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HomeMy WebLinkAboutTRUSSLumber design values These truss designs r� MiTek' -- M � in accordance with ANSI/TPI 1 section 6.3 6n lumber values established by others. RE: M1 1392 - THE WINDSOR MiTek USAq Inc. 6904 Parke East Blvd. Site Information: Tam gal4l-WO-41W Customer Info: Wynne Dev Corp Project Name: M1 1 92 Model: 71 Carlton 3 Bedroo ear orc Lot/Block: Subdivisio Address: unknown v1sio 9 City: St. Lucie County State: FL Name Address and License # of Structural Eng! eer of Record, If there is one, for the building. c Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 WindCode: ASCE7-10 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 �ereby certify that I am the Truss Design Engineer and this index sheet 1/� conforms to 61 G15-31.003, section 5'of the/Florida Board of Professional Engineers Rules. I iss Name fe ate- —8 N/Z�-/ 1 12 1 T13569661 I All 13/22/18 13 1 T1 3569662 1 A2 13 2/18/1 14 1 T1 3569663 1 A3 13/22/18/ 15 1 T1 3569664 1 A4...___ 13/22/18 1 16 JT13569665JA5 13/22/18- 1 17 1 T1 3569666 1 ATA 13/22//18 18 IT135696671B 3/22/1,8 19 1 T1 35696681 BHA 3/2�/18 110 1 T1 35696691 GRA N&I 8 Ill IT13569670IJ1 3/�2/18 112 IT13569671IJ3 1 3/2W 8 [j3 _Lllq�69672JJ5 1 �/22/18 1 114 IT13569673IJ JW22/18 1 115 1 T1 3569674 1 KJ7 1/3(/22/18 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct sup/ervision based on the parameters provided by Chambers Truss,7 Truss Design Engineer's / Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: T116 seal on these truss component designs is a certification that the engineer named is licen'sed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI /i. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were giventoMiTek. Any project 9pecific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has n6t independently verified the applicability of the design parameters or the designs f for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building des/ign per ANSI/TP 11, Chapter 2. FILE COPY R P 0 22839 STATE OF 1-0 v-. 4 0 R X /ONALe -1111111111111;0 Walter P. Rnn PE No.22839 MITek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Finn, Walter I of 1 I ibb Truss Truss Type Qty Ply INDSO T13569660 M11392 A HIP [HE Job Re erence Chambers I russ, Inc., t-ou vierce, rL ID:—kfiGCA6bx7j2SyIHDXFw7ye3KX-jR3qUsZbktWXUduXL4V56b8N7zFLLSgUaLgXZYzY( 6-10-14 14-11-0 LO 2-13 L6-0 0 8 �12 1 35-0-0 0 -10-14 3 5_9g 2_1 6 Vol _t 6-10-14 5-11-0 Scale = 1:60.5 _2 4XB 2x3 11 3x6 4x4 = 4x8 2x3 4.00 F1 2x3 4 26 5 6 7 27 8 9 3 3 25 28 29 7 C? C�. 24 C�. 10 11 1 2 E t2 C6 6 6 12 17 16 1 E; 14 13 3x4 3x4 3x6 6x 3x4 3X6 3x4 3x6 9-0-0 14-11-0 20-2-13 2600 35-0-0 9-0-0 5-11-0 5-3-13 5-N 9-0-0 Plate Offsets Igel, f4:0-5-4,0-2-01. [8:0-5- .0-2-01, [10:0-0-6,Edgel LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TG 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.37 12-23 >659 180 BCLL 0.0 Rep Stress Incr YES V�13 0.94 Horz(CT) 0.03 10 n/a n1a BCDL 10.0 Code FBC2017fTP[2014 Matrix -MS Weight: 161 lb FT = 20% / LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=433/0-8-0,15=1596/0-8-0, 10=669/0-8-0 Max Horz 2=-97(LC 10) 7 Max Uplift 2=-235(LC 12),15=-1439(LC 12), 10=.799(LC 12) Max Grav 2=467(LC 17), 15=1 596(LC 1), 1 0=685(LC 22) �' FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (lb) less except when shown. TOPCHORD 2-3=-639/108, 3-4=-396/0, 4-5=-967r,776, 517=-9671776, 7-8=-454/938, 8-9=-1 009/1884, 9-10=-1265/2154 BOTCHORD 2-17=0/652,15-17=0/430,14-15=-70�4/45 ' 4�, 12-14=-15861938,10-12=-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=-680/997, 8-12=-958/447, 9-12=-358/600, 7-15=-1 329/2190 NOTES- /v 1) Unbalanced roof live loads have been considered for his design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; F3=70ft; L=35ft; eave=5ft; Cat. il; Exp C; Encl., GCpi=0.18; MWFRS (directional) a nd C-C Exterlor(2) -1 -0-0 to 2-6-0, Interior(l) 2-6-0 to 9-0-0, Exteflor(2) 9-0-0 to I 30-11-6, Interior(l) 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 poncl�r g. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=235,15=1439,10=799. Walter P. Finn FIE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING - Verify design parameters arld READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE M11­7473 rev. MOZ2015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon paramelets 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 property Incorporate this design Into the overall building design. Bracing Indicatedis t6 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent b acing Mek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance fogardIng the fabrication, storage. delivery. erection and bracing of trusses and truss systems, se.eANSI/TPI I Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply THE WINDSOR I T13569661 392 Al SPECIAL 1 1 Job Reference (optional) chambers Truss, Inc., i--ort vierce, 1­L MIMI! o.tou b iviui i i eujo ivitier, inuubu jets, inu. mu ivitti ee ut1:i0;uoeuiu t-age i ID--kfiGCA6bx7j2SylHDXFw7ye3KX-BdcDiCaDVBeO6nTjvolKfpgX?NVK4xWep?Q56?zYQiB 24-0-0 . 27-4-7 1 35-0-0 36-0-0 5x6 = 2x3 11 3X4 5X6 4.00F1_2 2x3 4 2 6 22 7 3 20 2 7x8 MT18HS 13 12 3xS &B MT1 8HS 2.00Fi_2 14-9-0 9-9-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.75 11-12 >563 240 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.21 11-12 >348 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- BRACNG�D TOP CHORD 2X4 SP M 30 TOPCHO BOTCHORD 2X4 SP M 30 BOTCHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2m1349/0-8-0,9=1349/0-8-0 Max Horz 2=-1 17(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 h how W1 en I TOPCHORD 2-3=-3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-15=-3022/2�08 -7=-4643/2994, 7-8=-5324/3364, 8-9=-5751/3700 107 BOTCHORD 2-13=-1883/3007,12-13=-1591/2657,11-12=-2456/3908,9-1 1=-344F/5478 WEBS 3-13=-425/410, 4-13=-354/571, 4-12=-362/617, 5-12=-269/279, 6-1 J=-1 034/712, 6-11 =-373/892, 7-11 =-897/1523, B-1 1 =-404/435 2X3 1::: 8 Scale = 1:61.3 7 23 — 0) 0 L�2 16 6 3x12 zz PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 155 lb FT = 20% Structural wood sheathing directly applied or 2-7-7 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES - I ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l 65mph (3-second gust) Vasd=1 28mph; TCDL=4.zpsi; bCDL=3.Opsf; h=1 5ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -11-0-0 to 2-6-0, Interior(l) 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 pst bottom chord live load nonconcurrent1with 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. 1 7) Bearing at Joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb) 2=825,9=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING -Verfly design parameters andREADNorEsoN THIS AND [AICLUDEDMIMAR I ­­= jPAIGEM11-74173 rev. 10102*015 BEFORE USE. Design valld for use only with MiTekO connectoFs. This design Is based only upon parame ers shown. and Is for an Individual building component, riot a truss system. Before use. the building designer must verify the applicability of design rameters and property Incorporate this design Into the overall Bracing Indicated Is to buckling Individual It= web and/or hord members only. Additional temporary and permanent bracing MiTeW building design. prevent of Is always required for stability and to prevent collapse with possible personal Injury and operty damage. For general guidance regarding the 6904 Parke East Blvd. fabrication. storage. delivery, erection and bracing of husses and truss systems, seeANSI 11 Quality Criteria, DSR-89 and BCSI Building Component Tampa, Fl. 33610 Safety information available from Truss Plate Insfiltite, 218 N. Lee Street, Suite 312, AJexa do, VA 22314. ob, SS us r s Type Qty Ply D SOR T13569662 M 02 3, � �Tru A2 �T SPECIAL I , ITHEWIN Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:07 2018 Page I I ID:—kfiGCA6bx7j2SyIHDXFw7ye3KX-fpAbvYbrGUmFjx2vTVYZBODhBnrxpNMn2fgeeRzYQiA 8-6-0 14-1-0 N L4W 22-0-0 27-4-7 5-0-0 -0 1� 4-Voo 8-6-0 0 713-0 5-4-7 7 1 0 Scale 1:61.3 6x6 3x4 5XB 4.00 FIT 4 21 5 22 6 2x3 2x3 7:� 3 7 !�2 20 23 2. - 10 11 7x8 MT18HS 3x4 8 9 t2 Ch 6 6 13 12 3x4 5X8 _2 3xl 2 z= 3x6 2. 00 F1 10-0-0 4-9-0 L4.9_0 �2-0-0 1 35-0-0 10-0-0 17-3-0 2-16-T 10-5-8 Plate Offsets (X,Y)-- f2:0-0­r3,EcIqeJ, [6:0-4-0,0-2-31, J8:0-1-15,Edgel LOADING (psf) SPACING- 2-0-0 CS1. DIEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 244/190 TODL 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 Horz(CT) 0.34 8 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 160 lb FT = 20% LUMBER- TOPCHORD 2X4 SP M 30 BOTCHORD 2X4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0.8=1349/0-8-0 Max Horz 2=1 36(LO 11) Max Uplift 2=-825(LC 12), 8=-825(LO 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3211/2064, 3-4=-3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 6-7= 7-8=-5759/3665 BOTCHORD 2-13=-1847/3008,12-13=-1403/2418,11-12=-1552/2629, 10-11=-1990/3 8-1 0=-3410/5485 WEBS 3-13=-420/418, 4-13=-427/688, 4-12=-337/551, 5-12=-777/605, 5-11 =-41 6-11 =-391/277, 6-1 0=-1 318/2268, 7-1 0=-503/530 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES - I ) 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; BCDLi3.Opsf; h�1511; B=70ft; L=35ft; eave=5tt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) -1-0-0 to 2-6-0, j6rior(l) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOLI =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 Ly other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areIis 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) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 1 8) Provide mechanical connection (by others) of truss to bearing plate capal,,R3 ul will Wal lull 1�1 100 lb uplift at joint(s) except at=lb) 2=825,8=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING -Verify design parameters and READ MOTES oNTHis AND zNcLvDEDmnEKREFERAM ICE PAGE mit-7473 rev. 1010312016BEFORE USE. Design valid for use only with MITekO connectors. This design I and Is for an Individual building component. not s based only upon 1r;,'m am et� a truss system. Before use, the building designer must verify the applicabillity, of all , nd properly Incorporate this design Into the overall 41'er. sho building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* prevent Is always required for stability and to prevent collapse with possible personal Injury and properly idamage. For general guidance regarding the fabitcatiom storage. delivery, orection and bracing of trusses and truss systems, seeANSI/TPI I Quialty, Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from 1russ Plate Institute, 218 N. Lee Street, Suite 312. Alexandfla, V� 22314. Tampa, FL 33610 '.Job Truss Truss Type Qty Ply THE WINDSOR T13569663 M11392 A3 SPECIAL Job Refer nrr Qarnbers Truss, Inc., Fort Pierce, I- -I_ 8J30 s mar i i zui8 MiTekindusiries, Inc. ThuMar2209J3:0820i8 Page! ID:_kfiGCA6bx7j2SyIHDXFw7ye3KX-70kz6ucTlou6L5d6lD3okEmtrABCYrBwGJvBAtzyaig 8-6-0 50-0 20J0 46-8 �IZ-!L7 50-0 0 8-6-0 L6 0 5-0-0 4 _8 7 IScale = 1:62.3 2 6 3X5 = 21 3X4 4X6 �� 4 3 14 2X3 4.00 F1_2 5x6 = 4X5 5 6 5 5x6 ZZ: X6 zz� 7 5X6 :ZZ7 8 1, 11 ,X8 MTJ 12: 7x8 MT18HS 4X8 13 5X6 2.00 FIT 22 10 �21� 16 �� 6 3X12 :=� C? Plate Offsets (X,Y)-- [2:0-1-6, Edgel, [3:0-3-0, Edge], [8:0-3-0,0-3-0], [9:0-1-15, Edge] I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.97 11-20 >432 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 160 lb FT = 20% LUMBER- TOPCHORD 2X4 SP M 30 BOTCHORD 2X4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Harz 2=-1 55(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. TOPCHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7- 8-9=-5720/3554 BOTCHORD 2-14=-1817/3048,13-14=-181713048,12-13=-1258/2274,11-12=-2935 9-11 =-330215445 WEBS 4-14=0/329, 4-13=-897/636, 5-12=-316/661, 6-12=-317/616, 7-12=-27e 7-11 =-1 072/1939, 8-11 =-390/391 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS I Row at midpt 7-12 NOTES - I ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.ZPST; 6GDL=3 . Opsf; h=15ft; B=70ft; L=35ft; eave=511; Cat. 11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Inierior(l) 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 lost bottom chord live load nonconcurrent with a� y 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. 1 7) Bearing at joint(s) 9 considers parallel to grain value using ANS1/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. i 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=825,9=825. 1 Waiter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,,& WARNIAIG- Verity design parameters and READ NOTES ON THIS AND INCLUDED MffEKREFERANCJ PAGE M11-7473 rev. 10103)2016 BEFORE USE. Design valid for use only with M]TekO connectors. This design Is based only upon parameters she and Is for an Individual building component not Sol' a truss system. Before use. the building designer must verify the applicability of design PaTamelleis nd properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent txickling of Individual truss web and/for chord me bers only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collopsewith possible personal Injury and property clymage. For general guidance regarding the fabilcatiort storage. delivery. erection and bracing of trusses and truss systOrns, seeANSI/TPII Quality Criteria, DSR-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Mexandda, VA 2?314. Tampa, FIL 33610 job Truss Truss Type Qly, Ply WINDSOR T13569664 M11392 A4 SPECIAL �THE Job Reference (optional) unamoers I russ, Inc., r-on: Fierce, l--L 8-6-0 4-001 8-6.-0 4.00 [12 2X3 3x6 3x4 5r x6 3x4 4 3 .1 _2 �23 6 3x5 = 16 15 2X3 5X8 o. I ou � Ivial I I — I u 1- 1 In 11, 1. 1. .— — . — - I D:—kfiGCA6bx7j2Syl HDXFw7ye3KX-bC[LKEc6o6lzzFClawa1 HR12naXQHF54Vyeli 24-6-8 27-4-7 35-NO 6-6-8 2-9-15 7-7- 6X6 = 1 XS 6 �7 14 02 2.00 F12 5X6 zzz� 4X6 zz� 8 2x3 10 13 7x8 MT18HS Scale = 1:62.3 walmos- 3x12 =� 6-0 1411 1. . . 24-6-8 35-0-0 98-6-0 i 1 3 3 . 6-6-8 10-5-8 Plate Offsets (X,Y)-- [2:0-1-6, Edge], [9:0-3-0, Edge], [11:0-1 -15, Edgel LOADING (psf) SPACING- 2-0-0 CS1. DIEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.39 11 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Mattix-MS Weight: 172 lb FT = 20% LIUMBER- TOPCHORD 2X4 SP M 30 BOTCHORD 2X4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 11=134910-8-0 Max Harz 2=-1 75(LC 10) Max Uplift 2=-825(LC 12), ll=-825(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3253/1989, 3-5=-2435/1560" 5-6=-2399/1639, 6-7=-2217/1501, 7-8= 8-1 0=-5361/3228, 10-11 =-5716/3480 BOTCHORD 2-16=- 1776/3045, 15-16=- 1776/3045, 14-15=-1 117/2168, 13-14=-2920/51 11-13=-3232/6441 WEBS 3-16=0/33413-15=-882/614, 5-15=-238/254, 7-14=-163/427,6-14=-309/6( 6-15=-315/409, 8-14=-3146/1901, 8-13=-1 034/1946, 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=3.1 11; Exp C; Encl., GCpi=O.l S; MW FRS (directional) and C-C Exterior(2) -1 -0-0 to 2-6-0, Inte members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=11 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an� 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas V 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 forr capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstandir 2=825,11=825. )P CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins. )TCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. EBS 1 Row at midpt 8-14 519, sf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. r(l) 2-6-0 to 36-0-0 zone;C-C for other live loads. iere a rectangle 3-6-0 tall by 2-0-0 wide ula. Building designer should verify 1100 lb uplift at joint(s) except at=lb) Walter P. Finn FIE No.22839 MlTek USA, Inc. Fl. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,& WARNING. VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAIGE Mll-7473 rev. 10/03,2015 BEFORE USE. Design valld for use only with MITekG connectors. This design Is based only upon parameters shown, *d is for an Individual building component, riot a truss system. Before use, the building designer must verify the appIlcabHliy of design parameters anq properly Incorporate this design Into the overall buildingdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord memb�rs only. Additional temporary and permanent bracing MeW is always required for stability and to prevent collapse with possible personal Injury and properly damiage. For general guidance regarding the fabricallort storage, delivery. erection and bracing of trusses and truss systems. seeANSI/TPI I Quality griterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Plexandfla, VA 22310. Tampa, FIL 33610 4ob Truss Truss Type Qty Ply THE WINDSO T13569665 M11392 A5 SPECIAL 16 1 KA Job Reference (optional) 44 nA40 hffi­ ��­#A­ 1— Thu KA— no 09-13-10 2048 Pa e 1 Ciaambers Truss, inc., roli rnulue, rL_ . s ar . .11-1--, ...— I — ..­ __ ­_ U ID:—kfiGCA6bx7j2SyIHDXFw7ye3KX-30sjXZdkZP9qaOnUBd5GpfrA3 — tBOryi—DkcOlFmzYQi7 8-6-0 14-9-0 17-6-0 1 24-6-8 35-0-0 �6-0- Fit - 001 8-6-0 6-3-0 2-9-0 7-0-8 7-7-9 1-0-01 Scale = 1:60.3 4.00FI-2 W 2X3 6 22 5 23 2X3 3X6 55- 5X6 WB 3X4 _— 4 7 8 2X3 21 24 2 I 26 12 7x10 MT18HS 10 11 C? 6 25 0 14 13 3X5 2X3 5X10 2.00F12 3x1 2 zz 6-0 191-6-0 12_0 49-0 24-6-8 35-0-0 9-9-8 10-5-8 Plate Offsets (X,Y)-- 12:0-1-6,Edgel, [8:0-3-0,Edgel, [10:0-1-15,Edgel LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLIL 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 BCLI_ 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 10 n/a n/a BCDIL 10.0 Code FBC2017[TP12014 Matrix -MS Weight: 160 lb FT = 20% LIUMEIER- TOP CHORD 2X4 SP M 31 *Except' 1-4,8-11: 2X4 SP M 30 BOTCHORD 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=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=-1 79(LC 10) Max Uplift 2=-825(LC 12), 1 0=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3247/2112, 3-5=-2449/1679, 5-6=-2397/1763, 6-7=-5452/3624, 7- 9-1 0=-5732/3689 BOTCHORD 2-14=-1 865/3040, 13-14=-1 865/3040, 12-13=-1 223/2137, 10-12=-3431 WEBS 3-14=0/303, 3-13=-861/619. 5-13=-216/264, 6-13=-300/527, 6-12=-224 7-12=-323/388, 9-12=-321/306 CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. S 1 Row at midpt 6-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDLI=4.2psf; BCDL=31psf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GOpi=0.18; MWFRS (directional) and C-C Exterjor(2) -11-0-0 to 2-6-0, lnte�lor(l) 2-6-0 to 17-6-0, Exterlor(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1�60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 1 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an�, other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas �here 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 ANSI/TPI 1 angle to grain for ula. Building designer should verify capacity of bearing surface. T 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstand! 100 lb up ift at (s) except Ot=lb) 2=825,10=825. Walter P. Finn PE No.22839 MlTelk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,& WARNING - Verify design parameters andREAD NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAIGE Mll-7473 rev. 10/03)2015 BEFORE USE. Design valid for use only with MiTelk(l) connectors. This design Is based only upon parameters shown. abd Is for an Individual building component not Dal' a truss system. Before use, the building designer must verify the applicability of design parameters a building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord morni,; . properly Incorporate this design Into the overall only. Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property dam e. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22,31 �- Tampa, FIL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T13569666 M11392 ATA COMMON 5 1 I Job Reference (optional) Clilambers Truss, Inc., Fort Pierce, FL B.130s mar 11 2018 mileKinausines, Inc. inu mar z2uu:i3:1i zuits Fage i ID:—kf!GCA6bx7j2SyIHDXFw7ye3KX-XbQ61veMKjHhCYMgiLcVMsOOlOH6lFeNyG7rnCzyQi6 .1-n-n A-d-n 19-11.0 17-6-0 22-1-0 26-8-0 35-0-0 36-0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 _T_ B-4-0 _V_�Oo Scale 1:59.5 4.00FI-2 4 4 2x3 1 25 26 27 28 2x3 11 3X6 5_� 5 M Z::: W 4 8 3x4 9 24 29 2 10 11 I C�. 17 16 15 30 31 14 is 12 2x3 11 4XIS = 3x8 = 2x3 11 M M 3XB 4x6 B-4-0 -0 2211-0 26-8-0 35-0-0 8-4-0 720-- 9-2-0 4-7-0 8-4-0 Plate Offsets (X,Y)-- 12:0-0-2,Edgel, 110:0-0-2, Edge] I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.64 14-15 >652 180 BCLL 0.0 Rep Stress incr YES WB 0.59 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 166 lb FT = 0% LUMEIER- TOP CHORD 2X4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz 2=-1 79(LC 10) Max Uplift 2=-775(LC 12), 1 0=-775(LC 12) CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins. CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-340411963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7=-2801/1739 7 9=_ 9-10=-3404/1963 BOTCHORD 2-17=-1724/�188,15-17=-1724/3188,14-15=-966/2053,-12-�4--1739/31881?jutllt)j/' 10-12=-1739/3188 WEBS 6-14=-560/96819-14=-681/524,6-15=-560/968,3-15=-681/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3 * psf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Inte,ior(l) 2-6-0 to 17-6-0, Exterlor(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 3) 100.Olb 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 psf bottom chord live load nonconcurrent with anN 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. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=775,10=775. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,& WARNING- Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAIGEMII-7473 Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown a rev. 101012015 BEFOREUSE.' I d Is for an Individual building component. not a ' a truss system. Before use. the building designer must veffy the applicability of design parameters an properly Incorporate this design Into the overall buildingdesIgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord mem rsonly. Additional temporary and permanent bracing ke. MiTek' is always required for stability and to prevent collapse with possible personal Injury and property do m For general guidance regarding the fabrication. storage. dellvery� erection and bracing of trusses and truss systems. seeANSI1TPl I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute, 218 N. Lee StreeL Suite 312, Alexandria, VA 22310. Tampa, FL 33610 �ob Truss Truss Type aty Ply WINDSOR T13569667 M11392 B COMMON 2 , �THE Job Reference (optional) ' +; i �k RA r00n0!q400()18 Pa el C4arnbers Truss, inc., Futi Piewe, rL " . I . U ID:—kfiGCA6bx7j2Syl HDXFw7ye3KX-?n—UyFL-41 PYqWG28ku4wc?ohOUiFWBwtPJezYQi5 B-3-5 14-0-0 17-6-0 -0-0 26-8-11 35-0-0 6-0- H110 _0 8-3-5 5-8-11 3-6-0 L3'--6-0 5-8-11 B-3-5 1-0-0 Scale = 1:59.3 4.00FI-2 3 1 X6 — 2x3 11 2x3 11 5 7 3x6 3X6 3x4 �� 4 8 3x4 3 7CO� 24 11 11 1 11 11 25 16 13 17 15 14 12 3x4 2x3 11 3X6 = 3x4 3X4 = 3X6 2x3 11 14-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DIEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC, 0.34 Vert(LL) -0.11 14-15 >766 240 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 W13 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/-FP12014 Matrix -MS LUMEIER- TOPCHORD 2X4 SP M 30 BOTCHORD 2X4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-1 79(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-371 (LC 12), 15= 12) MaxGrav All reactions 250 lb or less at joint(s) except 2=602(LC 1), 1 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-945/572, 5-6=-1 811256, 6-7=-1 81/258, 9-1 0=-945/574 BOTCHORD 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=-81 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=� 11; Exp Q Encl., GCpi=0.18; MWFRS (directional) and G-C Exterior(2) -1-0-0 to 2-6-0, In1 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DCL= 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with ai 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas 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 withstand joint 15, 453 lb uplift at joint 14 and 371 Ito uplift at joint 10. 10 11 �2 zz:� 16 6 3x4 = PLATES GRIP MT20 244/190 Weight: 149 lb FT = 20% RACING - DP CHORD Structural wood sheathing directly applied or 6-0-0 OG purlins. DT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12),14=-453(LC 12), 10=-371(LC - 17),14=840(LC 18), 10=602(LC 1psf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. ior(l) 2-6-0 to 17-6-0, Exterlor(2) 17-6-0 to 60 plate grip DOL=1.60 other live loads. here a rectangle 3-6-0 tall by 2-0-0 wide 3 371 lb uplift at joint 2, 453 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Ine. Fl. Cori 6834 6904 Parke East Blvd. Tampa Fl. 33610 Date: March 22,2018 WARNING -Verify design parameters and REW NorEs ON -rHIS AND INCLUDED MTTEK REFEFIANCE Design vaild for use only with MITekb connectors. This design Is based only upon parame rs s own, ( GEMII-7473 rev. IM2016 BEFORE USE. nd is for an Individual building component, not the design J Incorporate this design Into the a truss system. Before use, ]he building designer must verify applIcabUity of parameters an building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord mernt properly overall ers only. Additional temporary and permanent bracing M!Tek7 Is always required for stability and to prevent collapse with possible personal Injury and property darr age. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. LeeStreet, suite 312, AJexandfla, VA 22314. Tampa, FL 33610 Job Truss Truss Typ Qty, Ply THEWINDSOR T13569668 M11392 BHA BOSTON HIP Job Reference (optional) L;qaMDers i russ, inc., ron �-jerce, r-L to, 2 '6 C:::-- 6 3x4 = 62 7-0-0 4.00FI-2 5 548 48 5x1 2 ':-- 53 46 3 15-6-0 56 12 35 42 43 34 414 3-3 46 M = 6X8 = ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-UzXsAbfcrKXPRsV3pmfzRHT14B�kD89gQacyr5zYQi4 21-6-0 19-60 0 10 100 3 1 N W-3#6t t-�-F 1 2-� 1 2W 7-�-_O Scale = 1:62.4 57 15 58 V 59 0 60 22 60 22 3x6 3X6 x6 3x4 2,61 5x12 26 6 19 1 2 627 r�sz r5ZI A2, 63 14 ! 28 29 C� 6 47 48 49 32 31 50 51 30 6x8 = 3x6 = 3x4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLIL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix -MS Weight: 208 lb FT = 0% LUMBER - TOP CHORD 2X4 SP M 30 BOTCHORD 2X4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=1 79(LC 7) MaxUplift All uplift 100 lb or less atjoint(s) except 2=-565(LC 8), 33=-1269 28=-434(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=812(LC 17), 33=1 28=626(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1692-/1103, 3-4=-105/259, 27-28=-1 129/710, 3-5=-441/520,5-7=-436) 7-1 0=-436/514, 10-11 =-436/514, 11-13=-4361514, 13-16=-436/514, 16-18= 18-19=-436/514, 19-21 =-382/412, 21-23=-382/412, 23-25=-382/412, 25-27 BOTCHORD 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 28- WEBS 3-35=-1 91/649, 27-30=0/451, 3-33=-2090/1523, 11-33=-810/782, 19-32=-7 27-32=-1484/1044, 9-10=-463/453, 20-21=-462/454 CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins. CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. S 1 Row at midpt 3-33,27-32 TS I Brace at Jt(s): 11, 19,16, 7, 23 8), 32=-1017(LC 8), (LC 1), 32=1529(LC 1), 4, 4, 18 3/1039 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165Mph (3-second gust) Vasd=128mph; TCDLz=4.2psf; BCDL=3.01psf; 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=1.60i 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 1 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 wh'ere 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 ib uplift at joint 33, 1017 lb uplift at joint 32 and 434 lb uplift at joint 28. 1 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-0,158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12,158 lb 6own and 206 lb up at 13-0-12,158 lb down and 206 lb up at 15-0-12,158 lb down and 206 lb up at 17-0-12,158 lb down and 206 lb up at 17-11-4,158 lb down and 206 lb up at 19-11-4,158 lb down and 206 lb up at 21-11-4,158 lb down and 206 lb up at 23-11-4, and 158 lb down and 206 lb up at 25-11-4, and 158 lb down and 206 lb 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 lb down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12,169 lb down at 17-11-4, 69 lb down at 19-11-4, 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 lb down at 25-11-4, and 69 lb down at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. I 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) lor back (B). WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa Ft. 33610 Date: March 22,2018 WARNING- Verify design parameters and READ NorEs ON riiisANDINCLUDED MITEK REFERANCE PAGE Mll-7473 rev. laW)2015 BEFORE USE. Design valid for use only with MlTokO connectors. This design Is based only upon parameters shown, ano Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* prevent Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. seeANSIfTP1 I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.1 Tampa, FL 33610 �Job Truss Truss Type Qty Ply THE WINDSOR T13569668 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) C�;Iambers Truss, Inc., Fort Pierce, FL tmw s mar i i 2uib mi ieK indusiries, inc. Thu iviar;ez uv:ioJ4 2uiv Page 2 1 ID:—kfiGCA6bx7j2SylHDXFw7ye3KX-y95ENxgEcefG304FNTAC—VowpbKzybOpfEMWDXzYQi3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (jolf) Vert: 36-39=-20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29=-54 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�23fl 48=-23(F) 49=-23(F) 50=-23(F) 51=-23(F) 52=-169(F) 53=-118(F) 54=-1 1 8(F) 55=-1 18(F) 56=-1 1 B(F) 57=-1 1 8(F) 58=-1 1 B(F) 59=-1 1 B(F) 60=-1 18(F) 61=-1 18(F) 62=-1 1 B(F) 63=-1 18(F) ,&WARNING -Verify design parameters and RE4D NOTES ON THIS AND INCLUDED MITEKREFERANCE PAIGE M11-7473 rev. 10,012015 BEFORE USE. Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown. a6d Is for an Individual building component. not a fruss system. Before use, the building designer must verify the applicability of design parameters anq buildingdesign. Bracing Indicated Is to prevent buckling ofind[vidual Iruss web and/or chord memb�rs properly Incorporate this design Into the overall only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobficallon. storage. delivery. erection and bracing of trusses and truss systems, seeANSI/IPI I Quality Criteria, DSB-89 and 8CS1 8ullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, AJexanddcL VA 22,110. Tampa, FL 33610 Job Truss russ ype Qty Ply THE WINDSOR T1 3569 9 M11392 GRA HIP Job Reference optional) CUambers Truss, Inc., Fort Pierce, FL 6.130 6 1 far I I eU 10 IVII I UK 111UUbL1 1Ub, 1116. 1 11U 1­1 — Vu. — 11 41. 1 IQVI . ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRWiY-m?eChzGytu53wzzYQi2 7-0-0 14-11-0 -5-2 28-0-0 35-0�O 6-0- 7-0-0 7-11-0 6-6-14 7-0- 1-n- 4-001 i i � L6.-6-2 i i 5x8 MT18HS 4.00 [1-2 3X6 3 99 23 24 25 4 26 27 3X6 = 48 = 629 30 31 4X8 = Scale = 1:60.3 2 9 !�2 6 C� 15 33 34 14 35 13 36 37 38 12 39 11 40 41 10 3X4 2X3 3X6 5X12 3X4 = 4X6 2X3 11 3X5 14-11-0 21-5-2 0;0 ?6% 35-0-0 7-0-0 i 7-11-0 6-6-2 i 7-0-0 Plate Offsets (X,Y)-- J3:0-5-4,0-2-8l,f6:0-3-8,0-2-01,[7:0-5-4,0-2-4l,fl3,O-2-0,0-3-01 I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 244/190 TODL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.30 10-12 >812 180 MT18HS 244/190 BOLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 8 n1a n/a BCDL 10.0 Code FBC2017/TP[2014 Matrix -MS Weight: 153 lb FT = 20% LIUMBER- TOPCHORD 2X4 SP M 30 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-13:2x6 SP No.2 REACTIONS. (lb/size) 2=750/0-8-0,13=3223/0-8-0, 8=1225/0-8-0 Max Horz 2=-78(LC 6) Max Uplift 2=-448(LC 8),13=-2442(LC 8), 8=-1 159(LO 8) Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1 225(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-15341729,3-4=-1052/1347,4-6=-1052/1347,6-7=-1946/1834,7-8= BOTCHORD 2-15=-586/1423,13-15=-596/1464,12-13=-1710/1946,10-12=-2359/28: 8-1 0=-2329/2789 WEBS 3-15=-1 59[733, 3-13=-2917/1869, 4-13=-848/801, 6-13=-3504/3050, 6-1 7-12=-940/731, 7-10=-489/690 1 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-9-5 oc purlins. BOTCHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 1 Row at midpt 6-13 2 Rows at 1/3 pis 3-13 NOTES - I ) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=1 28mph; TCDL=4.2psl; bUlJL=�.0psf; h=1 511; B=70ft; L=35111; eave=5ft; Cat. 11; 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 for a 10.0 psf bottom chord live load nonconcurrent with �rliy other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas'�vhere a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 1 7) Provide mechanical connection (by others) of truss to bearing plate capable at wimstanding 448 lb uplift at joint 2, 2442 lb uplift at joint 13 and 1159 lb uplift at joint 8. 1 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 11 -0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down and 155 lb up at 15-0-12, 90 lb down and 155 lb up at 17-0-12, 90 1b down and 155 lb u� at 17-11-4, 90 lb down and 155 lb up at 19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and, 90 lb down and 155 lb up at 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb down and 3 lb up at 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb down and 3 lb uplat 15-0-12, 63 lb down and 3 lb up at 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection of 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 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE Design valid for use onlyMth MffekO connectors. This design Is based only upon parameters shown, GE M11-7473 rev. 1010212015 BEFORE USE. 3nd Is for an hdlvldual building component not a truss system. Before use, the building designer must verify the applicability of design paramellets a building design. Bracing Indicated Is to buckling of Individual truss web and/or chord mern id properly Incorporate this design Into the overall )ers only. Additional temporary and permanent bracing MiTele prevent Is always required for stability and to prevent collapse with possible personal Injury and property clai nage. For general guidance regarding the fabficallom storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and EICSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslitute, 218 N. Lee Street-Sulte 312, Alexandria, VA M 14. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13569669 M11392 GRA Hil I I � 1 1 �THEWINDSOR Job RefArAl G.hambers Truss, Inc., Fort Pierce, I'L 8.130 s mar 11 2018 mi ieK inaustries, Inc. I nu Mar z2 uunjnb zuits Hage z ID:—kfiGCA6bx7i2Syl HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRWiY�-m?eChzGytu53wzzYQi2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) 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(1]1) 35=-40(B) 36=-40(B) 37=-40(B) 38=-40(B) 39=i140(B) 40=-40(B) 41=-40(B) ,&WARNING -Verity design parameters and READ NOTES ON THIS ANDINCLUDEDMITEKREFERAMCE PAGE M1117473 rev. 1010312015 BEFORE USE. Design valid for use only with Mffek(g) connectors. This design Is based only upon param I =,o,� d Is for an Individual building component, not tpropetly � . a truss system. Before use, the building designer must vedfy the applicability ofclesl P� s Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord mernb�rs only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property dampge. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems� seeANSI/TPI I Quality DSB-89 and 8CSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. AJexandfla. VA 22311,21. Silterlo, Tampa, FL 33610 lJob Truss Truss Ty e Qpy Ply THE WINDSOR T13569670 if MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:15 2018 Page 1 1 ID:—kfiGCA6bx7j2SylHDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRWiYAk?oOhCqytu53wzzYQi2 -1-0-0 1-0-0 1-0-0 1-0-0 Scale = 1:6.1 4. 00 T 3X4 = LOADING (pst) SPACING- 2-0-0 CS1. DEFL. In (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.26 TO 0.18 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.26 BC 0.02 Vert(CT) -0.00 5 >999 180 BOLL 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 Weight: 5 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP N0.3 REACTIONS. (lb/size) 3=9/Mechanical,2=118/0-8-0,4=0/MechanicaI Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9). 2=-140(LC 12) Max Grav 3=1 1 (LC 17), 2=1 18(LC 1), 4=1 7(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=1 28mph; TCDL=4.2psf; BCDL=" 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2) zone;C-C for merT 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 at 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas 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 withstand joint 2. BRACING - TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. and forces & MWFRS for reactions other I ive loads. iere a rectangle 3-6-0 tall by 2-0-0 wide 4 lb uplift at joint 3 and 140 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cort 6834 6904 Parke East Blvd. Tampa Fl. 33610 Date: March 22,2018 ,& WARNING -Vadly design parameters and READ NOTES ON THIS AND INCLUDED M7rEK REFERANCE Design for GEM11­7473 rev. IOM312015 BEFORE USE. valid use only wIth MffekO connectors. This design Is based only upon parameters shown. ( a truss system. Before use, the building designer must verity the applicability of design parameters an nd Is for an Individual building component, not J properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord mernt ers only. Additional lemporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property darr age. For general guidance regarding the fabdcallom storage, delivery, erection and bracing of trusses and truss systems� seeANSI/TPI I Quality Criteria, DSB-89 and RCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee. Street, Suite 312, Alexandra, VA 22,314. Tampa, FIL 33610 MONO TRUSS T13569671 M11392 I J3 Chambers Truss, Inc., Fort 1-0-0 2 3X4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 4.00 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:16 2018 Page 1 ID:—kfiGCA6bx7j2Syl HDXFw7ye3KX-uYD?odiV8FvzJJEeVuCg3w5LNP�_Qf466YrcSPzYQiI 3-0-0 Scale = 1:9.4 8 3 9 CS11. DEFL. in (loc) I/defl Ud TC 0.16 Vert(LL) 0.01 4-7 >999 240 BC 0.19 Vert(CT) -0.01 4-7 >999 180 W13 0.00 Hor-z(CT) -0.00 3 n/a n/a Matrix -MP 4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% LIUMBER- BRACING- TOPCHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=64/Mechanical,2=173/0-8-0,4=37/MechanicaI Max Harz 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=1 73(LC 1), 4=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterfor(2) -1-0-0 to 2-6-0, Intelrior(l) 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 1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with aqy 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 withstanIg 54 lb uplift at joint 3, 147 lb uplift at joint 2 and 4 lb uplift at joint 4. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: March 22,2018 A& WARNING - Verity design parameters andREAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PIAGEMII-7473 rev. 101012015 BEFOREUSE. Design valid for use only xvilh MiTek(D 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 an building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord mernt I properly Incorporate this design Into the overall ers only. Addiflonal temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property darr age. For general guidance regarding the fabrication, storage, delivery; erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312. Mexandria, VA 22314. Tampa, I'L 33610 JJob Truss Truss Type I ty ply I HE VVINUtSUH T13569672 J5 MONO TRUSS 8 IM11392 I - nc., Fort Pierce, FL 1-0-0 2 3X4 = 4.00 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:17 2018 Page I ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-MknN?zj7vZlqwTpq2cjvb7dNcpKF96KFLCaA-szYQiO 8 3 4 Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud 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 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDIL 10�0 Code FBC2017/TP12014 Matrix -MP Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOTCHORD 2x4 SP No.3. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical,2=243/0-8-0,4=63/MechanicaI Max Harz 2=123(LC 12) Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4=-9(LC 12) Max Grav 3=1 15(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL-4.2psf; BCDL=3 Opsf; h=15ft; B=70ft; L--35ft; eave=6ft; Cat. 11; Exp 0; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-Oto2-6-0, Inte'rior(l) 2-6-Oto 4-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=J - 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 alive load of 20.Opsf on the bottom chord in all areas here a rectangle 3-6-0 tall by2-0-0 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 withstand! g 104 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 lb uplift at joint 4. Walter P. Finn PE No.22839 MITek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 ,& WARMING- Verify design parameters and REAID NOTES ON THISANDINCLUDED mrrEKREFERANcEPA6EM11­7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MlTek(D 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 andl property incorporate this design Into the overall bulldingdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss sYstOrns. skeANSI/TPI I Quality C , f1terla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street suite 312. Mexandrim VA 2231 A, Tarripa, FIL 33610 Job Truss Truss Type city Ply , �THIEWINDSOR T13569673 M11392 J7 MONO TRUSS 24 Job Reference (optional) Ghambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:17 2018 Page 1 ID:—kfiGCA6bx7j2SylHDXFw7ye3KX-MknN?zj7vZlqwTpq2cjvb7dRbpO696KFLCaA szYQiO 7-0-0 --11--0000 7-0-0 V3 Scale: 314"=I' 2 11 1 3x4 = 8 9 4.00 4 1 1 7-0-0 1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Verl(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 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 23 lb FT = 0% LUIMBER- TOP CHORD 2X4 SP M 30 BOTCHORD 2X4 SP M 30 B REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Horz 2=1 61 (LC 12) Max Uplift 3=-153(LC 12), 2=-21 1 (LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.01 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1 -0-0 to 2-6-0, Interi( members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.( 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any ( 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas wh 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 joint 2 and 12 lb uplift at joint 4. CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. h=15ft; B=70ft; L=35ft; eave=6ft; Cat. ) 2-6-0 to 6-11-8 zone;C-C for r live loads. a rectangle 3-6-0 tall by 2-0-0 wide lb uplift at joint 3, 211 lb uplift at Walter P. Finn PE No.22839 MfTek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,& WA RNING - Verify desfg. p .. met. andREAD NOTES ON THIS AND INCLUDED MffEK REFERANCE PAGE M 7473 rev. 10/03)2015 BEFORE USE. Design valid for use only with M]TekO connectors. This design Is based only upon parameters shown, and Is ft an Individual building component, not Sol' a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members ON , y. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possUe personal Injury and property damage. for general guidance regarding the fabficailon, storage. delivery, erection and bracing of trusses and truss system% seeANSI/IPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inst[lute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type oty Ply THE WINDSOR T13569674 M11392 KJ7 MONO TRUSS 4 1 Job Reference (optional) ambers iruss, Inc., Fort Pierce, FL 8J30 s Mar 1i 20i8 MiTek inclusiries, inc. ThuMar2209:i3:i620i6 Pagei ID:-kfiGCA6bx7j2SyIHDXFw7ye3KX-qxLlDljlgtghYdOlcJEBBLAgbCnNuWqPZsKjX[zYQi? -1-5-0 6-8-12 9-10-1 1-5-0 6-8-12 3-1-5 Scale = 1:20.6 4 2.83 ��12 3x4 2 3A = 7 2X3 11 6 3x4 LOADING (psf) SPACING- 2-0-0 CS1. �EFL. in (loc) I/defI Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 -0.04 7-10 >999 240 MT20 244/190 TCDL* 7.0 Lumber DOL 1.25 BC 0.26 �erl(!-L) ert(CT) -0.08 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 �orz(CT) 0.01 5 n1a . n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 38 lb FT = 0% LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP NO.3 REACTIONS. (lb/size) 4= 1 27/Mechanical, 2=379/0-11-5, 5=46 1 /Mechanical Max Horz 2=1 92(LC 8) Max Uplift 4=-131(LC 8),2=-262(LC 8),5=-238(LC 8) Max Grav 4=1 56(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. TOPCHORD 2-3=-838/366 BOTCHORD 2-7=-4871798, 6-7=-487/798 WEBS 3-7=0/307, 3-6=-920/561 CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. CHORD Rigid ceiling directly applied or 10-0-0 oG 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. 11; 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 otl 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 by2-0-0 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 13� lb uplift at joint 4, 262 lb 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 truss are noted as front (F) or Deck (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=-1 33(F=-39, B=-39), 8=0(F=l 0, B=1 0)-tO-5=-49(F=-1 5, B=-1' 6) Walter P. Finn PE No,22839 M!Tek USA, Inc. Fl. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING - Verify de.19r; parameter. and REW NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 ray. 10,012015 BEFORE USE Design valid for use only with IvIITek8 connectors. This design Is based only upon parameters shown. and Is for cin Individual building component, not a truss system. Before use, The bUlding designer must verify the applicability of design parameters and pfopetl�, Incorporate this design Into ihe overall toullding design. BrcF-fng Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal lnjLny and property damage. For 6eneral guidance regarding the We[( fabficaflom storage, clellvery� erection and bracing of trusses and tnm systems, SeeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. 1 Tampa, FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated, Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/11, --t- For 4 x 2 orientation, locate plates 0-1/ig' from outside edge of truss. This symbol indicates the required direction of slots in connector plates, *Plate location details available in MiTek 20/20 software or upon request PLATE SIZE 1 ne TirST aimension is Tne plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or I by text in the bracing section of the 14 output, Use T or I bracing if indicated. 4 LI 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/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ff-in-sixteenths I (Drawings not to scale) 2 3 TOP CHORDS 0 CL 0 r) 0 JOINTS ARE GENERALLY NUMBERED/UETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reloorts: ESR- 1311, ESR-1 352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 ILI 0 o F__ Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. @ 2012 MiTek@ All Rights Reserved MiTek Engineering Reference Sheet: IVIII-7473 rev. 10/03/2015 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 BCS1. 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 stock 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 atjoint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. 10. Comber 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 purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria.