 12 4x5 = 6 17 '- 15 -- -' 14 '- 12 3x6 = 2.3 I axis = 3.8 = 2.3 II 3x6 = 3x8 = 48 = 8-0-0 12-11-0 22-1-0 28A-0 35-0-0 B.e.n i a-7-D o-7.n 1 ea.n 1 ru.n I I� Plate Offsets (X,Y)— (2:0-0-2,Edgel, (10:0-0-2,Edget LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.33 14-15 >999 240 MT20 2441190 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 Hom(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matri%-MS Weight: 166 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Harz 2=-179(LC 10) Max Uplift 2=-775(LC 12), 10=-775(LC 12) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/173g, 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, 1012=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=460/968, 3-15=-681/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2ps(; BCDL=3.Opsf; h=15ft; B=70ft; L=3511; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-0 to 2-6-0, Interior(1) 2-6-0to 17-6-0, Exterior(2) 17-6-0 to 21-0-0. Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the lop chord, 17-" from left end, supported at two points, 51 apart. 4) This truss has been designed for a 10.0 pi 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 = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 lb uplift at joint 10. Walter P. Finn PE No12609 MiTek USA, Inc. Fit. Can 8814 6904 Parka East Blvd. Tampa FL 33610 Date: April 3,2019 AWARNING.Verifydesfgnpammefersand READ NOTES ON 7NISAND/NCLUDEDMREHREFEBENCEPAGEMIlJ473mv. la,032015BEFOREUSE Design valid for use only with MiTek® connectors. This design is based only upon nommetwa shown, and Is for an Individual building component, not a muss system. Before use. the building designer must verify the applicability of design parameters and pmperly Incorporate this design into the overall bulltling design. Bmcing Indicated is to prevent buckling of individual muss web end/or chortl members only. Additional temporary and permanent bracing MiTek' Is always reguiredfar stability end to prevent collapse with possible personal and property damage. Forgeneralguldurceregardingthe fabdra6bn, storage, delivery, emtllnn and bmi of Wasse and truss systems, see ANS1/IPII Gunny Chinni, DSVi and BCS1 Building Lompeneat 6904 Parke East Blvd. Safetylnlermadon available from Tmss Plate InstiMe, 218 N. Lee Street, Suite 312, Alexantltle, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply THEWINDSOR ' T16686497 M11392 B COMMON 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MTek Industries, Inc. Wed Apr 310:18:51 2019 Page 1 ID:_kfGCA6bx7j2Sy1 HDXFw7ye3KX-UenSTr_PcDw_3HM87hyVreh WA?OSuN?BlrzxjKzUScY i-0-0 8-3-5 14-0-0 17.8-0 1 '0 Li—1 35-0.0 6-0 -0-0 11-3-5 5-8-11 3-0-0 3" 5-8-11 e-3-5 -0-0 Scale -1:69.3 4.00 12 3x6 = 1 m I� 3x4 = 2x3 II 3.6 = 3x4 = 3x4 = 3x6 = 2.3 II 3x4 = &3-5 14-0-0 21-0-0 35-0-0 8-3-5 5-8-11 ]-0-0 5-8-11 R-15 Plate Offsets (X Y)- [2:0.2-6 Edoel [6:0-3-0 Edge] [10:0-2-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Wall Ud 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 ]net YES WB 0.63 Horz(CT) 0.03 10 n/a n1a BCDL 10.0 Code FBC20177TP12014 Matrix -MS Weight: 14916 FT a 20 % LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 ' REACTIONS. All bearings 0-8-0. (lb) - Max Holz 2=-179(LC 10) Max Uplift All uplift 1001b or less atjolnt(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 atjoings) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=.945/572, 5-6=-181/256, 6-7=-181/258, 9.10=-945/574 BOT CHORD 2-17=-407/878, 15-17=407/878, 12-14=-393/858, 10-12=-393/858 WEBS 3-17=-5/301, 3-15=-819/591, 5-15=-277/325, 7-14=-277/326, 9-14=-819/592, 9-12=-5/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp 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 17-6-0, Exterior(2)17-6-0 to 21-0.0, Interior(1) 21-0-0 to 36-0.0 zone;C.0 for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 Ib uplift at joint 2, 453 lb uplift at joint 15, 4531b uplift at joint 14 and 371 Ib uplift at joint 10. Walter P. Finn PE Na32839 MiTak USA, go. FL Cod 6634 8904 Parke East Blvd. Tampa FL 33610 Date:. April3,2019 AWARNING-Vedrydeslgnpa2mefersand READ NOTES ON WMMDrNCLUDEDMfr REFERENCEPAWNM 7473mv 10,11,2015BEFORE USE Design wild for use only with MITeMaxecomes. ThIs design Is based any upon parameters shown, and Is for an Individual building component, not a amss eystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall 7 bulidingdesign. Bracing fedicated is to prevent buckling of Individual truss emb and/or chord members only. Additional temporary and permanent bracing MiTek- isalways required for stability and to prevent collapse with possible personal mury and property damage. For general guidance meaning the fabhodon, storage, delivery, erection and bracing of Mass and buss systems, see ANSI/rP/f Quality Crayons, DSB-99 and BCSI Building Cmponeof Safofy Information available from Truss Plate Institute, 218N. Lea Street Suite 312, Memndda, VA22314. 6904 Parke East Blvd. Tampa, FL W610 Job Truss Truss Type Dry Ply T16686498 M11392 BHA BOSTON HIP 1 1ob [HIEWINDSOR Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310A8:522019 Page 1 ID: _kfiGCA6bx7j25y1HDXFw7ye3KK-ygLWhB71MW2rgRxLZOTkOrEfFPjAdpvL VjVGnzUScX 156-0 216-0 1-0-0 7-0.0 g-66 116-0 13-6-01�-00 7-0 -0 I�1 3-8-0 1 26-0-02-0 2-0 2-0-0 2-0-0 0'6G1622-016-020-02-0 6TA Scale=1:62.4 4.00 12 44 = 3x6 55 9 5x12 —53 4 a54 57 15 58 17 56 12 59 /CIO 20 s6 = 3x4 60 22 3x6 2'p1 Sz12 26 23 eF/ os 52 4 28 29 n 1� w 35 42 43 34 44 33 45 46 47 4B 32 49 31 50 51 30 d 3x6 = 6x8 = ads = ass = 3x4 = 3.4 = ]-0-0 14-0-0 21-0-0 28-0-0 35-0-0 7-2 7-0 0 7-0 0 7-0-0 7-0 0 Plate Offsets (X,Y)-- 13:0-64,0-1-121132:0-3-8 0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.51 Ved(LL) 0.13 3538 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 Na Na BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 208 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 cc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 WEBS IRaw at micipl 333,27-32 JOINTS 1 Bruce at JXs): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (Ib)- Max Horz 2=179(LC 7) Max Uplift All uplift 100 Is or less atjoint(s) except 2=-565(LC 8), 33=-1269(LC 8), 32=-1017(LC 8), 28=434(LC 8) Max Gmv All reactions 250 Ib or less atjoint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-169211103, 34=-105/259, 27-28=-1129/710, 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=-810/782, 1932=-772f745, 27-32=-148411044, 9-10=463/453, 20-21=-062/454 NOTES- 1) Unbalanced roof live loads have been considered far this design. 2) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf: BCDL=3.Opsf: h=15ft: B=70ft: L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water parading. 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-M 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, 12691b uplift at joint 33, 10171Is uplift at joint 32 and 434 lb uplift at joint 28, 8) Graphical purin 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 1Is down and 381 Its up at 7-0-0, 1581b down and 206 ID up at 9-0-12, 158 Its down and 206 Ib up at 11-0-12, 1681b down and 206 lb up at 13-0-12, 1581b down and 206 Its up at 15-0-12,158 lb down and 206 to up at 17-0-12, 158 lb down and 2061b up at 17-114, 158 Its down and 206 lb up at 19-114, 158 its down and 206 Ib up at 21-114, 158 Is down and 206 Ib up at 23-114. and 158 Ib down and 206 Ib up at 25-114, and 158 It, down and 206 Is up at 27-114 on top chord, and 3731b down and 236 Ib up at 7-0-0, 69 Its down at 9-0-12, 69 Is down at 11-0-12. 69 Its down at 13-0-12, 69 Its down at 15-0-12, 69 Its down at 17-0-12, 69 lb down at 17-11-4, 69 Its down at 19-114, 69 Its down at 21-114, 69 Its down at 23-114, and 69 Its down at 25-114, and 69 lb 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). Walter P. Finn PE No.22838 MITpk USA, Inc. FL Celt 6634 $904 Parka East Blvd. Tampa FL 33610 Data: April 3,2019 MAP IUMEt,S) n ar AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE M11.7473 rev. 1"By ra 15 BEFORE USE Design valid for use only with MiTekt, connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �'• a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properco ly incorporate this design Into the overall buildingdeslgn. Bracing findlyated Is to phavent buckling of Individual truss web andfor chord members only. Additional tempoaryandpermanent bracing MiTek' Is always resulted absorbability and to prevent collapse with possible personal Injury and property damage. ForgeneralguldanwregaNinal fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Cdrads,DSB-69 and BCSI Building Component 6904 Parke Seat Blvd. Smaylnlommgon available kom Truss Plate Institute,218 N. Lee Sireel Suite 312. Resonant. VA22314. Tampa, FL W610 Job Truss Truss Type Qty Ply T16685498 M11392 BHA BOSTON HIP 1 1ob [HEVIINDSOR Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MTek Industries, Inc. Wed Apr 3 10:18:532019 Page 2 ID: _kfiGCA6bx7j2Sy1HDXFw7ye3KK-QOwuX7t7gAilaWX65 zw3mq-p3PMG9UD9S2oDzUScW LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 36-39=-20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29i Concentrated Loads (lb) 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=11B(F)55=-118(F)56=-118(F)57=-118(F)58=-118(F)59=-118(F)60=-11B(F)61=-118(F)62=-118(F)63=-118(F) ®WAFNING-Ved/ydesrgnparameW..ndREADNOWSOMMISANDINCLUDEDMff KR ERENCEPAGEMII-1073rev. 1NOJ12815BEfORE USE Design valid for use only with MITeWconnectors. This design Is based only upon parameters shown, and is for an individual building component, not �'' a truss system. Before use, the building designer must verify the appiwbily of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M(Tek, Is always required for stabl hi and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of masses and Wes systems, see ANSI/fall Dually Criteria, DSB-99 end SCSI Building Component 6904 Perks East Blvd. SafelyInformmlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply THE WINDSOR ' T16686499 M71392 GRA HIP 1 1 Job Reference o tional Gnemoers Iuss, Inc., ron IYerce, 1-1- a.Z4u s uec 0 Zula all I ex mousmes, mc. wise npr o luao:on u,u, rays r ID: _k6GCA6bx7j2Syl HDXFw7ye3KX-uDTG6sOHu81Zwk5jgpVCTGJuxDNe5eteRpCcKfZUScV 7-0-0 14-11-0 215-2 26-0-0 35-0-0 $8-0-0. 10-0' 7-0-0 7-11-0 68-2 6- 14 7-0-0 :a 1i2 502MT18HS = 4.00 12 3.5 II 3x5 = 4x8 = 3 22 23 24 25 4 26 27 5 28 629 30 31 4.8 = 32 7 Scale =1:60.3 sa a4 w as ao ar ut as n 4u 4a state 2,3 II 3.8 = 5.14 = 3x4 =4x8 = 2.3 II 3x5 = 7-0-0 14-11-0 21; -2 28-0-0 35-0-0 I� Plate Offsets (X Y)— [3:0-9-0 0-2-8] [6:0-3-8 0-2-0] [7:0-5-4 0-2-4] (13:0-4-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 2441190 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 HOa(CT) 0.09 8 n/a We BCDL 10.0 Code FBC2017(rPI2014 Matrix -MS Weight: 1531b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 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=1225/0-8-0 Max Holz 2=-78(LC 6) Max Uplift 2=-448(LC 8), 13=-2442(LC 8), 8=-115918) Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purling. 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. III - Max. Comp./Max. Ten. - All forces 250 (11 or less except when shown. TOP CHORD 2-3=-1534/729, 3.4=-1052/1347, 4-6=-1052/1347, 6-7=-1946/1834, 7-8=-2978/2565 BOT CHORD 2-15=-586/1423, 13-15=-596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 8-10=-2329/2789 WEBS 3-15=-159/733, 3-13=-2917/1869, 4-13=-848/801, 6-13=-3504/3050,6-12=-430/666, 7-12=-940/731, 7-10=489/690 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=70ft; 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 Ili uplift at Joint 2, 2442 Ile uplift at joint 13 and 1159 lb uplift at joint 8. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 203 Ili down and 329 Ili up at 7-0-0. 90 It, down and 155 lb up at 9-0-12, 90 lb down and 155 Ili up at 11-0-12, 90 Ili down and 155 16 up at 13-0-12, 90 lb down and 155 Ib up at 15-0-12, 90 lb down and 155 Ili up at 17-0-12, 90 Ib down and 155 lb up at 17-11-4, 9D lb down and 155 lb up at 19-11-4. 90 Ili down and 155 lb up at 21-11-4, 90 Ili down and 155 Ili up at 23-11-4, and 90 Ili down and 155 lb up at 25-11-4, and 203 Ili down and 329 lb up at 28-0-0 on lop chord, and 452 lb down and 263 lb up of 7-0-0, 63 lb down and 3 Ili up at 9-0-12, 63 lb down and 3 Ili up at 11-0-12, 63 to down and 3 lb up at 13-0-12, 63 lb down and 3lb up at 15-0-12, 63 lb down and 3 Ib up at 17-0-12, 63 lb down and 3 He up at 17-11-4, 63 Ili down and 3Ib up at 19-11-4, 63 lb down and alb up at 21-11-4, 63 It, down and 3 lb up at 23-11-4, and 63 lb down and 31b up at 25-11-4, and 452 16 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 CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Walter P. Finn PE01o32636. MlTek USA, Inc. FL Cad 6634 69D4 Parka East Blvd. Tampa FL 33610 Dale: April 3,2019 AWARNING-Vedydeslgnpammerersend READ NOTES ON MIS ANDINCLUDWMREKREFERENCEPAGEMII-7473ras 10/0=015BEFOREUSE. Design valid for use only wi0r MiTai connectors. Thus design Is based only upon parameters stawn, am Is for an individual building component, not ��' • atuss system. Before use, the building designer must verily the applicability of design paameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual ruse web and/or chord members only. Addidonal temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery. crouton and bracing of trusess and Wes systems, see ANSIRPIi Qualify Cdfeds, DSB49 and Best Building Component 6904 Parke East Blvd. Sa/eylnformagon available from Truss Plate Institute, 218 N. Lea Street, Suite 312, Alexandria, VA 22314. Tampa, FL M610 Job Truss Truss Type Oy Ply • T16686499 M11392 GRA HIP 7 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:54 2019 Page 2 ID_k6GCA6bx7j2Sy1HDXFw7ye3KX-uDTG6sOHu81ZwkSigpVCTGJuxDNeSeteRpCCK@USCV LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifonn Loads (plo Vert: 1-3=54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-147(B)7=-147(B)15=452(B)13=40(B)4=-90(B)10=-452(B)22=-90(B)23=-90(B)24=-90(B)26=-90(B)27=-90(B)28=90(B)30=-90(B)31=-90(B) 32=-90(B)33=-40(B)34=40(B)35=-40(B)36=-40(B)37=40(B)38=-40(B)39=-40(B)40=-40(B)41=40(B) AWARNING-Vedydeslgnparamefen end READ NOTES ON TNISANDINCLUDEDMREKREFERENCEPAGEMII-7473re, IMMO15BEFORE USE Design valid for use only with MiTekS somewhere. This design Is based only upon parameters strown, and Is for an Individual banding component, not ��' a truaw system. Before use, he building designer must verity the applicability of design parmesma and properly incorporate his design Into the overall buUng design. grading indicated is to prevent buckling of individual mass web wagor chowl members only. Additional temporary and permanent bmdng MiTek' Is always recened for stability antl to prevent collapse with possible personal injury and pmpedy damage. For general guidance regarding the rubricator, storage ,delivery, erection and bredlng of Warsaw and Wes systems, we ANSVTPM Quality Creeds,DSB-B9 and BCSI Building Component 1riA Parke East Blvd. Sa7eylnfpnnaflon available Irom Truss Plate inorganic. 218 N. Lee streep auto 312, Alexandra, VA 22314. Tampa FL 36610 Job Truss Truss Type City Ply THE WINDSOR ' T16686500 M17392 J7 MONO TRUSS 8 7 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:65 2019 Page 1 ID: _kfGCA6bx7j2Syl HDXFw7ye3KX-MPOeJCivfRQQXufvEWOR7UrEfds3pKrngTxgt6zUScU 3x4 = scale =1:6.1 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.02 Vert(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/TPI2014 Matrli Weight 5 to FT= 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puddle. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=9/Mechanica1, 2=118/06-0, 4=0/Mechanical 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-M 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 4lb uplift at joint 3 and 1401b uplift at joint 2. Waller P. Finn P9 Nc.22838 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 AWARNING-Verify design parameters and READ NOTES ON MIS MD INCLUDED MITEKREFZU?WCE PAGE adif a rev. 1010=15 BEFORE USE Design valid for use only with Wert) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of lndlvidual truss web end/or chord members only. Additional temeoraryand permanent bradng MiTek' Is aWays required for stabilityand to prevent collapse wigs possible personal injury and property damage. Forgenerelguldanceregarding Ne fabrication, storage, delivery, erection and loading of busses and truss systems, see ANSVTPII Quality Crgeds, DS849 and SCSI Building Component 6904 Parke East Blvd. Safetylnformalhoo evailadefmm Truss Plate lnsitiord 1ON.Les Streel, SWta312.Aodarxhx,VA22314. Tampa,FL W610 Job Truss Truss Type Cry Ply THE WINDSOR ' T16686501 M11392 J3 MONO TRUSS 8 1 Jab Reference o clonal Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apt 3 10:18;55 2019 Page 1 ID_kfGCA6bx7j2Sy1HDXFw7ye3KX-MPOeJCivIR0OXufvEWOR7UrEYdgDpKmgT%gt6zUSCU 0.0 3.0-0 1-0-0 3.0.0 Scale =1:9.4 3x4 = 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) 0.01 4-7 >999 240 MT20 2441190 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 We rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 111b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4=-0(LC 12) Max Grow 3=64(LC 1), 2=173(LC 1). 4=50(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vul1=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf, h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-0 to 2.6-0. Interior(1) 2-6-0 to 2-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541b uplift at joint 3, 1471b uplift atjeint 2 and 4 Ito uplift at joint 4. Walter P. Finn PE No.22639 MITak USA, Inc, FL Cart 6034 6904 Parke East Blvd. Tampa FL 33010 Data: April 3,2019 AWARNING-VedydesrgnparsmolemandR NOTESONTN/SANDINCLUDEDMRERRFFER EPAGEMW7473m41W=l5BE REUSE Design valid foruse only with Mirada mnnewee. This design Is based only upon parameters shown, and Is for an Individual building component, not a hose system. Belpre use, the building designer must verify the wrillcebllly of design parameters and propady Incorporate the design Into the overall building design. placing Indicated is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek' is always requiladfor stablliy and to prevent calatee with possible personal injury and property damage. For general guidance retaking the rebtlmons,sW.g.. dorely, erection and bratlng of heaves and miss systems, we Asnufiell Duality Creeds, OSB49 end BCSI Building Component 6904 Parka Fast Blvd. Sere y lnbrmegon available mim Truss Plate InsgWW, 218 N. Lee Slmet, Suee 312, Alemndda. VA 22314. Temps, FL 36610 Job Truss Truss Type Oty, Ply THE WINDSOR ' T16686502 M11392 JS MONO TRUSS 8 7 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MTek Industries, Inc. Wed Apr 3 10:18:56 2019 Page 1 ID _kf,GCA6bx7j2Syl HDXFw7ye3KK-rbal WY2XOIYH92E6oEXgYhOGnO2hYn5am7hiPYzUSCT -1-0-0 6.0.0 Smile =1:12.7 3x4 = 5.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.07 4-7 >863 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 BOLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 17 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-M oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanica1, 2=243/0-", 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4=-9(LC 12) Max Grav 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-0 to 2-6-0, Intefior(1) 2-6-0 to 4-11-e 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 104 to uplift at joint 3, 177 to uplift at joint and 9lb uplift at joint 4. Walter P. Finn PE No.22839 MITek USA; Inc. FL Cen 6634 6904 Parka East Blvd. Tampa FL 33610 Date: April 3,2019 AWARNING- Vedy deslgnpammeters and READ NOTES ON MS MD INCLUDED Ml REFERENCEPAGEM11.747a rev. 1W=015 BEFORE USE Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verify the appacabllly of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual Luse web and/or chord members only. Additbnal temporary and permanent bracing MiTek' Is ahvays re9ulredfor stabllly and to prevent collapse with possible personal injury and phi damage. Forgene2lguidanceregordhgthe hbdpgon, smmge, delivery, erection eM breung of Wssas and truss systems, see ANWPU Queen, Concde, DSB-89 and SCSI Building Component 6904 Padre East BW. SeAkylnlormal avallablefmm Truss Plate lnseWte,218N. Lee Sveet. Suite 312.Alexandda, VA22314. Tampa, FL U610 Job Truss Tfuss Type Oly Ply M11392 J7 MONO TRUSS 24 1ob [HEWINDSORT78686503 Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8,240 a Dee 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:57 2019 Page 1 I D _kfiGCA6bx7j2Syl HDXFW 7ye3KK-Jo8Pku29B3h8nCplLx2v5vxV W OSnHEL48nOGx_zUScS -1-0-0 7.0-0 Scale: 314-=1' 3x4 = Plate Offsets (X Y)— (2:0-1-14 Edge] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (Joe) Udefi Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 MT20 2441190 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 FBC20171TPI2014 Ili Weight: 23 lb FT=0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (Ib/size) 3=165/Mechanica1, 2=315/0-8-0, 4=88IMechanical Max Horz 2=161(LC 12) Max Uplift 3=-153(LC 12), 2=-211(LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M 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=7Dft; L=35ft; eave=6ft; Cal. II; Exp C; Encl.,.GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2.6-0, Interior(i) 2-6-0 to 6-11-8 zone;C.0 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 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 Ib uplift at joint 3, 211 Ib uplift at joint 2 and 12 It, uplift at joint 4. Walter P. Finn PE No32839, MiTek USA, Inc. FL Can 6834 69U Parke East Blvd. Tampa FL 33610 Date: April 3,2019 AwARN/NG-Vedly design pommefers and READ NOTES ON MIS AND INCLUDED MREK REFERENCE PACE UN-7473 me 10,03,2015 BEFORE USE Design valid for use only with MiTek®wnnactms. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate the design into the overall bullding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bussing MiTek' isalways re9uiredfor steNlity and to prevent onlapsewith possible personal injury and property damage. Forgeneralguidanceregardbgthe Fabdoatlon, storage, delivmv. ros ce aM bracing of busses and buss systems, we ANSgrPll easily Croons, DS549 and SCSI Building Component 6904 Parke East Blvd. Safely lmhumaDon available from Truss Plate Institute. 218 N. Lea Ssee4 Suite 312. Alexandra. VA 22314. Tampa, FL W610 Job Truss Truss Type Oty Ply ' T76686504 M11392 KJ7 MONO TRUSS 4 1 �THEWINDSOR Job Reference (optional) I was, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:57 2019 Page 1 ID. _kfiGCA6bx7j2Sy1 HDXFw7ye3KX-JoBPku2gB3h8nCplLx2v5vxZmOVpHBb4BnOGx_zUSCS Scale = 120.6 3x4 = 5 3x4 = 6-8-12 11-5 LOADING (psi) SPACING- 2-0-0 CS1. DEFL in (loc) I/deb Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 n/a r/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight 381b FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical,2=379/0-11-5,5=461/Mechanical Max Horz 2=191 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 (Ib) or less except when shown. TOP CHORD 2-3=-838/366 BOT CHORD 2-7=487/798, 6-7=487/798 WEBS 3-7=0/307, 346=-920/561 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-01 oc purims. BOT CHORD Rigid calling 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=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 6t 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 Ib uplift at joint S. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (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) Walter P. Finn PE No.22835 kfiTsk USA, Inc. FL Cart 6634 9904 Parka East Blvd. Tampa FL 33610 Date: April 3,2019 AWARNING - Vedfy, design parameters antlREAD NOTES ON MS AND INCLUDED MTEK REFERENCE PAGIi and 1W=15 etsi USE Design valitl for usa only with MITekW opnnetlors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use. the building designer must vent' the eppllcabllity of design parameters and properly incorporate thls design Into the overall building design. aredng Indicated is to prevent buckling of individual miss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always regumedfor stability and Id prevent collapse with possible personal Injury and propeM damage. For general guldance regarding the fabricated, storage,delivery, erection and andi of busses and Was systems, sea ANSITRI Quality Creeds, Al and BOS1 Building Component 6904 Parka East Blvd. Sehrylnformaffon available W m Trues Plate Institute, 218 N. Lee Stree4 Suite 312, Alexendna, VA 22314. Tampa, FL Were Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x, y 4 offsets are indicated. I�6-4-8 dimensions shown in ft-in-sixteenths I 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 p 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. Cl-2 cza 2. Truss bracing must be designed by an engineer. For D'yrr 16 WEBS 4 Qy unite trusss spacing, tiveTbraces themselves p ng, or alternative Tort may require bracing,nsider T O O . �y' W 1 d. bracing should be considered. I " 3 _ y O 3. Never exceed the design loading shown and never braced trusses- asv° U stack materials on inadequately 0 IL 4. Provide copies of this truss design to the building FO �� cap csa For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0- 'lid' from outside all other interested parties. edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSUTPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIITPI 1. software Or Upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19 % of 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 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. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins 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 atspacing, wise noted. or less, if no ceiling is installed, unless otherwise BEARING established by others. 15. Connections not shown are the responsibility of others.. Indicates location where bearings 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 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. a 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: W1 project engineer before use. ANSIIFP11: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. ® is not sufficient. BCSI: Building Component Safety Information, M � 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ITe ANSIfrPI 1 Quality criteria. o Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015