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HomeMy WebLinkAboutTRUSS PAPERWORKrf"1 r�iz 'A1uncEUffibJ; l_a sign values are in accordance with ANSI/TPI 1 section 6.3 These trus designs rely on lumber values established by others. c T d3S RE: J36494 - Tubito Res. MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Telese Builders' Project Name: Tubito Res. Model: . Lot/Block: . Subdivision: . SCANNED Address: TBD, . City: Port St. Lucie State: FL. C Name Address and License # of Structural Engineer of Record, If there is one, for the building.. 11 f' 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 8.2 Wind Code: ASCE 7-10 [All HeighJI Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 124 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. ]Seal# Truss Name Date No. Seal# Truss Name Date 1 T14662096 1 AO G 7/25/18 118 IT14662113IA18 7/25/18 12 1IT146620971 A02 1 7/25/18 119 1 T1 4662114 1 Al 1 7/25/18 1 13 I T14662098 I A03 1 7/25/18 120 1 T14662115 1 A20 1 7/25/18 I 14 I iT14662099 1 A04 1 7/25/18 121 1 T14662116 1 A21 G 1 7/25/18 1 15 I IT1466210O I A05 1 7/25/18 122 1 T14662117 1 B01 7/25/18 1 6 1 T14662101 A06 7/25/18 23 1 T14662118 1 B02 7/25/18 7 1 T14662102 1 A07 1 7/25/18 24 1 T146621191 B03G 1 7/25/18 1 18 1 iT14662103 1 A08 1 7/25/18 125 1 T14662120 1 B04 1 7/25/18 1 19 1 T14662104 1 A09 1 7/25/18 126 I T14662121 1 B05 1 7/25/18 110 I T14662105 J A10 1 7/25/18 127 1 T14662122 1 B06 1 7/25/18 Ill I IT146621061 Al 1 1 7/25/18 128 1 T146621231 B07 1 7/25/18 112 1 T14662107 1 Al 1 7/25/18 129 1 T14662124 1 B08 1 7/25/18 13 1 IT14662108 JAI3 1 7/25/18 130 1 T14662125 1 B09G 1 7/25/18 14 1 T14662109 1 Al 1 7/25/18 131 1 T14662126 1 CO 1 7/25/18 1 15 1 T14662.110 1 Al 7/25/18 132 1 T14662127 1 CO2 7/25/18 16 I T14662111 I A16 1 7/25/18 133 1 T14662128 1 CO3 1 7/25/18 1 117 1 T146621121 Al 17/25/18 134 1 T146621291 C04 1 7/25/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. 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 (eig., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific 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 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. F�; 380 rc� OF .' 4/� lO N A, ``JG Thomas A. Alban] PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 IPYni, Thomas 1 of 3 I RE: J36494 - Tubito Res. Site Information: C 1 stomer Info: Telese Builders Project Name: Tubito Res. Model: . Lot/Block: . Subdivision: . Address: TBD, . Ci ly: Port St. Lucie State: FL. No. I Seal# Truss Name I Date No. I Seal# Truss Name I Date 35 T14662130 1 C05 7/25/18 78 1 T14662173 1 H03 7/25/18 36 T14662131 1 C06 1 7/25/18 179 1 T14662174 1 H04 1 7/25/18 1 37 T14662132 1 C07 1 7/25/18 180 1 T14662175 1 MV10 1 7/25/18 1 138 1 T14662133 1 C08 1 7/25/18 181 1 T14662176 1 MV2 1 7/25/18 39 T14662134 1 C09 1 7/25/18 182 1 T14662177 1 MV4 1 7/25/18 140 T14662135 1 C10 1 7/25/18 183 1 T14662178 1 MV6 1 7/25/18 1 141 1 T14662136 1 C11 G 1 7/25/18 184 1 T14662179 1 MV8 1 7/25/18 142 1 T146621371 DO G 1 7/25/18 185 1 T14662180 1 PB01 1 7/25/18 143 1 T14662138 1 D02 1 7/25/18 186 1 T14662181 1 PB02 1 7/25/18 144 1 T14662139 1 D03 1 7/25/18 187 1 T14662182 1 PB03 1 7/25/18 145 T14662140 1 D04 1 7/25/18 188 1 T14662183 1 PB04 1 7/25/18 46 T1 46621411 D05 1 7/25/18 189 1 T14662184 1 PB05 1 7/25/18 1 147 1 T14662142 1 D06 1 7/25/18 190 1 T14662185 1 PB06 1 7/25/18 1 148 1 T14662143 1 D07 1 7/25/18 191 1 T14662186 1 PB07 1 7/25/18 149 1 T14662144 1 D08 1 7/25/18 192 1 T146621871 PB08 1 7/25/18 150 T14662145 1 D09 1 7/25/18 193 1 T14662188 1 PB09 1 7/25/18 1 151 T14662146 1 D10 1 7/25/18 194 1 T14662189 1 PB10 1 7/25/18 1 152 1 T14662147 1 D11 1 7125/18 195 1 T14662190 1 PB11 1 7/25/18 1 153 . 1 T14662148 1 D12 1 7/25/18 196 1 T14662191 1 ZCJ1 1 7/25/18 1 154 1 T14662149 1 D13 1 7/25/18 197 1 T14662192 1 ZCJ3 1 7/25/18 1 155 1 T14662150 1 D14 1 7/25/18 198 1 T14662193 1 ZCJ5 1 7/25/18 1 156 1 T14662151 1 D15 1 7/25/18 199 1 T14662194 I ZCJ5A 1 7/25/18 1 157 1 T14662152 1 D16 1 7/25/18 1 100 1 T14662195 1 ZCJ5T 1 7/25/18 1 158 1 T14662153 1 D17 1 7/25/18 1 101 1 T14662196 1 ZEJ3 1 7/25/18 1 159 1 T14662154 1 D18 1 7/25/18 1 102 1 T14662197 1 ZEJ3A 1 7/25/18 1 160 I T14662155 1 D19 1 7/25/18 1 103 1 T14662198 1 ZEJ3B 1 7/25/18 1 161 1 T14662156 1 D20G 1 7/25/18 1 104 1 T14662199 1 ZEJ4 1 7/25/18 162 1 T14662157 1 E01 G 1 7/25/18 1105 1 T14662200 1 ZEAA 1 7/25/18 163 I T14662158 J E02 1 7/25/18 1 106 1 T14662201 1 ZEJ5 1 7/25/18 1 64 1 T14662159 1 E03 7/25/18 1107 1 T14662202 1 ZEJ5A 7/25/18 165 1 T14662160 1 E04 1 7/25/18 , 1108 1 T14662203 1 ZEJ5B 7/25/18 166 1 T14662161 1 E05 1 7/25/18 1109 1 T14662204 1 ZEJ6 1 7/25/18 1 167 1 T14662162 1 E06 1 7/25/18 1 110 1 T14662205 1 ZEJ6A 1 7/25/18 1 168 1 T14662163 1 F01 1 7/25/18 1111 I T14662206 1 ZEJ7 1 7/25/18 1 169 1 T14662164 1 F02 1 7/25/18 1 112 1 T14662207 1 ZEJ7A 1 7/25/18 170 1 T14662165 1 G01 G 1 7/25/18 1113 1 T14662208 1 ZERB 1 7/25/18 1 171 1 T14662166 1 G02 1 7/25/18 1 114 1 T14662209 1 ZEJ7C 1 7/25/18 1 172 1 T14662167 1 G03 1 7/25/18 1115 1 T14662210 1 ZERT 1 7/25/18 1 173 1 T14662168 1 G04 1 7/25/18 1 116 I T14662211 J ZEJ7T1 1 7/25/18 174 1 T14662169 1 G05 1 7/25/18 1 117 1 T14662212 1 ZHJ3 1 7/25/18 1 175 1 T14662170 1 G06 1 7/25/18 1 118 1 T14662213 1 ZHJ3A 1 7/25/18 176 1 T1 4662171 1 HO1 1 7/25/18 1119 1 T1 4662214 1 ZHJ3B 1 7/25/18 177 1 T14662172 1 H02 1 7125/18 1120 1 T14662215 [ZHJ5 1 7/25/18 2of3 .E: J36494 - Tubito Res. Si a Information: Customer Info: Telese Builders Lot/Block: . Address: TBD, . Cily: Port St. Lucie Project Name: Tubito Res. Model: . Subdivision: . jo. Seal# Truss Name Date 121 T14662216 ZHJ5A 7/25/18 1 2 T14662217 1 ZHJ6 1 7/25/18 123 I T14662218 1 ZHJ7 1 7/25/18 124 I T14662219 1 ZHJ7T 1 7/25/18 State: FL. 3 of 3 Client: Telese Builders Date: 7/25/2018 SO L I D START"i ct: Tubito Res. Designer. Larry OESIcuSOFMARIE Addro:tis: Job Name: Beaml Project #: J36494 B2 LP-LVL 290OFb-2.OE 1.750" X 18.000" 3-Ply-PASSED Level: Level 2 LI11411 Lliiatffiiilitllilrl!lllltiatti�iiiil(Itiilii lriitfiflfiiiiiiiiltitifttlfri�filFiift-LL�ifliilflft �. �7 � •.I 11-6- �. '� -- - - 3;. — � , ��_. -ewe _ �.� - - --- -�� �, ,.raWr,•w,Ml,r, h - - .r_. _- 1 SPF ' 2 SPF 5 1/4" 21'8" 21'8" Member Information Reactions lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 3 Design Method: ASD 1 3163 401 0 0 1018 Moisture Condition: Dry Building Code: IBC 2012 2 3163 401 0 0 1018 Deflection LL: 480 Load Sharing: Yes Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp — 100°F Bearings General Load Bearing Input In Cap. React D/L Total Ld. Case Ld. Comb. Floor Live: 20 PSF Length Analysis lb Dead: 170 PSF Wind: 170 PSF 1 - SPF 3.500" 1.750" 91% 401/3163 3565 L D+L Construction: 1.3 PSF 2-SPF 3.500" 1.750" 91 % 401/3163 3565 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 18536 ft-lb 10'10" 67243 ft-lb 0.276 (28%) D+L L Shear 2999 lb 118 5/8" 17955 lb 0.167 (17%) D+L L LL Defl inch 0.282 (1-1905) 10,10 1/16' 0.531 (U480) 0.530 (53%) L L TL Defl inch 0.317 (U803) 10'10 1/16" 1.061 (U240) 0.300 (30%) D+L L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Loadl Deflection: Instant = 0.036", Long Term = 0.054" 3 Fasten all plies using 3 rows of 1 Od Box nails (.128x3") at 12" o.c. Nail from both sides. Maximum end distance not to exceed 6". 4 Refer to last page of calculations for fasteners required for specked loads. 5 Girders are designed to be supported on the bottom edge only. 6 Top loads must be supported equally by all plies. 7 Top must be laterally braced at a maximum of 1 O'l1 1/4" o.c. 8 Bottom unbraced. 9 Lateral slelldemess ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const 1.25 Comments 1 Uniform 1-0-0 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 2 Uniform Top 0 PLF 252 PLF 0 PLF 0 PLF 94 PLF Self Weight 27 PLF I Manufacturer Info Notes This component analysis is based on the loads, geometry and other condNons as entered by the user Louisiana-Pacific Corp 414 Union Street, Suite 2000 and listed in this report The user is responsible to Nashville, TN 37219 ensure the accuracy df the input and the applicability to the actual conditions of the muchue for vNch this (888) 820-0325 - component is intended This analysis is varid only for the mniomfocoro.gM product fisted. APA: PR-1-280, [CC -ES: ESR-2403, Copydght 2016 Pit fights reserved by Louisiana Pacific Corp. 414 Union St Suite 2000, Nashville, TN 37219 This design is valid until LADBS: RR-25783, Florida: FL15228 12/31/2017 LP SolidStart Design Version 1.0 (Build 16.7.095) Powered by i5trudTM %'� r Client: TeteseBuilders Date: 7/25/2018 •' S O L I D S TA RT"Project. Tubito R.S. Designer. Larry Address: Job Name: Beaml FEStGNSOtTSAnF Project #: J36494 B2 LP-LVL 290OFb-2.OE 1.750" X 18.000" I 3-Ply - PASSED Level: Level I IV6" i 1 SPF 2 SPF 5 1/4" 21'8" 2.1 -8n Multi -Ply Analysis Fasten all pl;es using 3 rows of 10d Box nails (.128x3") at 12" D.C.. Nail from both sides. Maximum end distance not to exceed 6" Capacity 0.0 % Load 0.0 PLF Yield Limit per dot 271.6 PLF Yield Limit per Fastener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance 3" I. Manufacturer Info Notes This componentanalysis is based on the loads, geometry and other con ._ as entered by the user Louisiana-Pacific Corp 414 Union Street, Suite 2000 end listed In this report The use Is responsible to Nashville, TN 37219 ensure the accuracy q the inert and the applicability to the actual conditions of the structure for which this (888) 820-0325 component is intended This analysis Is valid only for the product fisted www.IoccrD.t%lfft APA: PR-L280, ICC-ES: ESR-2403, Copyright 2016 All rights reserved by Louisiana Pacific Corp. 414 union St Suit'2000, Nashville, TN 37219 This design is valid until LADBS: RR-25783, Florida: FL15228 12/3112017 LP SolidStart Design Version 1.0 (Build 163.095) Powered by i5trudTM Client: Telese Builders Date: 7/25/2018 O L' O ST /► RT'Project: Tubito Res. Designer. Larry In � M Addrosst Job Name: Beaml OESICf1SOFWARE Project #: J36494 B2 LPL LVL 290OFb-2.OE 1.750" X 18.000" 3-Ply - PASSED Level: Level I' ---- --- 2 -- -- - - - �1 - - -- --- -- - 9I1.tl11.1 l I l 1111 l I I l 4 I I 1 I I I Lit llitllltlill 1 I111t 11111.1 !'Ill.titlt l•16fllktl111l61111PIti(t9611f1 k1 1 SPF 2 SPF H5 1/4" 21'8" 21'8e Member Information Reactions lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 3 Design Method: ASD 1 3163 401 0 0 1018 Moisture Condition: Dry Building Code: IBC 2012 2 3163 401 0 0 1018 Deflection LL: 480 Load Sharing: Yes Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp — 100°F Bearings General Load Floor Live: 20 PSF Bearing Input In Cap. React D/L Total Ld, Case Ld. Comb. Length Analysis lb Dead: 170 PSF Wind: 170 PSF 1 - SPF 3.500" 1.750" 91% 401 13163 3565 L D+L Construction: 1.3 PSF 2-SPF 3.500" 1.750" 91% 401/3163 3565 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 18536 ft-lb 1010" 67243 ft-lb 0.276 (28%) D+L L Shear 2999 Ib T8 5/8" 17955 lb 0.167 (17%) D+L L LL Defl inch 0.282 (U905) 10'10 1/16' 0.531 (U480) 0.530 (53%) L L TL De8 inch 0.317 (U803) 10'10 1/16" 1.061 (U240) 0.300 (30%) D+L L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load (Deflection: Instant = 0.036", Long Term = 0.054" 3 Fasten all plies using 3 rows of 10d Box nails (.128x3") at 12" o.c. Nail from both sides. Maximum end distance not to exceed 6". 4 Refer to last page of calculations for fasteners required for specified loads. 5 Girders are designed to be supported on the bottom edge only. 6 Top loads must be supported equally by all plies. 7 Top must be laterally braced at a maximum of 1 O'l1 1/4" o.c. 8 Bottom unbiraced. 9 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const 1.25 Comments 1 Uniform 1-0-0 Top 10 PSF ( 40 PSF 0 PSF 0 PSF 0 PSF 2 Uniform Top 0 PLF 252 PLF 0 PLF 0 PLF 94 PLF Self Weight 27 PLF I Manufacturer info Notes This component analysis is based on the loads, geometry and other conditions as entered by the user LOUISIana-Pacific Corp 414 Union Street, Suite 2000 and listed in this report The user is resporeihle to Nashville, TN 37219 ensure the accuracy of the input and the applicability to the actual conditional of the structure for which this (888) 820-0325 component is intended This analysis is valid only for the www.locom,Corti-Corti product listed APA: PR-1-280, [CC -ES: ESR-2403, Copyright 2016 All rights reserved by Louisiana Nall. Corp. 414 Union St Suite 2000, Nashville. TN 37219 This design is valid Until LADBS: RR-25783, Florida: FL15228 12/31/2017 LP SolidStart Design Version 1.0 (Build 16.7.095) Powered by iStruct" �I a Client: Telese Builders Date: 7/25/2018 ■ O ST A �T'Project: Tubito Res. ®M Designer. Larry Addr°SS' Job Name: Beam1 OfSr61JSORM14 Project #: J36494 B2 LPL LVL 290OFb-2.OE 1.750" X 18.000" 3-Ply - PASSED Level: Level N 1 SPF I 2 SPF H5 1/4" 21'8" 21'8" Multi -ply Analysis Fasten all Pljes using 3 rows of 10d Box nails (.128x3") at 12" o.c.. Nail from both sides. Maximum end distance not to exceed 6" Capacity 0.0 % Load 0.0 PLF geld Limit per Foot 271.6 PLF geld Limit per F stener 90.5 lb. Yield Mode IV Edge Distance 1 1/2" Min. End Distance T i I I Manufacturer Info Notes This component analysis Is based on the loans, Louisiana-Pacific Corp geometry and other conditions as ordered by the user 414 Union Street, Suite 21H10 and listed in this report The user is responsriie to Nashville, TN 37219 ensure the accuracy of the input and the applicability to the actual conditions of the suucture for which this (888) 820-0325 component is Intended This analysis is valid only for the MWMlycoro.cOn1 product Md. APA: PR-1-280, ICC-ES: ESR-2403, Copyright 2016 All rights reserved by Louisiana Pacific Corp. 414 Union St Suite 2000, Nashville, TN 37219 This design Is valid unfit 12131/2017 LADBS: RR-25783, Florida: FL15228 LP SolidStart Design Version 1.0 (Build 16.7.095) Powered by iStrudTM Job r Truss Truss Type City Ply Tubito Res. ' T14662096 J36494 A01G Flat Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 Mil ek industries, Inc. Wed JUI 25 12:08:38 2078 rage 1 I D:6fllib2ybD_xViUgJz3Juyyulka-1 KLrIVzpMJkYQU3GdHMgV2gGE_wHE5?7iQQDPyuXDd 5 4� 10-7-1 15-9-11 21-0-5 26-2-15 31-5-10 -10-0 5-4-6 5-2-10 5-2-10 5-2-10 5-2-10 36 5-2-10 5-4-6 Scale: 3/16"=l' NAILED NAILED NAILED NAILED NAILED NAILED 3x4 = NAILED NAILED NAILED NAILED 48 = NAILED 3x4 = NAILED 3x4 = NAILED 2x4 II NAILED 46 =NAILED NAILED 3x4 = NAILED 3x4 = NAILED 4x8 1 i 14 2n 21 2 22 23 24 3 25 26 4 27 28 529 6 30 31 732 33 34 835 3637 38 9 vN'1� uu N�� N`� Z zfi hn 18 I 39 nn 40 17 41 42 1111- 1 43 16 44 45 15 14 46 47 13 48 49 fln 12 5051 52 11 53 54 nfl-5 55 10 3x8 I� 4x4 = NAILED NAILED 3x4 = NAILED 4x6 = = NAILED 3x4 NAILED 3x4 = NAILED 4x4 = NAILED 3x6 II AILED NAILED NAILED NAILED 3x8 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED i5-4-6 10-7-1 15-9-11 21-0-5 26-2-15 31-5-10 36-10-0 5:,1 5-2-10 5-2-10 5-2-10 5-2-10 5-2-10 5-0-6 Plate Offsetsl(X Y) 15:0 3 0 Eddel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.6 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.47 13-15 >919 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.44 13-15 >981 180 BCLL 0.0 - Rep Stress Incr NO WB 0.68 Horz(CT) -0.10 10 n/a n/a BCDL 1Q.0 Code FBC2017rrP12014 Matrix -MS Weight: 456lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHOR 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 1-18,9-10: 2x8 SP No.2 REACTIONS (lb/size) 18=2446/Mechanical, 10=2511/0-8-0 Max Horz 18=-288(LC 4) Max Uplift 18=-2196(LC 8). 10=-2266(LC 8) Max Grav 18=2561(LC 26). 10=2632(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 1-18=-2468/2189, 1-2=3007/2636, 2-3=-4999/4361, 3-4=-6074/5286, 4-6=-6074/5286, 6-7=-6125/5319, 7-8=-5039/4387, 8-9=-3027/2650, 9-10=-2522/2252 BOT CHORD 17-18=-283/246, 16-17=2548/3055, 15-16=-4159/5047, 13-15=-5118/6157, 12-13=-4244/5040,11-12=-2561/2999 WEBS 1-17=-3162/3685, 2-17=-2047/1944, 2-16=-2165/2539, 3-16=-1320/1299, 3-15=-1161/1388,4-15=-545/657,6-13=-564/669,7-13=-1170/1402,7-12=-1333/1308, 8-12=-2180/2564, 8-11 =-2062/1953, 9-11 =-3177/3708 Structural wood sheathing directly applied or 4-10-4 oc purlins, except end verticals. Rigid ceiling directly applied or 5-7-7 oc bracing. NOTES- 1) 2-ply trussIto be connected tog ether with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=2196,10=2266. 10) "NAILED''indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: LOAD CASE(S) Standard July 25,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. ' r' Design validlfor use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not q` a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building desi n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always rer(�ulred far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 Job J' Truss Truss Type City Ply Tubito Res. T14662096 J36494 A01G Flat Girder 1 2 Job Reference o tional East Coast Truss, Ft. Pierce, FL-:3494b, y ... ID:6fllib2ybD_xViUgJz3Juyyutka-1 KLrlVzpMJkYQU3GdHMgV2gGE_wHE6?7iQQDPyuXDd LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-9=-54, 10-18=-20 Concentrated Loads (lb) Vert: 15=-34(B) 4=-77(B) 19=-77(B) 21=-77(B) 22=-77(B) 23=77(13) 24=-77(B) 25=-77(B) 26=-77(B) 28=-130(B) 29=130(13) 30=-130(B) 31=-77(B) 32=-77(B) 33=-77(B) 34=-77(B) 35=-77(B) 36=77(13) 38=-83(B) 39=-34(B) 40=-34(B) 41=34(13) 42=-34(B) 43=-34(B) 44=-34(B) 45=-34(B) 46=-71(13) 47=-71(B) 48=-71(B) 49=-34(B)50=-34(B)51=-34(B)52=34(13)53=-34(B)54=-34(B)55=-34(B) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711.7473 rev. 1010312015 BEFORE USE. Design valid�for use only with MTek® 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 property 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 atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InforI nation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job 1 Truss Truss Type Qty Ply Tubito Res. T14662097 J36494 A02 Flat 1 1 Job Reference o tional tasl t:oasl I Fuss, ri. riuiuu, rL - oyyyo, -•--- - • •-+ - -- -- -- • --- - ID:6flIib2ybD_xViUgYz3Juyyulka-VWvDVr R7dsP2eeSOTobNibOBelwOeo9MM9zIryuXDc 7-" 14-9-8 22-0-8 29-3-8 36-10-0 7-" 7-3-0 7-3-0 7-3-0 7.6-8 Scale = 1:62.7 3x4 = 3x4 = 1 14 2 - zl_ 12 13 5x5 — 3x4 = 9-4-4 3x4 = 3 15 11 10 4x6 = 3x4 = 3x6 = 3x4 = 416 5 9 3x4 = 3x4 = 6 17 3x4 = 7 8 5x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.26 10 >999 240 MT20 244/190 TCDL h.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.40 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.12 8 n/a n/a Weight: 203 Ito FT = 0% BCDL 1p.0 Code FBC20171TPI2014 Matrix -AS LUMBER- I BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. TOP CHORD BOT CHORD 2x4 SP No.2 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 2-13, 6-8 REACTIONS. (lb/size) 13=1352/Mechanical, 8=1352/0-8-0 Max Horz 13=-360(LC 4) Max -Uplift 13=-872(LC 8), 8=-872(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORQ 2-3=-1905/1326, 3-5=-2487/1698, 5-6=1905/1326 - BOT CHORD 12-13=-963/1662, 10-12=-1465/2423, 9-10=-1465/2423, 8-9=-1037/1662 WEBS I 2-13=-195411287, 2-12=321/710, 3-12=-701/531, 5-9=-701/531, 6-9=-321/710, 6-8=-1954/1287 NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betv�een the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=872,8=872. 8) This truss The requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 'MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not pal' 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 only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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. Tampa, FL 36610 Ab �' Truss Truss Type Qty Ply Tubito Res. < T14662098 J36494 A03 Flat 1 1 i Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, o.ctu b may cv cv 10 wn 1 cn n iuumuco, a w.. vvuu eu cv i a.w. v av i v r ayc ID:6fllib2ybD xViUgJz3Juyyulka-ziTbjB_4ux_FfoDfyAJgww7BB1ft15ylaOvXHlyuXDb 6-11-5 13-7-3 20-3-0 26-10-13 33.E-11 40-6-0 6-11-5 6-7-13 6-7-13 6-7-13 6-7-13 6-11-5 Scale = 1:69.0 3x4 = 3x4 = 3x4 = 3x6 = 3x4 = 3x4 = 3x6 = 3x4 = 3x4 = 1 tag a 4 19 5 20 6 7 8 21 9 16 22 15 23 24 14 25 13 26 12 27 28 11 29 30 10 17 5x5 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = 3x4 = 5x5 = B-3-5 16-3-2 24-2-14 32-2-11 40-6-0 8-3-5 7-11-13 7-11-13 7-11-13 8-3-5 Plate Offsetsl(X Y) r9•Edge 0 1 81 110:0 2 8 0 3 O1 117:0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.27 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.42 12-14 >999 180 BCLL 0.0 - Rep Stress Incr YES WB 0.84 Horz(CT) 0.13 10 n/a n/a BCDL 1 Q.0 Code FBC2017lrP12014 Matrix -AS Weight: 243 lb FT = 0% LUMBER- BRACING - TOP CHORD, 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS (Ib/size) 17=1488/Mechanical, 10=1488/0-8-0 Max Horz 17=-433(LC 4) Max Uplift 17=-960(LC 8), 10=-960(LC 8) Max Grav 17=1542(LC 14). 10=16S9(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR13 2-3=-180611195, 3-5=-2569/1685, 5-6=-2569/1685, 6-8=-180411195 BOT CHORD 15-17=-838/1666, 14-15=-132312475, 12-14=-1502/2727, 11-12=-1323/2419, 10-11=-908/1560 WEBS 2-17=-1993/1236, 2-15=-451/1006, 3-15=-960/648, 3-14=144/463, 6-12=-144/465, 6-11=-961/648, 8-11=-451/1005, 8-1 0=-1 991/1236 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 2-17, 3-15, 6-11, 8-10 NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60'plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=960, 10=960. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ME valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a imss 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 only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 A ' Truss Truss Type Qty Ply Tubito Res. T14662099 J36494 A04 Roof Special 1 1 Job Reference (optional) r_,. .-- mr.,a r„i �a �o•na•n� onaa o�..o t Last l.oast i n155, rr. rwi—,- ID:6flIib2ybD xViUgJz3Juyyutka-RvlzwX7ifE66HyorWug3S7gMSRObUYXRpge4gkyuXDa 7-3-5 14-3-2 21-2-14 28-2-11 35-6-0 41-4-4 47 6-0 7-3-5 6-11-13 6-11-13 6-11-13 7-3-5 5-10-4 6-1-12 Scale = 1:80.9 4x6 = 2x4 11 3x6 = 3x6 = 3x6 = 3x6 = 5x8 = 19 24 18 25 17 26 16 15 27 1413 28 12 11 10 5x6 II 4x6 = 3x6 = 4x6 = 3x6 = 3x6 = 5x5 = 5x6 I 3x8 = 4x6 = LOADING (I TCLL 2 TCDL BCLL BCDL 1 LUMBER - TOP CHORI BOT CHORI WEBS FORCES. TOP CHC BOT CHC WEBS if) SPACING- 2-0-0 .0 Plate Grip DOL 1.25 .0 Lumber DOL 1.25 .0 Rep Stress Incr YES .0 Code FBC2017ITP12014 21-2-14 fit CSI. DEFL. in (loc) Udefl L/d TC 0.66 Vert(LL) 0.41 13-15 >999 240 BC 0.81 Vert(CT) -0.62 13-15 >999 180 WB 0.89 Horz(CT) 0.13 10 nla n/a Matrix -AS BRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 *Except* WEBS 1-19: 2x4 SP No.2 (lb/size) 19=1747/Mechanical, 10=1747/Mechanical Max Horz 19=-538(LC 4) Max Uplift 19=-1133(LC 8). 10=-1122(LC 8) Max Grav 19=1885(LC 14), 10=1888(LC 14) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-1 9=-1 74511165, 1-2=-1712/1194, 2-3=-2645/1817, 3-5=-3118/2109, 5-6=-3118/2109, 6-7=-3101/2073, 7-8=-2800/1773, 8-9=-2866/1723, 9-10=-1815/1129 18-19=-256/412, 17-18=-773/1821, 15-17=-1396/2740, 13-15=-1652/2997, 12-13=-1242/2321, 11-12=-1390/2440 7-12=-67/302, 8-11=-282/261, 9-11=-1267/2236, 1-1 8=1 400/2297, 2-18=-136311007, 2-17=-879/1437, 3-17=-814/666, 3-15=413/668, 5-15=-371/368, 6-13=-471/437, 7-13=-568/1013 PLATES GRIP MT20 244/190 Weight: 299 lb FT = 0% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 1-19, 1-18, 2-18, 2-17, 7-13 NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60i plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=1133,10=1122. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock i e applied directly to the bottom chord. Thomas A, Albani PE No.39360 MiTek USA, Inc. FL Ceit 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. �,,�*R� Design valid, for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not . i.�qq` a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPl1 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. Tampa, FL 36610 Jbb ' Truss Truss Type Qty Ply Tubito Res. T14662100 J36494 A05 Roof Special 1 1 Job Reference (optional) .. i..,, rnr..a i­a oa Io.nv.nz orna o�,.e 1 Last coast truss, rt. vierre, rL-.34-440, ID:6fllib2ybD_xViUgJz3Juyyutka-OH8kLD1 yBsNg WFyEdltXXYlg7Fe6yRokG_7BucyuXDY 6-10-8 13-5-8 20-0-8 26-7-8 33-6-0 40-4-4 47-6-0 6-10-8 6-7-0 6-7-0 6-7-0 6-10-8 6-10-4 7-1-12 Scale = 1:86.3 I 3x4 = 3x6 = 1 2 17 20 21 16 22 6x8 M1I18SHS = 3x6 8-6-4 3x6 = 5x5 = 3x6 = 3 18 4 5 19 23 15 24 14 25 1326 12 27 3x6 = 4x6 = 3x6 = 4x6 = 65x5 = 6.00 12 3x6 7 ao 4x6 8 11 10 9 3x8 = 5x5 = 3x6 M18SHS I I 47-6-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 2Q.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.32 13-15 >999 240 MT20 244/190 TCDL rJ.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.55 11-13 >999 180 M18SHS 244/190 BCLL 0 ' Rep Stress Incr YES WB 0.90 Horz(CT) 0.15 9 n/a n/a Weight: 301 lb FT = 0% BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. TOP CHORq BOT CHORD 2x4 SP No.2 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 1-17, 7-11, 8-10, 3-16, 4-15, 5-11 1 170 2x4 SP I No 2 2 Rows at 1/3 pts 2-17 REACTIONSI. (lb/size) 17=1747/Mechanical, 9=1747/Mechanical Max Horz 17=-617(LC 4) Max Uplift 17=-1135(LC 8), 9=-1120(LC 8) Max Grav 17=1922(LC 14), 9=1912(LC 14) FORCES. ('b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1753/1183, 3-4=-2615/1725, 4-5=-2889/1885, 5-6=-2450/1643, 6-7=-2763/1732, 7-8=-2966/1756, 8-9=-1831/1132 BOT CHORD 16-17=-564/1611, 15-16=-1112/2430, 13-15=-1392/2803, 11-13=-1416/2749, 10-11 =-1 405/2518, 9-1 0=-1 80/297 WEBS 6-11=-425/852, 7-11=-329/301, 8-1 0=-1 238/2244, 2-17=-2197/1292, 2-16=-649/1378, 3-16=-1204/785, 3-15=-340/797, 4-15=-482/396, 5-13=0/307, 5-11=-815/398 NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=1135,9=1120. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. I Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: t„ I„ 7G �n�s WARNING -Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. 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 prop edy 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 pp� Syr iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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. Tampa, FL 36610 JAb ' Truss Truss Type Qty Ply Tubito Res. T14662101 J36494 A06 Roof Special 1 1 i Job Reference (optional) tasi toa5i i r1155, rt. riviO,rL-J4DYO,- ID:6fl1ib2ybD_xVtUgJz3Juyyutka-KgGUmu2CjTdYmZ5cljv?czr?g2MTQMm 1 klcHzVyuXD W 11 4-9-0 7-5-12 14-8-0 20-3-5 25-10-11 31-6-0 39-4-4 47-6-0 4-9.0 2-8-12 7-21 5-7-5 5-7-5 5-7-5 7-10-4 8-1-12 1 3x4 11 4x6 = 3x6 = 3x6 = 3x6 = 3x6 = 5x5 = 1 2 22 3 4 23 5 6 24 7 SHS Scale = 1:88.3 14 28 za 21 2520 3x6 = 15 13 " 11 10 3x8 M18SHS II 2x4 II 3x4 = 5x8 — 3x8 = 46 = 5x5 = 3x8 M18SHS II 4i 6 = 2x4 11 4-9-0 7-5-12 14-8-0 23-1-0 31-6-0 39-011 47-6-(1 4.9-0 2-8-12 7-2-4 8-5-0 8-5-0 7-10-4 8-1-12 Plate Offsets.(X Y) 17-.0 2 8 0 2-41 19:Edoe 0 1 121 111:0 2 8 0 2 O1 114.0-4-0 0-1-121 116:0-2-8 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.34 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.55 13-14 >999 180 M18SHS 244/190 BCLL 0.0 - Rep Stress Incr YES WB 0.87 HOrz(CT) 0.19 10 n/a n/a BCDL 1 b.0 Code FBC2017/TP12014 Matrix -AS Weight: 333 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 3-15: 2x4 SP No.3 1 Row at midpt 3-16 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 1-21, 14-16, 5-16, 5-14, 6-13, 8-13, 9-11, 1-21: 2x4 SP No.2 1-17, 2-17, 2-16 i REACTIONS. (lb/size) 21=1747/Mechanical, 10=1747/Mechanical Max Horz 21=494(LC 8) i Max Uplift 21=-1179(LC 8), 10=-1075(LC 8) Max Grav 21=1962(LC 14), 10=1871(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 19-21 =-1 82611135, 1-19=-1717/1124, 1-2=1528/903, 2-3=-2406/1530, 3-5=-2393/1524, 5-6=-2440/1604, 6-7=-2273/1528, 7-8=-2576/1594, 8-9=-2925/1692, 9-1 0=-1 784/1091 BOT CHORD 18-19=-215/519, 17-18=-215/519, 16-17=409/1591, 3-16=-336/330, 13-14=-1143/2292, 11-13=-1385/2513, 10-11=-247/382 WEBS 14-16=-1141/2287,5-14=-260/160,6-13=-478/210,7-13=-360/750, 8-13=-482/420, 9-11=1146/2148,1-17=-1339/2182,2-17=-1342/1102,2-16=-905/1267 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=17ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 21=1179,10=1075. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock tie applied directly to the bottom chord. I Thomas A. Albani PE No.39380 MiTek USA; Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. 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 property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tmss systems, see ANSIITP11 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. Tampa, FL 36610 Jdb Truss Truss Type Qty Ply Tubito Res. T14662102 J36494 A07 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 GU 10 wi I ex IrluuJnleb, 111u. vveu Jul zu IG.Vo.9V Gv to rag" I ID:6fllib2ybD xViUgJz3Juyyutka-osgszE3gUnIPNjgoJRQE9BNDFShi9nJBzxMrVxyuXDV 11•e-0 2-9.0 5-0-4 10-0-8 1i 14-8-0 22.1-0 29b-0 35-4-13 41311 47-0-0 2-9-0 2-3-4 S0.4 0. 3-0-0 7-5-0 7-5-0 570.13 5-10.13 6-2-5 1-2-0 6.00 12 Scale = 1:90.7 5x5 = 4x6 = 3x6 = 5x5 = 3x4 II 3x8 = 5x5 = 27 26 - 5x8 = 17 5x8 M18SHS II 2x4 11 3x4 II 2x4 I I 3x4 = 2x4 II 16. '"' 15 JJ .... , 12 3x10 = 3x8 = 4x6 = 3x6 = 5x5 = 11-8-0 2-47-6-0 9-0 5-0-4 10-0-8 1 0 22-1-0 29b-0 38-4�1 2-9-11 23-0 5-0-0 0- 3-0-0 7-5-0 7-5-0 e-10-0 9-1-12 9-1-12 1-2-0 Plate Offsetsl(X Y) f4:0 2 8 0 2-41 f7:0 2 8 0 2 41 f12-Edge 0 3 Ol f16 0-3-8 0-1-81 f20 0-2-12 0-3-01 f25 0-3 8 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 29.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.32 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.56 13-15 >999 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.48 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 370 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD 5-17: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* WEBS 1-27: 2x4 SP 285OF 1.8E REACTIONS. (lb/size) 27=1747/Mechanical, 12=1747/Mechanical Max Horz 27=-542(LC 8) Max Uplift 27=-1189(LC 8). 12=-1066(LC 8) Max Grav 27=1993(LC 14), 12=1975(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORIJ 25-27=1858/982, 1-25=-1769/988, 1-2=-1111/531, 2-3=-1959/1096, 3-4=-2120/1203, 4-5=-2495/1469, 5-6=-2495/1474, 6-7=-2280/1466, 7-9=-2569/1547, 9-1 0=-3047/171 1, 10-1 1=-429/284,11-12=-358/276 BOT CHORD 24-25=-253/606, 23-24=253/606, 22-23=-32/1261, 21-22=-584/2023, 20-21=-584/2023, 5-20=-304/313,15-16=-948/2162,13-15=-1206/2478,12-13=-1362/2591 WEBS 6-16=-508/343, 6-15=-379/87, 7-15=-355/792, 9-15=-589/460, 9-13=-97/281, 10-12=-2758/1453, 3-22=-874/576, 4-20=-668/1012, 1-23=-1082/2013, 2-23=-157411199, I 2-22=-1026/1557, 16-20=-964/2219, 6-20=-701435 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 1 Row at midpt 5-18 1 Row at midpt 1-27, 6-16, 6-15, 9-15, 10-12, 1-23, 2-23, 2-22, 16-20 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Refer to gi ider(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 27=1189,12=1066. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum Thomas A. Albani PE No.39390 sheetrock be applied directly to the bottom chord. Walk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ®WARNING - verify d-rgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use onlywith Mi feM 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 property 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 iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 l, Jdb ` Truss Truss Type Qty Ply Tubito Res. T14662103 J36494 A08 Roof Special 1 1 Jab Reference o tional T_ 1.,. ..•1,:.,.- Inn 1AIcA 1„1 79 17 ()8 A7 2018 Ps e 1 East Coast I mss, R. Pierce, FL - 34946, 3 4-0 8-0-8 11-8-0 20-0-0 �.c�v . inox c-. c.. ,v n„ , �.. ................I ,,,... ....,..,... �.. , �......�. .-.. ... ... .. . ID:6fllib2ybD_xViUgJz3Juyyutka-G30FBa4TF4tG?tF?s8xTiOwMRs4?uFBKBb5010yuXDU 27 6-0 33-1-0 40-1-12 47 6-0 3�-0 4-8-8 3-7-8 8-4-0 7-6-0 5-7-0 7-0-12 7-4-4 Scale = 1:88.6 6.00 12 = 5x5 3x8 = 5x5 = 3 26 27 4 5 5x6 = 5x5 = 4x6 � 1 6 3x6 7 3x6 n 8 4x6 9 42 2 0 0 21 20 9 5x — 28 14 29 5A _ I o a iY 25 24 w 4x6 = 18 17 16 15 >,' 4x6 II 2x4 II 2x4 II 5x5 = 4x6 12 11 10 3x8 M18SHS = 2x4 I 3x8 = 3x4 II 5x8 = 5x6 II 2x4 I I 2x4 11 LOADING ( TCLL 2 TCDL BCLL BCDL 1 LUMBER- 11-8-0 27-6-0 40-1-12 :f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP .0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.33 15-16 >999 240 MT20 2441190 .0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.49 15-16 >999 180 M18SHS 244/190 .0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.19 10 n/a n/a .0 Code FBC2017/TPI2014 Matrix -AS Weight: 354 lb FT = 0% BRACING - TOP CHOW.2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except` BOT CHORD 6-12: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 *Except* 1-25: 2x6 SP No.2 REACTIONS. (lb/size) 25=1744/0-B-0, 10=1744/Mechanical Max Horz 25=-708(LC 6) Max Uplift 25=-1131(LC 8), 10=-1120(LC 8) Max Grav 25=1853(LC 14), 10=1896(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD. 23-25=-171811135, 1-23=-1654/1148, 1-2=-1876/1284, 2-3=2130/1527, 3-4=-1884/1423, 4-5=-2279/1638, 5-6=-2569/1741, 6-8=-3258/2023, 8-9=-2947/1756, 9-1 0=-1 817/1131 BOT CHORD, 22-23=442/585, 21-22=-442/585, 20-21=-775/2120, 19-20=-775/2120, 15-16=-979/2221, 13-15=-1411/2710,6-13=-297/669,10-11=-198/311 WEBS 2-21=-1325/975, 5-15=-450/802, 6-15=-1031/684, 11-13=-1375/2437, 8-13=-70/441, 8-11=-695/524,9-11=-1214/2208,17-19=0/322,3-19=-387/693,16-19=-977/2188, 4-19=648/344, 1-21=-1448/2235 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 1-25, 2-21, 4-16, 4-15, 6-15, 11-13, 9-11, 16-19, 4-19, 1-21 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; Fncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates ale MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss F as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 25=1131, 110=1120. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrocli be applied directly to the bottom chord. Thomas A. Alban! PE No.39360 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 �WARNINC . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev, 1010312015 BEFORE USE. ' 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 t1 J'ob Truss Truss Type Qty Ply Tubito Res. T14662104 J36494 A09 Piggyback Base 1 1 Job Reference o tional 08 . East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MITek Industnes, Inc. Wed Jul 25 I : age ID:6FlIib2ybD_xViUgJz3Juyyutka-CRW7cG5jni7 FAPN_Zzxnp?ivgmZM9gdfvaV6GyuXDS 3-4-0 6-3-0 -6- 11-8-0 1 -6 0 20-0-0 27-6-0 33-1-0 40-1-12 47-6-0 3-4-0 2-11-0 -3- 4-2-0 0-10-0 711 7-6-0 5-7-0 7-0-12 74-4 Scale = 1:85.2 5x5 = 3x6 = 5x8 = 6.00 12 3 26 27 4 5 4x6 3x6 6 2 3x6 4x8 7 3x6 1 8 4x6 9 2 o d 20 0 0 21 0 0 425 24 3x6 = 18 17 16 28 15 14 29 1' 6x8 = — 3x6 � 12x4 11 5x8 6x8 = 4— _ 12 11 10 3x6 3x8 = 2x4 II 2x4 — 3x4 II 5x8 = 5x6 II 2x4 I I 2x4 II 3�-0 6-3-0 11-8-0 1 - 0 20-0-0 27.6-0 33-1-0 40-1-12 4/-b-u i3-0-0 2-11-0 5-5-0 0-10-0 7-0-0 7.6-0 5-7-0 7-0-12 7-0-4 Plate Offsetsl(X Y) f3 0 2 8 0 2 41 f5 0 6 0 0 2 81 f9:0 3 0 0 1 81 110:Edae 0 3 81 fl l:O-4-0 0-1-121 113:0-5-12 0-4-01 f19:0-2-8 0-3-01 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.31 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.47 15-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.16 10 n/a nla BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 341 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 -Except' 2-0-0 oc purlins (3-2-9 max.): 3-5. 6-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-16, 5-16, 6-15, 11-13, 9-11, 16-19, 4-19 1-25: 2x6 SP No.2 REACTIONS (lb/size) 25=174410-8-0, 10=1744/Mechanical Max Horz 25=-589(LC 6) Max Uplift 25=-1126(LC 8). 10=-1125(LC 8) Max Grav 25=1744(LC 1), 10=1885(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2031/1302, 2-3=-2160/1531, 3-4=-1864/1448, 4-5=2128/1662, 5-6=-2546/1753, 6-8=-3231/2035,8-9=-2929/1764,23-25=-169911126,1-23=-1676/1131,9-10=-1806/1136 BOT CHORD 22-23=-614/716,21-22=-614/716,20-21=-780/2033,19-20=-780/2033,15-16=-979/2105, 13-15=-1421/2686, 6-13=-298/665, 10-11=-198/310 WEBS 4-16=-268/231, 5-15=-435/964, 6-15=-1026/683, 11-13=-1383/2418, 8-13=-79/443, 8-11=-689/527, 9-11=-1221/2192, 17-19=0/383, 3-19=-3371618, 1-21 =-1 067/1753. 2-21=556/457, 2-19=-183/396, 16-19=991/2148, 4-19=-663/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Refer to gi�der(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 25=1126,10=1125. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. I Thomas A. Albans PE No.39380 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MITek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 7A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses and truss systems, see ANSIITPI11 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. Tampa, FL 36610 I � - r JLb l Truss Truss Type Qty Ply Tubito Res. T14662105 J36494 A10 Piggyback Base 4 1 Job Reference o tional Last Goast I Fuss, t-t. Fierce, FL - s4V4b, 'Y ID:6ftlib2ybD xViUgJz3Juyyutka-ge4Npc6LY?FrsK aYHVAJ1Yuk35u5aBmuZK2eiyuXDR 3-4-0 6-3-0 1-8-0 -6- 0.0-0 2 -0.0 33- -0 40-1 - 49-0.0 3-4-0 2-11-0 5•SO 7-6-0 7-6-0 5-7-0 7.10-1 8-0-15 5x5 = 3x6 = 3 In 4 5x8 = 5 3x6 III 2x4 II 2x4 II 6x8 = 4xb 13 12 11 4x6 = 3x8 2x4 II 2x4 II 3x6 3x4 = 6x8 = 3x6 2x4 II II 49-0-0 2-11-0 Scale = 1:87.9 T4 l 0 LOADING (psf) TCLL 26.6 TCDL 7.0 BCLL 0.0 - BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.69 BC 0.73 WB 0.99 Matrix -AS DEFL. in (loc) I/deft L/d Vert(LL) 0.30 16-17 >999 240 Vert(CT) -0.46 16-17 >999 180 Horz(CT) 0.16 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 345 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 `Except' 2-0-0 oc purlins (3-2-10 max.): 3-5. 6-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-17, 5-17, 6-16, 12-14, 17-20, 4-20 1-26: 2x6 SP No.2 REACTIONS (lb/size) 26=1734/0-8-0, 11=1875/0-8-0 Max Horz 26=-593(LC 6) Max Uplift 26=-1120(LC 8), 11=-1209(LC 8) Max Grav 26=1734(LC 1), 11=1973(LC 14) FORCES. 0b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2024/1295, 2-3=-2145/1521, 3-4=-1856/1440, 4-5=2112/1649, 5-6=-2524/1737, 6-8=-3196/1997, 8-9=-2806/1689, 24-26=-1689/1120, 1-24=-1666/1125 BOT CHORD 23-24=-569/721, 22-23=-569/721, 21-22=-774/2029, 20-21=-774/2029, 16-17=-961/2086, 14-16=-1397/2676, 6-14=-242/599 WEBS 4-17=-272/224, 5-17=-222/254,5-16=-430/954, 6-16=-10081673, 12-14=-1333/2327, 8- 1 4=-84/494, 8-12=-717/544, 9-12=-1306/2292, 9-11 =-1 883/1232, 18-20=0/383, 3-20=-333/614,17-20=-980/2135, 4-20=-651/322,1-22=-106011742,2-22=-552/455, 2-20=182/389 i NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.1 B; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss lias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This trussi 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 26=1120, 111=1209. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock tie applied directly to the bottom chord. 9) Graphical lu din representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MrrekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building desiggn. 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 stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 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. Tampa, FL 36610 01 Jbb ' Truss Truss Type Qty Ply Tubito Res. T14662106 J36494 At Piggyback Base Girder 1 2 Job Reference (optional) Last Goast I russ, rt. tierce, t- L - 34B4o, 0.4— 5 IVICy — — 10 IVII I CA II IUUJII ICJ, 11IU. V rayc I I D:6flIi b2ybD_xViUgJz3J uyyutka-dOB BE 18 b3dVZ6 e8yfhXe PSd H5to LZXG3Ltp9jbyuXDP 6-3-0 12-6-0 20-0-0 27-&0 30-0-0 33-1-9 37-9-8 42-6-0 47�-0 6-3-0 7-6-0 7-6-D 2-6-0 3-1-0 4-8-8 4-8-B 5-OA Scale = 1:85.2 4x8 M �I 3z6 II 5x8 = 2x4 II 5x8 = 7x6 = 3 �a 9e 4 5 6 3x4 II 4x8 = 4x6 = 2x4 II 6x6 = 3x6 = 3x6 = Vxo — 3x8 = 3x6 = 15 14 13 12 3x4 II 3x6 = 6x8 = 3x6 II 12-6-0 20-0-0 27-6-0 130-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.28 16-17 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.30 16-17 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT) 0.12 12 n/a n/a BCDL 16.0 Code FBC2017/TP12014 Matrix -MS LUMBER- ' BRACING - TOP CHORD, 2x4 SP No.2 `Except' TOP CHORD 9-11,6-9: 2x6 SP No.2 BOT CHORD, 2x4 SP No.2 *Except* BOT CHORD 7-15: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except' WEBS 11-12,1-22: 2x6 SP No.2 REACTIONS. (lb/size) 12=4617/0-8-0, 22=2359/0-8-0 Max Horz 22=765(LC 7) Max Uplift 12=-3658(LC 8). 22=-1666(LC 8) Max Grav 12=4617(LC 1), 22=2435(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2433/1729, 2-3=-2891/2215, 3-4=-3385/2773, 4-5=-3385/2773, 5-6=-4273/3463, 6-7=-4389/3617, 7-8=-4371/3604, 8-1 0=-1 946/1779, 10-11 =-1 946/1779, 11 -1 2=-4555/3680, 1-22=-2380/1679 BOT CHORD 21-22=-734/465, 20-21=-1623/2357, 18-20=-1796/2681, 17-18=-2799/3847, 16-17=-3299/4466, 7-16=-980/885, 13-14=-2488/3165, 12-13=-278/247 WEBS 3-20=-375/435, 5-17=-1786/2209, 6-17=-2161/1912, 14-16=-2517/3204, 8-16=-1810/2501, 8-14=800/728, 8-13=2775/2166, 10-13=-1307/1243, 11-13=-3381/4321, 3-18=-1172/1609, 4-18=-464/459, 5-18=-831/1131, 1-21 =-1 541/2296, 2-21 =-1 023/814, 2-20=-476/723,6-16=-915/590 PLATES MT20 GRIP 2441190 Weight: 827 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5, 6-11. Rigid ceiling directly applied or 7-0-14 oc bracing. Except: 1 Row at midpt 7-16 1 Row at micipt 11-12, 8-13, 11-13 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords, connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. Thomas A. Alban) PE No.39380 6) Plates checked for a plus or minus 0 degree rotation about its center. MiTek USA, Inc. FL Cert 6634 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6904 Parke East Blvd. Tampa FL 33610 8) ' 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. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) July 25,201 E ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. i 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 properly incorporate this design Into the overall ■■■��•i�Yi building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 Job— ' Truss Truss Type Qty Ply Tubito Res. � T14662106 J36494 At Piggyback Base Girder 1 Job Reference (optional) East (;oast I ruSs, I-t. Fierce, t-L - 34946, o—v a Ivicy c r y� ID:6fIlib2ybD_xViUgJz3Juyyutka-dOBBE18b3dVZ6e8yfhXePSd H5toLZXG3Ltp9jbyuXDP NOTES- 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 425 lb down and 461 lb up at 30-0-0, 425 lb down and 444 lb up at 32-3-4, 425 lb down and 444 lb up at 34-3-4, 425 lb down and 444 lb up at 36-3-4, 425 lb down and 444 lb up at 38-34, 425 lb down and 444 lb up at 40-3-4. 425 lb down and 444 lb up at 42-3-4, and 606 lb down and 586 lb up at 44-34, and 606 lb down and 586 lb up at 46-3-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 3-5=-54, 5-6=-54, 6-11=-54, 16-22=-20, 12-15=-20 Concentrated Loads (lb) Vert: 6=-349 9=-349 10=-349 25=-349 26=-349 27=-349 28=349 29=-526 30=-526 1 A WARNINGI - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MIME) 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 property incorporate this design into the overall ■■■��•iYYl' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII 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. Tampa, FL 36610 Jdb Truss Truss Type Qty Ply Tubito Res. T14662107 J36494 Al2 Piggyback Base Girder 1 1 Jab Reference o tional OMG � .T In.lne Ai Inn W-1 .tut 9F 19.OR•6d 901R Pane 1 Last Goasl i russ, I I 0 w I rt. rierce, rL - 3ffW40. ID:6fl1ib2ybD_xViUgJz3Juyyutka-ZPJuf79sbEIGLyHLn6Z6UtjcbhU31RyMoBIGnUyuXDN 3�-0 7-11-12 1 12-7-8 17-3A 21-11-0 23-11-0 27-0-3 31-1-5 35-0-0 3-4-0 4-7-12 4-7-12 4-7-12 4-7-12 2-0-0 , 3-7-3 r 3-7-3 3-10-11 NAILED Scale = 1:75.3 6.00 12 NAILED 4x4 = NAILED NAILED NAILED NAILED Sx5 = 3x4 = 3x4 = 3x4 = 3x4 = 2x4 II NAILED 3x4 = 3x4 = 3x6 = I t __ _ 7 Ft — 9 — .,, 10 11 43 2x4 26 44 25 3x4 = 3x4 = 4x6 = 17 16 3x4 = 3x4 = 3x6 I 4x6 I 1x4 II 3x4 = 3x4 = 3x8 = 1x4 II 2x4 II 4x8 = 3-4-0 7-11-12 12-7-8 17-3-4 i21-11-0 ,23-11-0 27-0-3 31-1-5 35-0-0 3-4-0 4-7-12 4-7-12 4-7-12 4-7-12 2-0-0 3-7-3 3-7-3 3-10-11 Plate Offsets (X Y) 12 0 2 8 0 2-41 115.0 2 12 0 2 O1 118.0 2 12 0 2 O1 119:0-3-0 0-0-41 — LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.16 22-23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.24 22-23 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(CT) 0.16 12 n/a n/a BCDL 0.0 Code FBC2017/TP12014 Matrix -MS Weight: 388 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 *Except` except end verticals, and 2-0-0 oc purlins (4-8-12 max.): 2-11. 7-17,8-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 `Except` 1 Row at midpt 18-34, 15-28 11-12,1-26: 2x6 SP No.2 WEBS 1 Row at midpt 11-12, 3-22, 4-21, 5-20, 18-27, 14-30, 13-32, 13-33, 1-26, 2-24, 2-22 JOINTS 1 Brace at Jt(s): 11, 27, 28, 29, 30, 31, 32, 33, 34, 35 REACTIONS. (lb/size) 12=1037/0-8-0, 26=121810-8-0 Max Horz 26=686(LC 5) Max Uplift 12=-752(LC 8), 26=-790(LC 8) Max Grav 12=1467(LC 36), 26=1484(LC 37) FORCES. I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-366/300, 2-3=-1190/795, 3-4=-1445/957, 4-5=-1535/1007, 5-7=-13961916, 7-8=-1376/902, 8-9=-1300/858, 9-10=-1081/721, 10-11=-776/551, 11-12=-1418/793, 24-26=-1415/815,1-24=-257/214 BOT CHORD 23-24=-677/751, 22-23=-677/751, 21-22=840/1299, 20-21=-908/1553, 18-20=-930/1643, 15-28=878/486, 8-28=-850/470, 14-15=-620/1030, 13-14=-419/623, 12-13=-253/232 WEBS 3-22=-868/611, 3-21=-391/728, 4-21=-504/348, 4-20=-112/343, 5-27=-533/331, 18-27=-516/322, 15-29=-398/807, 9-29=-398/805, 14-30=-974/540, 9-30=-974/540, 14-31=543/1129, 10-31=-549/1144, 13-32=-1278/712, 10-32=-1278/712, 13-33=708/1438, 11-33=-728/1482, 15-18=-742/1321, 18-35=-404/760, 8-35=-400/754, 2-24=-1373/824, 2-22=622/1254 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp G; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=752,' 26=790. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) "NAILED" indicates 3-10d (0.148"xY) or 3-12d (0.148" x3.25") toe -nails per NDS guidlines. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always i required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 6834 6904 Parke East Blvd. Tampa FL 33810 Date: MiTek' 6904 Parke East Blvd. Tampa, FL 36610 July 25,2018 Truss Qty JPly I Tubito Res. T14662107 J36494 I IA12 Type back Base Girder East Coast Truss, Ft, Pierce, FL - 3494b, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 2-11=-54, 25-26=-20, 18-23=-20, 16-17=-20, 12-15=-20 Concentrated Loads (lb) Vert: 1 0=37(B) 37=37(B) 38=37(B) 39=37(B) 40=37(B) 41 =37(B) 42=76(B) I 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:08:54 2018 Page 2 ID:6fl1ib2ybD_xViUgJz3Juyyutka-ZPJuf79sbEIGLyHLn6Z6UtjcbhU31RyMoBIGnUyuXDN WARMING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid far 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 properly incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV I iTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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. Tampa, FL 36610 4 Job ' Truss Truss Type Qty Ply Tubito Res. T14662108 J36494 A13 Piggyback Base 3 1 Job Reference (optional) c oqn � nAwOd 9n1A MiTak Inri—trips: Inr. Wed .lul 25 12,08,55 2018 Paae 1 Last tloast 1 russ, rt. rierce, ru - 0-40. --- ID:6flIib2ybD_xViUgJz3Juyyutka-1 btGsJAU MYt7z5sXKg4L04F144pRmsmV 1 r1 pJwyuXDM 9-6-5 9 -6 15-8-10 21-11-0 3-11-0 26-5-0 28-4-8 32-10-0 35-0-0 3-4-0 6-2-4 6-2-6 2-0-0 2-6-0 1-11-8 4-5-8 2-2-0 6.00 12 5x5 = Scale = 1:82.4 3x4 = 3x4 = 3x4 = 3x4 = 3x8 = 3x4 5x6 II 1x4 II 2x4 I 1x4 II 3x6 = 3x10 M18SHS = 1x4 II 1x4 11 1x4 II 1x4 I 4x8 = 1x4 II 3x4 = 34-0 9-6-6 15-8-10 21-11-0 ?3-11-01 26-6-0 1284-8 1 32-10-0 135-0-0 , LOADING '(psf) V ` SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.26 TC 0.65 Vert(LL) -0.25 24-25 >999 240 PLATES GRIP MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.40 24-25 >999 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.16 9 n/a n/a Weight: 308 lb FT = 0% BCDL 10.0 Code FBC2017rrP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 `Except' 2-0-0 oc purlins (4-9-14 max.): 2-8. 5-20: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. Except: WEBS 2x4 SP No.3 `Except` 1 Row at midpt 5-21 8-9,1-28: 2x6 SP No.2 WEBS 1 Row at midpt 8-9, 1-28, 2-26, 3-24, 4-23, 2-24, 7-13, 8-13 JOINTS 1 Brace at Jt(s): 8, 15 REACTIONS. (lb/size) 9=1278/0-8-0, 28=1278/0-8-0 Max Horz 28=686(LC 5) Max Uplift 9=-830(LC 8), 28=-820(LC 8) Max Grav 9=1492(LC 13), 28=1424(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-395/306, 2-3=-1253/904, 3-4=-1411/1061, 4-5=-1400/1053, 5-7=-1407/1054, 7-8=-1027/767, 9-11 =-1 409/861, 8-11 =-1 305/865, 26-28=-1337/847, 1-26=-279/218 BOT CHORD 25-26=-689/732, 24-25=-689/732, 23-24=-908/1361, 5-18=-338/340, 15-18=-728/1035, 14-15=728/1035,13-14=-728/1035,12-13=-278/258,11-12=-278/258 WEBS 2-26=-1275/872, 3-24=-708/574, 4-23=-359/319, 2-24=-664/1198, 18-23=-874/1402, 3-23=-273/471, 7-13=-914/732, 8-13=-890/1502, 7-18=-463/773 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=35ft; eave=5ft; Cat. 11; Exp 0; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) Provide !mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=830, 28=820. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MiTek USA, Inc. FL Cent 6034 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 AWARNING - verity design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. �` 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 properly incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VI iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 Truss A14 Type >ack Base Girder 1 1 1 Tubito Res. T14662109 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI WEBS Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:08:57 201E Page 1 ID:6flIib2ybD_xViUgJz3Juyyutka-z?1H?Bku97rCPOwSF7p6VK5auSrErYoV9WwOoyuXDK 34-0 9-6-8 15-7-0 21-11-0 26-2-3 - 30-5-5 35-0-0 3-4 0 6-2-8 6-0-8 6-4-0 4-3-3 4-3-3 4-6-11 Scale = 1:72.5 6.00 12 3x8 = 3x6 = 5x5 = 3x4 = 1x4 I 3x4 = 3x4 = 3x8 = NAILED 2x4 II 2x4 21 2ti 20 3x4 = 3x8 = 4x6 5x5 = 3x4 = 1x4 II 4x6 II 1x4 II 4.00 L121115 = 5x8 = 1x4 II 21-11-0 22-11-0 26-2-3 30-5-5 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.29 17-18 >999 240 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.45 17-18 >912 . 180 0.0 * Rep Stress Incr NO WB 0.63 Horz(CT) 0.17 10 n/a n/a 10.0 Code FBC2017/TPI2014 Matrix -MS BRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.2 2x4 SP No.3 *Except* BOT CHORD 9-10,1-21: 2x6 SP No.2 WEBS JOINTS REACTIO S. (Ib/size) 10=1240/0-8-0, 21=127610-8-0 Max Horz 21=686(LC 5) Max Uplift 10=-857(LC 8), 21=-821(LC 8) Max Grav 10=1417(LC 36), 21=1451(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-379/299, 2-3=1279/905, 3-4=-1459/1064, 4-5=-1459/1064, 5-7=-1265/958, 7-8=-1096/837, 19-21=-1359/846, 1-19=-263/208 BOT CHORD 18-19=-690/739, 17-18=-690/739, 16-17=-909/1387, 14-16=-946/1443, 12-13=-752/1097, 11-12=-511/691,10-11=-511/691,13-14=-990/1538 WEBS 7-12=-799/573,8-12=-595/984, 8-22=-1443/877,10-22=-1424/825,5-14=-256/637, 5-13=-1068/617, 7-13=-360/650, 3-17=-714/580, 3-16=-277/5b9, 4-16=-331/329, 2-19=-1298/852, 2-17=-669/1236 PLATES GRIP MT20 244/190 Weight: 331 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-8-6 max.): 2-9. Rigid ceiling directly applied or 5-11-8 oc bracing. 1 Row at midpt 9-10, 7-12, 8-12, 10-22, 1-21. 5-13, 3-17, 4-16, 2-19, 2-17 1 Brace at Jt(s): 9, 22 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp G; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide 'adequate drainage to prevent water ponding. 4) Plates c�' ecked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Provide 'mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=857121=821. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7477 rev. 10/07/2015 BEFORE USE. 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 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Irjformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Thomas A. Albani PE No.39360 MITek USA, Inc. FL Cert 6634 6904 Padre EastBlvd. Tampa FL 33610 Date: MiTek' 6904 Parke East Blvd. Tampa, FL 36610 July 25,2018 Jdb t Truss Truss Type Qty Ply Tubito Res. T14662109 J36494 A14 Piggyback Base Girder 1 1 I Job Reference (optional) v i..a.,....,e.. i.... rnro.r I oa 1 -�•nn•S7 9n1a Pana 2 East Coast Truss, Ft. Pierce, FL - 34946, 8.420 o May M 2018 . �� ��• -• -- •- • - _ _ ID:6fl1ib2ybD_>NUgJz3Juyyutka-z_?1 H?Bku97rCPOwSF7p6VK5auSrErYoV9WwOoyuXDK LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-54,2-9=-54,20-21=-20, 14-16=-20, 10-13=-20,13-14=-20 Concentrated Loads (Ib) Vert: 26=40(F) ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. 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 property 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 iTek• is alwaysi required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Sob Truss Truss Type Qty Ply Tubito Res. T14662110 J36494 A15 Piggyback Base Girder 1 Job Reference o lional a..-\� .- 1.... \Ale.l 15 ')F 1�•nR•FA 7n1R Dene 'I test Boas[ I russ, rl. ritn( ,- ID:601ib2ybD_xViUgJz3Juyyutka-RAYPU LCMfrGigZb6Oye2ejtMmlwRzJOyjpGUwFyuXDJ 3: 8 5-12 13-5 12 18-0-0 21-11-0 3-11-0 27-11-11 32-0-0 36-1-1 40-5-4 3-0-0 5-1-12 5-0-0 4-10-4 3-7-0 2-0-D 4-0-11 4-0-11 4-0-11 4-4-3 6.00 12 5x5 = i 2x4 3x4 = 3x4 = ' 2x4 II zn 3 4 31 5 c„c — n..A = AAA = '>x4 I I 4xa = 4x1`1 = 2x4 11 29 28 3x4 = 3x8 = 4x6 = 4x6 = 20 19-••- 3x4 = 3x8 = 2x4 II 5x5 = 3x6 II 2x4 II 46 = 4x6 = 2x4 II 2x4 11' 5x8 = Scale=1:76.1 34-0 8-5-12 13-5-12 18A-0 21-11-0 23-11-0 27-11-11 32-0-0 i 36-1-1 40.5-4 3 OT 5-1-12 5-0-0 4-10-4 3-7-0 2-0-0 4-0-11 4-0-11 4-0-11 4�-3 Plate Offsets (X Y)— 12.0 2 8 0 2-41 16.0 5-8 0 4 Ol 114.0 2-4 0-3-01 118.0-5-8 0-2-81 f21.0-5-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.12 21-22 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.15 25-26 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(CT) 0.12 14 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 819 lb FT = 0% LUMBER- i BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD. Structural wood sheathing directly applied or 6-0-0 oc purlins, 6-11,11-13: 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-5, 6-22, BOT CHORD 2x4 SP No.2 `Except' 6-13. 7-20,8-19: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except* 6-0-0 oc bracing: 20-21,19-20. 13-14,1-29: 2x6 SP No.2 1 Row at midpt B-18 WEBS 1 Row at midpt 13-14, 12-14, 1-29 REACTIONS. (lb/size) 14=326610-7-4, 29=1657/0-8-0 Max Harz 29=746(LC 5) Max Uplift 14=-2157(LC 8), 29=-1020(LC 8) Max Grav 14=3981(LC 13), 29=1763(LC 15) FORCES. I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-386/310, 2-3=1540/1065, 3-4=-1960/1355, 6-7=-2787/1974, 7-8=-2757/1951, B-9=-2517/1761, 9-10=-2278/1555, 10-12=-2278/1555, 13-14=-806/462, j 27-29=-1726/1056,1-27=-268/229 BOT CHORD 26-27=-804/938, 25-26=-804/938, 24-25=-1097/1715, 22-24=-1634/2865, 21-22=-1646/2854, 8-18=-317/234, 17-18=-1598/2750, 16-17=-1530/2609, 15-16=-1022/1753, 14-15=-1022/1753 WEBS 3-25=-11431789, 3-24=-577/983, 4-24=186/424, 4-6=-2017/1415, 6-24=-13101868, 8-17=-305/256, 9-17=-175/341, 9-16=-591/438, 10-16=619/414, 12-16=-880/1312, 12-14=-3544/1950, 2-27=-1610/991, 2-25=-900/1542, 18-21 =-1 570/2713, B-21=-287/434 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section.. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C,; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. Thomas A. Albani PE No.39380 6) Plates checked for a plus or minus 0 degree rotation about its center. MITek USA, Inc. FL Cart 6634 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6904 Parke East Blvd. Tampa FL 33610 8) ' 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 Date: will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) July 25,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekdO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chortl members only. Additional temporary and permanent bracing M iTe k• is always Irequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIII 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. Tampa, FL 36610 , Truss City IPIy I Tubito Res. T14662110 15 East Coast Truss, Ft. Pierce, FL - 34946, Type back Base Girder K 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:08:59 2018 Page 2 ID:6fllib2ybD_xViUgJz3Juyyutka-wM6nihD_QmOZRjAIZg9HBwQXWhGgimG5yT? 1 ShyuXDI NOTES- 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 453 lb down and 203 lb up at 33-1-0, 791 lb down and 355 lb up at 35-1-0, and 791 lb down and 355 lb up at 37-1-0, and 791 lb down and 355 lb up at 39-7-0 on top chord. The design/selection of such connection device(s) is the responsii ility of others. LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=54, 2-5=-54, 6-13=-54, 28-29=-20, 21-26=-20, 19-20=-20, 14-18=-20 Concentrated Loads (lb) Vert: 33=315 34=-550 35=-550 36=-550 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always 'required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII 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. Tampa, FL 36610 6 Type Base Qty 1Ply I Tubito Res. T14662111 iss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:00 2018 Page 1 I D:6fllib2ybD_xViUgJz3Juyyutka-OZg9v1 EcB4 WQ3tIV7NgWjBydG5VgR71EB71a?7yuXDH 3-4-0 890 14-2-0 �-8-44, 21-11-0 23-11-0 30-5-4 35-3-8 40-5-4 1 3-4-0 5-5-0 55 0 1.64' 6-2-12 2 0 0 6-6-4 4-10-4 5-1-12 1.6-12 Scale = 1:79.2 4x6 11 5X6 = 5x5 = 3x4 = 5x5 =5x5 = 4X8 2x4 11 5x5 = �•• 3X5 — 4Xb — 2x4 II 4x6 = 2x4 II 2x4 II 5x8 = —14-2-0 15-8-4, 21-11-0 73-11-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 10.0 BCDL 10.0 i SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.63 BC 0.82 WB 0.92 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft L/d -0.23 17-19 >999 240 -0.46 12-13 >999 180 0.18 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 342 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 `Except` 2-0-0 oc purlins (3-7-10 max.): 2-4, 5-8. 10-25. Except: 6-16,7-15: 2x4 SP No.3 6-0-0 oc bracing: 12-25 WEBS 2x4 SP No'3 *Except* BOT CHORD Rigid ceiling directly applied. Except: 1-24,10-12: 2x6 SP No.2 1 Row at midpt 6-17. 7-14 WEBS 1 Row at midpt 3-20, 5-19, 7-13, 1-24, 9-12, 2-22, 2-20, 5-17 REACTIONS. (lb/size) 24=1477/0-8-0, 12=1582/0-7-4 Max Horz 24=-673(LC 6) Max Uplift 24=-959(LC 8), 12=-1050(LC 8) Max Grav 24=1670(LC 14), 12=1772(LC 14) - i FORCES. l (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-395/264, 2-3=-1406/994, 3-4=-1742/1242, 4-5=-1953/1360, 5-6=-2066/1436, 6-7=-2054/1428, 7-8=-1563/1108, 8-9=-1762/1158, 22-24=-1568/981, 1-22=-287/209, 12-25=-356/317, 10-25=-351/311 BOT CHORD 21-22=-261/836, 20-21=-261/836, 19-20=477/1540, 17-19=-901/2089, 13-14=908/1989, 12-13=-565/1143 WEBS 3-20=-10121726. 3-19=475/875, 4-19=-441/726, 5-19=1211/910, 7-13=-806/441, 8-13=-208/465,9-13=-151/560, 9-12=-1666/996, 2-22=-1528/922,2-20=-822/1475, 14-17=-842/2076, 7-17=-236/610 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C`, Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 24=959,12=1050. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 69D4Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev. 10/03/2015 BEFORE USE. 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 sllstem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p�.��`YY building esign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I V IiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatio{I, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 Job 7 Type Special Res. T14662112 C CA ab uss, Ft. Pierce, FL - 34946. 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:01 2018 Page 1 ID:6fllib2ybD_xViUgJz3Juyyutka-sIEX7NFFyOeHhOKhh4BIGLVo 1 Vg5AazOPnU8XayuXDG 3 4 12 8 9 D 14 1 4 17 8 4 21-11-0 23-11-0, 28 2-2 32-5-4 36-5� 40-5-4 p2-0-0, 3-4-12 5 -0-4 3-7-0 4-2-12 2-0-0 4-3-2 4-3-2 4-0-0 4-0-0 6 12 Scale = 1:78.7 6.00 12 5x5 = 3x4 = 5x5 = o 'I7 3 4 3x4 4x6 = 25 cn 24 3x4 = 3x8 — 4x6 = 17 16 3x8 = 5x5 = 4x6 I 2x4 II 4x6 = 5x6 = 2x4 II 2x4 II 5x8 = 36-0 14-14 17-8-4 21-11-0 3-11-0 32-5-4 40-5-4 3-6-0 5-3-0 5-4-4 3-7-0 4-2-12 2-0-0 8Fi-0 8-0-0 Plate Offsets (X Y1— 12 0-2 8 0 2-41 14:0 2 8 0 2-41 1970-2 8 0 2-41 113.0 2-4 0-3-01 f15.0-2-0 0-3-41 f18.0-2-12 0-3-01 — LOADING SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP ,(psf) TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.25 18-20 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.46 18-20 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.18 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2O14 Matrix -AS Weight: 339 lb FT = 0% I BRACING - LUMBER- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 *Except* 2-0-0 oc purlins (3-9-7 max.): 2-4, 5-9, 11-26. Except: 6-17,7-16: 2x4 SP No.3 6-0-0 oc bracing: 13-26 WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied. 1-25,11-13: 2x6 SP No.2 i WEBS 1 Row at midpt 3-21, 5-20. 1-25, 2-23, 2-21, 8-14, 10-13 REACTIONS. (Ib/size) 25=1477/0-8-0, 13=158210-7-4 / Max Horz 25=-675(LC 6) Max Uplift 25=-959(LC 8), 13=-1050(LC 8) Max Grav 25=1655(LC 14), 13=1687(LC 14) FORCES. I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-395/266, 2-3=-1362/992, 3-4=-167111237, 4-5=-1897/1318, 5-6=-2288/1563, 6-7=-2274/1557, 7-8=-2148/1480, B-9=-1461/1042, 9-10=-1643/1099, 23-25=-1550/981, 1-23=-288/211, 13-26=-290/279, 11-26=-284/273 BOT CHORD 22-23=-263/829, 21-22=-263/829, 20-21=-475/1496, 18-20=-1144/2324, 16-17=-303/0, 7-15=-775/464, 114-15=-915/1824, 13-14=-491/985 WEBS 3-21=-996/723, 3-20=-476/856, 4-20=-353/666, 5-20=-1264/914, 9-14=-279/503, 2-23=-1515/900, 2-21=-816/1452, 8-15=-291/654, 8-14=-891/576, 15-1 8=-1 02712296, 7-18=-290/626, 10-14=-213/666, 10-13=16531979 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C'; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 25=959,I 13=1050. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. , Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 1010312015 BEFORE USE. ` 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 s�stem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall MiTek building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI iTek� is alwayslrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatiop, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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, Tampa, FL 36610 J36494 East C m 0 m IA18 Truss, Ft. Pierce, FL-349, 3-310 5-1-4 3-3-0 1-104 6.00 12 5x5 = 2 5x8 = 3x4 1 Truss Type Roof Special 6, ID: 10-7-4 16-1-4 19-8-4 21-11-023-11 5-6-D_ 5-6-0 3-7-0 2-2-12 2x4 II 5x8 = Qty Ply Tubito Res. 1 1 Job Reference o tional 8.220 s May 24 2018 MiTek Industries, Inc. V ib2ybD xViUgJz3Juyyutka-o8MIY2GVU?u?WKU40V 2g_2.2 341 4 40-5- 5-3-2 5-3-2 6-0-0 dvA = 27 31 26 5x5 = 3x8 = 3x4 =4 6 = 18 17---- 3x8 — 3x4 = 3x6 II 3x6 I I 2x4 11 46 — 4x6 = 2x4 II 2x4 I 6x8 = 3-0-0 5-1-4 10-7-4 16-1-4 19-8� 21-11-0 3-11-0 29-2-2 34-5-0 40-5-4 31-0 1-7, 5-6-0 5.6-0 3-7-0 2-2-12 2-0-0 5-3-2 5.3-2 6-0-0 Platy: nffsefc IM Y1— r3-0-5-4.0-2-81.15:0-6-0.0-2-81.r10:0-6-0,0-2-81 I1970-2 12 0 3-41 T14662113 2018 Pagel Scale = 1:80.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.28 19-21 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.36 19-21 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.16 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 346 lb FT = 0% BRACING - LUMBER- I d h th' direct) a lied exce tend verticals TOP CHORD 2x4 SP No.2 TOP CHORD Structure woo s ea Ing y pp p BOT CHORD 2x4 SP No.2 `Except` Except: 7-18,8-17: 2x4 SP No.3 6-0-0 oc bracing: 13-28 WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied. 1-27,11-13: 2x6 SP No.2 WEBS 1 Row at midpt 3-23, 3-22, 5-22, 6-21, 1-27, 2-25, 2-23 REACTIONS. (lb/size) 27=1477/0-8-0, 13=1582/0-7-4 Max Horz 27=-670(LC 6) Max Uplift 27=-959(LC 8), 13=-1050(LC 8) Max Grav 27=1588(LC 14), 13=1582(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-354/269, 2-3=-11871879, 3-4=-1584/1179, 4-5=-1584/1179, 5-6=-2084/1495, 6-7=-2493/1752, 7-8=-2483/1748, 8-9=-1922/1409, 9-10=-1922/1409, 10-11=-1423/982, 25-27=-1502/979,1-25=-255/216,13-28=-1522/1066,11-28=-1519/1061 BOT CHORD 24-25=-261/786, 23-24=-261/786, 22-23=-397/1155, 21-22=-946/1954, 19-21=-1423/2503, 8-16=-260/201, 15-16=-1325/2344, 14-15=-590/1191 WEBS 3-23=-1522/1172, 3-22=-758/1178, 4-22=-339/334, 5-22=-649/392, 5-21=-740/1188, 6-21=-1233/916, 8-15=-678/405, 9-15=-300/307, 10-15=-723/1131, 10-14=-535/393, 11-14=-738/1330, 2-25=-1542/817, 2-23=-1187/1741, 16-19=-1275/2321, 8-19=-266/568 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=40ft; eave=5ft: Cat. II; Exp C Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates chlecked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 27=959, 3=1050. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 A WARNING - verny design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II.7473 rev. 10/03/2015 BEFORE USE. • 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always[equired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I i I I Job f ' J36494 East Coast l Truss Truss Type Qty Ply Tubito Res. A19 Roof Special 1 1 T14662114 ------------ iss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:04 2018 Page 1 I D:6fllib2ybD_xViUgJz3Juyyutka-G KwglOH7FJOsYU2GMDISu_7 KUipPNxzg6ljoBvyuXDD 3-5.4 3- -12 3 7-1-4 12.7.4 18-1-4 21.8-4 23.11-0 30-2-2 36-5-4 40-5-4 2-0.0 3-D•12 0. -4 38-0 5-6-0 5-6.0 3-7-0 2-2-12 6-3-2 6.32 40-0 -6-12 0.2-4 Scale = 1:81.8 6.00 12 5x5 = 2 3x4' " 25 31 24' as 5x5 = S4 3x8 — 5x61WB = �� 17 16""" 3x4 = 3x8 = 3x6 II 4x6 II 2x4 II 4x6 = 4x6 = 2x4 II 2x4 II 5x8 = 3 6-0 7-1 4 12-7-4 18-1-4 21-11-0 z3-11-0 30-2-2 36-5.4 40-5 4 31-0 T3-7-4 51-0 5-6-0 3-9-12 2-0-0 6-3-2 6-3-2 4-0-0 Plate Offsets (X Yl 13:0 5-4 0 2 81 15:0 2 8 0 2 41 16:0 4 0 0-2 21 1970 2 8 0 2 41 115:0-5-8 0-2-81 118:0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.38 18-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.73 18-20 >656 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.19 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 315 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except` 6-17,7-16: 2x4 SP No.3, 18-19: 2x4 SP No.1 WEBS 2x4 SP No.3 `Except` BOT CHORD 1-25,10-12: 2x6 SP No.2, 15-18: 2x4 SP N0.2 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 25=1477/0-8-0, 12=1582/0-7-4 Max Harz 25=-670(LC 6) Max Uplift 25=-959(LC 8), 12=-1050(LC 8) Max Grav 25=1642(LC 14), 12=1582(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-379/262, 2-3=-1715/1202, 3-4=-2038/1410, 4-5=-2038/1410, 5-6=-3503/2391, 6-7=-3040/2052, 7-8=-2175/1538, 8-9=-1026/790, 9-10=-1168/823, 23-25=-1547/979, 1-23=-275/206, 12-26=-1549/1059, 10-26=-1544/1053 BOT CHORD 22-23=-264/777, 21-22=-264/777, 20-21=-589/1594, 18-20=-1207/2277, 6-18=-1660/1159, 7-15=-393/242,14-15=-1651/2810,13-14=-1250/2175 WEBS 3-21 =-1 698/1268, 3-20=-661/1078, 4-20=-324/326, 7-14=878/516, 8-14=-269/660, 8-13=15281981, 9-13=-1151307, 10-13=-762/1315, 2-23=-1537/846, 2-21 =-1 375/2071, 5-20=-422/309, 5-18=-1184/1838, 15-18=-1568/2933. 7-18=360/796 Structural wood sheathing directly applied, except end verticals. Except: 6-0-0 oc bracing: 12-26 Rigid ceiling directly applied. 1 Row at midpt 3-21, 7-14, 8-13, 1-25, 2-23, 2-21, 5-20, 5-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 25=959,112=1050. Thomas A. Albani PE No.39380 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum MiTek USA, Inc. FL Cert 6634 sheetrock be applied directly to the bottom chord. 6964 Parke East Blvd. Tampa FL 33618 Date: July 25,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. 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 properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is alwayslrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatioh, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 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. Tampa, FL 36610 i J5b J36494 East Coast Tt Truss Type Special Girder Qty Ply Tubito Res. 1 1 T14662115 Is, Ft. Pierce, FL - 34946. 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:06 2018 Page 1 ID:6fllib2ybD_xViUgJz3Juyyutka-Cj1 QA41NmwGZnoCeUenwzPCbNWy8rsg7Z3CvCnyuXDB 1 0-1 5-5-4 9-1-4 14-7-4 20-1-4 23-8-4 28-7-4 33$-4 38-5-4 40-5-4 2-0-0 1-0-1 4-4-8 3-8-0 5-6-0 5-6-0 3-7-0 4-11-0 4-11-0 4=11-0 2-0-0-12 Scale = 1:80.2 6.00 12 5x5 = 3x4 11 1 1 2 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI WEBS FORCES. TOP CHC BOT WEBS 5x5 = 3 I 2331 32 22 5x5 = 3x8 = I i 1�0-12 5-5-4 , 21 33 20 34 19 187x8 = 3x4 = 3x4 = 6x6 = 2x4 II 14-7-4 23-11-0 NAILED NAILED NAILED 4x4 = 5x8 = 3x6 = 9 NAILED 4x8 11 3x4 2g 30 12 0 • 2m N M N 15 NAILED 14 13 d '- 35 36 37 38 3x4 = 4x4 = 3x4 = 3x6 I I NAILED NAILED Special NAILED 33-6-4 )SD SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP 0.0 Plate Grip DOL , 1.25 TC 0.78 Vert(LL) 0.49 7-17 >988 240 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.46 16-17 >999 180 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.11 13 n/a n/a 0.0 Code FBC2017IrP12014 Matrix -MS Weight: 337 lb FT = 0% BRACING- 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, 7-10: 2x6 SP No.2 2x4 SP No.2 `Except' 7-18: 2x4 SP No.3 BOT CHORD 2x4 SP No.3 `Except` 1-23,11-13: 2x6 SP No.2 WEBS (lb/size) 23=1454/0-8-0, 13=143610-7-4 Max Horz 23=-621(LC 6) Max Uplift 23=-1086(LC 8). 13=-1732(LC 8) Max Grav 23=1631(LC 37), 13=1811(LC 37) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-376/348, 2-3=-878/801, 3-4=-1028/836, 4-5=-166911335, 5-6=-2208/1778, 6-7=-4202/3455, 7-8=-3699/3011, 8-9=-3292/2896, 9-10=-2306/2189, 10-11=-887/909, 1-23=-346/323, 13-24=-1812/1752, 11-24=-1806/1746 22-23=-248/437, 21-22=-986/1740, 20-21 =-1 440/2259, 19-20=-165012386, 18-19=-262/312,7-17=-2073/1749,16-17=-2675/3235,15-16=-1965/2263, 14-15=-643/709 3-22=-149/289, 4-22=-1665/1285, 4-21=-518/826, 5-21=-938/706, 5-20=-219/456, 6-20=-350/329,6-19=-236/275,17-19=-1416/2111,6-17=-2180/2496,8-17=-663/952, 8-16=-704/514, 9-16=-925/1288, 9-15=-1175/1027, 10-15=-1838/2063, 10-14=-1105/964, 11-14=-1355/1430,2-23=-1484/1092,2-22=-1068/1553 except end verticals. Except: 5-6-0 oc bracing: 13-24 Rigid ceiling directly applied or 3-6-5 oc bracing. Except: 1 Row at midpt 7-17 1 Row at midpt 4-22, 5-21, 6-20, 6-17, 10-15, 1-23, 2-23, 2-22 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp Ck Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates ctliecked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 23=1086,13=1732. 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 lb down and 199 lb up at 38-4-8 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). an ar ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. 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 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 is alwayslrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatiop, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert'6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 i�lY�• � MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job y Truss Truss Type City Ply Tubito Res. T14662115 J36494 A20 Roof Special Girder 1 d Job Reference (optional East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 2512:09:07 2018 Page 2 ID:6fllib2ybD_xViUgJz3Juyyutka-hvboNQJ?XEOQPxnr1 L19Wclm7wuNaJvGojxSlDyuXDA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 2-3=-54, 3-4=-54, 4-6=-54, 6-7=-54, 7-10=-54, 10-11=-54, 11-12=-54, 18-23=-20, 13-17=-20 Concentrated Loads (lb) Vert:10=20(F)8=20(F)14=46(F)27=20(F)28=20(F)29=20(F)30=20(F) B ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. �e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not? �1�• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall -•Y building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always) required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI7 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Irjformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jbb '' Truss Truss Type Qty Ply Tubito Res. T14662116 J36494 A21G Roof Special Girder 1 Job Reference (optional) Last coast (runs, rt.rterce,rL-ovyro,- ID:6fllib2ybD xViUgJz3Juyyulka-dHjZo6LG3re8eFxD9mKdblgDXjdW2GgZFOQZp6yuXDB ,1 7 0 4-6-2 7-5-4 11-1-4 15-6-9 20-0-0 r22-1-4 , 25-8-4 ,27-11-12 30-11-2 34-2-0 , 1_7' 2 p_l�_2 2 3 8-0 4-5-5 4-5-7 2 1-4 3-7-0 2. _B 2-11 6 3-2-14 2x4 II 6x8 = 6.00 112 4x8 = 3x4 = 4x8 = 1 2 3 4 26 25 24 23 HUS26 22 HUS26 20 HUS26 19 HU52b HuJ2b 17 16 nuoco 15 14 3x10 II 3x8 = 3x4 = 4x6 = 3x6 = 7x12 = 46 = 3x8 = 2x4 II 3x8 = 3x4 II 2x4 II HUS26 HUS26 2x4 II HUS26 HUS26 HUS26 HUS26 Special HUS26 HUS26 Scale = 1:76.7 1 �1 7 0 4-6-2 7-5-4 11-1-0 1 15-6-9 20-0-0 22-1-4 25-8-4 ,27-11-121 32511-2 342_ 1_7� 3-0 —r 4-5-5 4-5-7 2-1-4 4 3-7-0 2-3-8 2-11.6 3-2-14 Plate Offsets (X Y) r4 0 5-4 0 2 Ol r5:0 5-4 0 2 O1 r8:0 2 8 0 2-41 r9 0 5-4 0 2 O1 r11:0 2-12 0-3-41 119:0-6-0 0-4-121 r27:0-2-12 0-2-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.09 22-23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.09 22-23 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(CT) 0.00 14 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -MS Weight: 736 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 11-13: 2x6 SP No.2 except end verticals. BOT CHORDI 2x6 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-25: 2x4 SP No.3 6-0-0 oc bracing: 17-19. WEBS 2x4 SP No.3 `Except` 10-0-0 oc bracing: 25-27 1-28,13-14,7-19: 2x8 SP No.2 WEBS 1 Row at midpt 6-19 REACTIONS: (lb/size) 28=2770I0-8-0, 14=81210-8-0, 19=7475/0-4-12 Max Horz 28=-487(LC 6) Max Uplift 28=-2458(LC 4), 14=-459(LC 8), 19=5671(LC 8) Max Grav 28=3066(LC 26), 14=812(LC 1), 19=7965(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD, 1-28=-2679/2191, 1-2=-669/606, 2-3=-682/617, 3-4=-1246/1077, 4-5=-1755/1393, 5-6=-613/404, 6-7=-1319/1797, 7-8=-1319/1797, 11-16=-458/499, 11-12=-1226/810, 12-13=-1226/810,13-14=-781/485 BOT CHORD 27-28=-216/301, 23-24=-1277/1607, 22-23=-1442/1864, 20-22=-1464/1897, 19-20=-478/634, 17-19=-1120/783, 16-17=-625/946, 15-16=-689/1028 WEBS 1-27=-2046/2564, 24-27=-972/1221, 3-27=-1800/1492, 3-24=-1199/1509, 4-24=-1131/832, 4-23=1184/1631, 5-23=-626/401, 5-22=-1045/1573, 9-17=-275/271, 11-17=-1286/785, 11-15=-140/282,12-15=-373/151,13-15=-816/1267,5-20=-2333/1822,6-20=-2419/3403, 8-19=-2183/1644, 8-17=1575/2218, 6-19=-4301/3178 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 28=2458,14=459,19=5671. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. 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 property 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 Mirek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 July 25,2018 i Jolt 7 Truss Truss Type City Ply Tubito Res. T14662116 J36494 A21G Roof Special Girder 1 ................ Job Reference (optional) ..... .. ..:— i__ ­_1 -a oe �n.nn.nn ono o�....o East Coast Truss, Ft. Pierce, FL - 3494ti, .ay ,.,,,,.,. „,..... I D:6fllib2ybD_xVtUgJz3Juyyutka-dHjZo6LG3re8eFxD9mKdb1 gDXjdW2GgZFOQZp6yuXD8 NOTES- 9) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 3-6-12 from the left end to 29-6-12 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 lb down and 114 lb up at 28-4-8, and 168 lb down and 114 lb up at 30-4-8, and 168 lb down and 114 lb up at 32-4-8 on top chord, and 594 lb down and 529 lb up at 1-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-5=-54, 5-8=-54, 8-9=-54, 9-1 O=54, 11-13=-54, 27-28=-20, 25-26=-20, 14-25=-20 Concentrated Loads (lb) Vert:16=-398(F) 27=-536(F) 23=-536(F) 17=-398(F) 20=-609(F) 31=-167 32=-167 33=-167 34=-536(F) 35=-536(F) 36=-614(F) 37=-611(F) 38=-609(F) 39=-609(F) 40=-609(F) 41=-595(F) 42=-398(F) 43=459(F) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infohnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job r Truss Truss Type City Ply Tubito Res. T14662117 J36494 B01 Common Supported Gable 1 1 Job Reference o lional 1e _1 I...I....I.. .. 1..., t�l.,.l I, .I �G •17•n0.1n 7n1A Dann 1 Cast k caSt I m55, rt. I D:6flli b2ybD_xViU g Jz3Juyyutka-5UHxOS Mug9m?GP WOjTss7 F N Sv74AnrZjUgA6LYyuXD7 8-0-0 16-0-0 8-0-0 8-0-0 04 = 5 16 15 14 13 12 11 10 1x4 11 tx4 11 1x4 11 1x4 11 1x4 11 1x4 11 1x4 11 14-6-0 Scale = 1:29.4 I0� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 74 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD; 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS, All bearings 13-0-0. (lb);- Max Horz 16=174(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 14=-144(LC 8), 15=-124(LC 5), 16=-266(LC 8), 12=-127(LC 8), 11=-146(LC 8), 10=-189(LC 5) Max Grav All reactions 250 lb or less atjoint(s) 13, 14, 15, 16, 12. 11, 10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASOE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left ,and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable Eri l Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 14, 124 lb uplift at joint 15, 2d6 lb uplift at joint 16, 127 lb uplift at joint 12, 146 lb uplift at joint 11 and 189 lb uplift at joint 10. 9) Non Standard bearing condition. Review required. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: t„t., 0c 0n-I uy , WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid, for use only with WOO connectors. This design is based only upon parameters shown, and is for an individual building component, not +.�q a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall /p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V I!Tek• is always re4uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANStfTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tmss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jbb Truss Truss Type Qty Ply Tubito Res. T14662118 J36494 B02 Common 2 1 Job Reference o tional tast uOast I russ, ri. rierce, rL - ayoyo, 4x4 I D:681ib2ybD_xV i Uq Jz3Juyyutka-5 UHxOSMug9m? GP WQjTss7 FN Mj717 ngTj UgA6LYyuXD7 6-6-0 1 8-0-0 4x6 = 2 7 4x8 = 5 3x4 = 3x4 II 1x4 II Scale = 1:28.6 1� Plate Offsets) 6-6-0 6-6-0 X Y 1:Ed a 0-1-12 12-8-0 6-2-0 7'1i-u-p '14-o-u 0-0-0 1-6-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.03 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.07 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 72 lb FT = 0% LUMBER- TOP CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS'. (lb/size) 7=453/Mechanical, 5=60910-8-0 Max Horz 7=-207(LC 6) Max Uplift 7=-293(LC 8), 5=-393(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-500/326, 2-3=-500/331, 1-7=-393/309 BOT CHORD 6-7=-153/339 WEBS 1-6=-61/292, 3-6=-119/380, 3-5=-521/453 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 7 and 393 lb uplift at joint 5. 1 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p` 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 only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH 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. Tampa, FL 36610 'Job Truss Truss Type City Ply Tubito Res. T14662119 J36494 B03G Roof Special Girder 1 1 Job Reference MO. East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s may 24 2018 Na I ex Inausrnes, urc. vveu Jur 25 2:09: 12 cu r o rage r ID:681ib2ybD_xViUgJz3Juyyutka-1sPhR7N8MmOjVjjgoquuKDfSiXxeKFbAOx fDQRyuXD5 -10-0 5- -0 8-6-0 1 -9A 5- 0 8-4-0 22-2-g 26-4.0 1-10-0 3-4-0 3-4-0 3-3-4 38-12 2-10-0 32_2 4-1-7 Scale = 1:45.5 4x6 = --. 3x6 11 3x8 = 3x10 4x4 NAILED NAILED 3x4 = 3x4 = 3x41= 3x4 = = = 3x4 Special NAILED U24 1-6-0 1- 0 5-2-0 1 -9-4 1�-0 D-0 3d-0 6-7-4 5�-0 3-8-12 20-0-0 2 -6-D 2 1 0 26-04 0 4-6-0 4-6.0 0-4- Plate Offsets MY)— — 6:0-5-4 0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.20 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.20 15-16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.04 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 142 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 2x4 SP No.3 *Except* 5-15: 2x6 SP No.2 REACTIONS. (lb/size) 11=1107/0-8-0, 17=1132/0-8-0 Max Horz 17=-170(LC 6) Max Uplift 11=-815(LC 8), 17=-1052(LC 8) Max Grav 11=1107(LC 1), 17=1161(LC 39) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown! TOP CHORD 2-3=-1317/1089. 3-4=-1174/1027, 4-5=-2296/2005, 5-6=-2296/2005, 6-7=-2348/2018, 7-8=-1205/987 BOT CHORD 15-16=-1502/1932, 14-15=-1541/2031, 12-14=-729/1071, 11-12=612/840 WEBS 3-16=-265/395, 6-14=-1399/1268, 7-14=-1515/1782, 8-12=-168/332, 8-11 =-1 250/953, 2-17=-1125/1002, 2-16=970/1205, 4-16=-947/846, 4-15=449/655, 6-15=446/458 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60,plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 815 lb uplift at joint 11 and 1052 lb uplift at joint 17. 8) Use Simpson Strong -Tie U24 (4-10d Girder, 2-10dxl 1/2 Truss, Single Ply Girder) or equivalent at 11-9-4 from the left end to connect truss(es) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 11) Hanger(6) or other connection device(s) shall be provided sufficient to support concentrated load(s) 82 lb down and 67 lb up at 5-2-0 on (bottom chord. The design/selection of such connection device(s) is the responsibility of others. Thomas A, Albani PE No.39380 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date; July 25,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. ! Design valid for use only with MiTek® connectors. This design is basedonly 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., property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always reijuired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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. Tampa, FL 36610 Job Truss Truss Type Qty Ply Tubito Res. T14662119 J36494 B03G Roof Special Girder 1 1 Job Reference o tional East Coast Truss, i Ft. Fierce, FL - 34`J4b, u— .'.,ay �-, ��,,, ,.,,, �� ,,,,.,.�.,,�,. ............ ..... �., , ..,.... ID:6fllib2ybD_xViUgJz3Juyyutka-1 sPhR7N8MmOjVjgoquuKDfSiXxeKFbAOx_fDQRyuXD5 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-7=-54, 7-10=-54,18-21=-20 Concentrated Loads (lb) Vert: 3=-10(F) 16=42(F) 15=-291(F) 24=-10(F) 25=-10(F) 26=-10(F) 27=0(F) 28=0(F) 29=0(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design validfor 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 properly incorporate this design into the overall q building design. Bracing indicated is to prevent truckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I VI iTek• is always re4uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 .I Jbb Truss Truss Type Qty Ply Tubito Res. T14662120 J36494 I B04 Roof Special 1 1 Job Reference foqlonal East L;oast I truss, I-t. Pierce, I-L - arlavo, �, , _ ..,, . _„ _. ..-- _-• -- .-•_-.. _ -- . _ . _ _ - i ID:6fllib2ybD xViUgJz3Juyyutka-V3y4eTOm749a7sE?OCPZII?vILOc ?Q9AeOmytyuXD4 1. 0-0 7-2-0 2.4-0 17-6-0 8-4• 2614-0 1-10-0 5-4•o - s2•o s-z-o -10-0 &ao Scale = 1:45.5 4x6 = 48 = 4x4 = 3x4 = 6 t4 o n 3x4 - 1x4 II 4x4 = 3x4 = US = 3x4 3x4 = 3x4 = = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0:08 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.13 9-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 142 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS I 2x4 SP No.3 (lb/size) 9=974/0-8-0, 14=974/0-8-0 Max Horz 14=-170(LC 6) Max Uplift 9=-625(LC 8), 14=-714(LC 8) FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1083/693,3-4=-1259/923,4-5=-1068/787,5-6=-1170/844,6-7=-288/260 BOT CHORD 13-14=-157/256, 12-13=-460/922, 11-12=-699/1259, 9-11=-472/897 WEBS 3-12=-296/447, 4-11=-288/192, 5-11=-595/392, 6-11=-467/914, 6-9=-936/490, 7-9=-360/421, 2-14=-878/714, 2-13=-494/873 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=26ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60� plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 625 lb uplift at joint 9 and 714 lb uplift at joint 14. i 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Do building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII 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. Tampa, FL 36610 Jobc — Truss Truss Type Qty ,, Ply Tubito Res. T14662121 J36494 B05 Hip 1 1 Job Reference (optional) .. 1n I...J I,.1 79 17•nD•!A 7r1!A n DanI East Coast Truss, Ft. Pierce, FL - 34946, �•��� a'riny " —. I ' . `n n U "'""' "'"' ` - ID:6fllib2ybD_xViUgJz3Juyyutka-zF WSrpPPuNHRkOpByJwol4YOzkLwjckI P18KUJyuXD3 -a- y_ -0 -2-0 21- -9 It 4-0 4 8 7 4-5-9 8.0.0 4-69 4.8-7 0 4x8 = 4x6 = 3x4 = 3x4 = axa Scale = 1:44.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.06 11-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.13 11-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.03 9 n/a n/a Weight: 1361b FT=O% BCDL 10.0 Code FBC2017/TP12014 Matrix -AS LUMBER- TOP CHOR I 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS j 2x4 SP No,3 WEBS 1 Row at midpt 4-11 1 REACTIONS. (lb/size) 13=974/0-8-0, 9=974/0-8-0 Max Horz 13=195(LC 7) Max Uplift 13=-714(LC 8), 9=-625(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. rt TOP CHORD 3-4=-1048/716, 4-5=-903/719, 5-6=-10481722 BOT CHORD 12-13=-434/857, 11-12=-428/917, 9-11=-456/762 WEBS 3-13=-1017/747,6-9=-1017/701 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=26ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60, plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss 'has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 714 lb uplift at joint 13 and 625 lb uplift at joint 9. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A, Alban! PE No.39380 MiTek USA, Inc. FL Cert 6034 6904 Padre East Blvd. Tampa FL 33610 Date: July 25,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p` 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infoirmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job-t Truss Truss Type Qty Ply Tubito Res. T14662122 J36494 BO6 ROOF TRUSS 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946. 8.220 s may 24 20i8 MII I ex industries, inc. vved uw 25 tt:ua: ry cu to rage I D:6fl Iib2ybD_xViUgJz3Juyyutka-zF WSrp P Pu N H RkOp ByJwol4Y?dkFdjZ71 P l8KUJyuXD3 s -s 1-2-0 5 -0 1 - -8 26-4-0 9-1-8 2-0-8 4-0.0 2-0-8 9-1-8 Scale = 1:44.7 3 7x6 = 7x6 = 2x4 = 2x4 = 5 R 7 10 [. d 16 3x4 3x4 = iY •- -n 3x4 = 1x4 II 4x4 = 4x4 = = 1x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.47 14-16 >57,5 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.53 14-16 >516 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.02 11 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Attic -0.30 13-14 339 360 Weight: 128 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD' 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied. 12-15: 2x4 SP No.1 WEBS 1 Row at midpt 4-7 WEBS 2x4 SP No.3 REACTIONS! (lb/size) 16=1058/0-8-0, 11=1058/0-8-0 Max Horz 16=238(LC 7) Max Uplift 16=-664(LC 8), 11=-575(LC 8) Max Grav 16=1082(LC 14), 11=1082(LC 15) I FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-309/138, 2-3=-1355/588. 3-4=-1102/645, 5-6=-147/290, 7-8=-1102/644, 8-9=-1355/589, 9-10=-316/141 BOT CHORD: 1-16=-161/329, 14-16=-344/561, 13-14=-333/1188, 11-13=-174/334, 10-11=-174/334 WEBS 2-16=-1066/713,9-11=-1066/662,3-14=0/291,2-14=-252/1194,8-13=0/291, 9-13=-255/1200,4-17=-1408/827,17-18=-13901828,7-18=-1408/826 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=26ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 7-8. 4-17, 17-18, 7-18 8) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 664 lb uplift at joint 16 and 575 lb uplift at joint 11. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not d truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I VI!Tek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 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. Tampa, FL 36610 Job Truss Truss Type Qty Ply Tubilo Res. T14662123 J36494 B07 ROOF TRUSS 8 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s may 24 2018 MI I ex mcustries, Inc. Wed Jul 25 12:09:15 wta rage 1 ID:6fllib2ybD_xViUgJz3Juyyutka-SR4g39P1 fhPIMAONVI R1 g145g8abS2USdyttl myuXD2 9.1-8 i 13-2-0 17-2-8 9-1-8 4-0-8 4-0-8 9-1-8 4x4 = Scale = 1:45.8 1 1 9 I O .� r15 14 11 r1� 1x4 II 3x4= 13 3x4 = 4x4 = 12 4x4 = 3x4 = 0 1x4 -II 3x4 = 1-8-0 1- 0 0 24-6-0 10 0 26-4-0 IT. 0� 7-3-8 8-1-0 7-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.54 13-15 >507 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.64 13-15 >426 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Attic -0.33 12-13 300 360 Weight: 128 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except` BOT CHORD I 11-14: 2x4 SP No.1 JOINTS WEBS 2x4 SP No.3 REACTIONSI. (lb/size) 15=105810-8-0, 10=1058/0-8-0 Max Horz 15=280(LC 7) Max Uplift 15=-664(LC 8), 10=-575(LC 8) Max Grav 15=1073(LC 14), 10=1073(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-339/151, 2-3=-13431571, 34=-1082/633, 4-5=-139/329, 5-6=-141/328, 6-7=-1082/631, 7-8=-1343/572,8-9=-346/155 BOT CHORD 1-1 5=-1 76/381, 13-15=-376/635, 12-13=314/1167, 10-12=-200/387, 9-10=-200/387 WEBS 2-15=-10771720, 8-1 0=-1 077/669, 3-13=01299, 2-13=-18211138, 7-12=0/299, 8-12=-18011144, 4-16=-1437/869, 6-16=-14371869 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Brace at Jt(s): 16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 jive 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7. 4-16, 6-16 7) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-13 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 664 lb uplift at joint 15 and 575 lb uplift at joint 10.1 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design validifor 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 properly incorporate this design into the overall ��-��•iYYiiii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt 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. Tampa, FL 36610 Job Truss Truss Type City Ply Tubito Res. I � T14662124 J36494 BOB Common 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, u.zzu s May z4 zul is ml I etc industries, Inc. vied ,tut 20 s 2:09:1 b 20 i d rage i ID:6fllib2ybD xViUgJz3Juyyulka-WeeCGVQfQ?X9_KzZ3kyGNVdJOY3GBS7bscdQZCyuXD1 6-8-7 13-2-0 14-0-0 -6-8-7 6-5-9 b-10-0� 5x5 = 3x4 11 4 5 8 3x4 = 3x4 = 13 6 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 TCDL 7.0 Lumber DOL 1.25 BC 0.33 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 BCDL 10.0 Code FBC2017rTP12014 Matrix -AS LUMEIER. TOPCHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS . 2x4 SP No.3 REACTIONS I. (lb/size) 6=434/0-8-0, 8=591/0-8-0 Max Horz 8=513(LC 7) Max Uplift 6=-309(LC 5), 8=-450(LC 8) Max Grav 6=562(LC 13), 8=591(LC 1) i FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-454/409, 4-5=-336/242, 5-6=-362/211 BOT CHORD 7-8=-428/542 WEBS 3-7=-284/336, 4-7=-376/535, 3-8=-543/315, 2-8=-2031255, 4-6=-6651623 14-M DEFL. in floc) I/defl Ud Vert(LL) -0.04 6-7 >999 240 Vert(CT) -0.08 6-7 >999 180 Horz(CT) -0.01 6 n/a n/a Scale = 1:42.2 PLATES GRIP MT20 244/190 Weight: 91 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss bas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 6 and 450 lb uplift at joint 8. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert6634 69D4 Parke East Blvd. Tampa FL 33610 Date: I111,1 7F 701R ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeKV connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always re4uired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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. Tampa, FL 36610 Job I ' Truss Truss Type Qty Ply Tubito Res. T14662125 J36494 B09G Common Girder 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, o.«u s sway 24 cu i o wu i en a wuxnuea, n w. vvcu uui i ° aye , ID:6flIib2ybD xViUgJz3Juyyutka-OgCaUrRHBIfOcUYmdRUVvj9aSyN_wpA15GM_5eyuXDO 4-1-0 7-10-8 11-8-0 _ 12-6-0, 4-1-0 3-9-8 3-9-8 b-10-0 5x6 = 4x Scale = 1:43.9 9 ° 6 4x10 M18SHS II 7x8 = HUS26 8x8 = HUS26 6x6 = HUS26 HUS26 HUS26 HUS26 12.6-0 4-1-0 3-9-8 4-7-8 Plate Offsets i(X Y)16.0 2 12 0 4 81 17:0 4 0 0-4 121 18:0-2-80-4-81 LOADING (PsSD SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.11 6-7 >999 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.01 6 nla n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 218 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-4 oc purlins, BOT CHORD 2x6 SP SS except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 9-.7-1 oc bracing. 4-7: 2x4 SP No.2, 1-9: 2x8 SP No.2, 5-6: 2x6 SP No.2 REACTIONS''. (lb/size) 9=5631/0-8-0, 6=5609/0-8-0 Max Horz 9=507(LC 7) Max Uplift 9=-3607(LC 8), 6=-3634(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) orless except when shown. TOP CHORD 1-2=-5965/3798, 2-3=4011/2617, 3-4=-4029/2755, 4-5=541/460, 1-9=-3905/2505, 5-6=-719/547 BOT CHORD B-9=-1105/1173, 7-8=-3553/5290, 6-7=452/476 WEBS 2-8=-1329/2067, 2-7=-2200/1473, 3-7=-260/279, 4-7=4208/6368, 1-8=-2724/4411, 4-6=-3326/2277 NOTES- 1) 2-ply truss;to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASC,E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60!plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3607 lb uplift at joint 9 and 3634 lb uplift at joint 6. 10) Use Simpson Strong -Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at Thomas A. Alban) PE No.39380 1-3-4 frorn the left end to 11-3-4 to connect truss(es) to back face of bottom chord. Mi7ek USA, Inc. FL Cert'6634 11) Fill all nail holes where hanger is in contact with lumber. 6904 Parke East Blvd. Tampa FL 33610 Date: LOAD CASE(S) Standard I July 25,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V I iTek• is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job t a Truss Truss Type Oty Ply Tubito Res. T14662125 J36494 B09G Common Girder 1 Job Reference (optional) East Coast Truss, Ft. tierce, FL - 3494b, o.ccu a wray cv w 1 o 6 ID:6fllib2ybD_xViUgJz3Juyyutka-OgCaUrRHBIfOcUYmdRUVvj9aSyN_wpA15GM_5eyuXDO LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lloads (plf) Vert: 1-4=-54, 4-5=-54, 6-9=-20 Concentrated Loads (lb) Vert: 10=1724(B)11=-1724(B)12=-1727(B)13=-1727(B) 14=-1 727(B) 15=-1 727(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. ' Design validifor 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 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 iTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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. Tampa, FL 36610 J36494 t Truss Truss Type Cot Common Supported Gable cuss. Ft. Pierce, FL-34946, 10-0-0 4x4 = 6 Ply I Tubilo Res. T14662126 1 1 1 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:18 2018 Page 1 ID:6fllib2ybD_xViUgJz3Juyyutka-sOmzhBSvycnsDe7yB9?kSwigsMocfr6uKw6Xd5yuXD? 20-0-0 10-0-0 Scale = 1:35.8 1x4 II 1x4 II 10 2 11 1 = 3x4 = 3x4 20 19 18 17 16 15 14 13 12 1 x4 11 1 x4 I I 1 x4 I I 1 x4 11 1 x4 1 x4 I I 1 x4 I I 1 x4 I 1 x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 TCDL 7.0 Lumber DOL 1.25 BC 0.15 BCLL 0.0 Rep Stress Incr YES WB 0.09 BCDL 10.0 Code FBC2017fTP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 1 2x4 SP No.3 DEFL. in floc) I/defl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 12 n/a n/a Weight: 100 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS: All bearings 17-0-0. (lb;_ Max Horz 20=216(LC 7) Max Uplift All uplift 100lb or less atjoint(s) except 17=-125(LC 8), 18=-140(LC 8), 19=-134(LC 5), 20=-263(LC 8), 15=129(LC 8), 14=122(1_C 8), 13=-148(LC 8), 12=-196(LC 5) Max Grav All reactions 250 lb or less at joint(s) 16, 17, 18, 19, 20. 15, 14, 13, 12 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASQE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.1 B; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIIrPI 1. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 17, 140 lb uplift at joint 18, 134 lb uplift at joint 19, 263 lb uplift at joint 20, 129 lb uplift at joint 15, 122 lb uplift at joint 14, 148 lb uplift at joint 13 and 196 lb uplift at joint 12. 9) Non Standard bearing condition. Review required. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. 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 properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply Tubito Res. T14662127 J36494 CO2 Roof Special 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946. 8.220 s may 24 2018 Mt I eK InaUSIDes, Inc. Wed Jul 20 12:09:19 2018 rage t ID:6fllib2ybD_xViUgJz3Juyyutka-KDKLvXTXiwvjrni8ksWz?8FW4YOrA1 Yar5AXyuXD_ 2-2-0 10-0-0 17-10-0 20-0-0 2-2-0 7-10-0 7-10-0 2-21 I=1 4x6 = Scale = 1:35.8 N 5 i 8 0 3x4 = 3x4 = 5x5 = 5x5 zz 0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.11 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.22 6-7 >839 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.07 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 96 lb FT = 0% LUMBER- I BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 "Except" 4-6,2-8: 2x6 SP No.2 REACTIONS. (lb/size) 8=740/0-8-0, 6=740/0-8-0 Max Horz 8=-208(LC 6) j Max Uplift 8=-581(LC 8), 6=471(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1128/565, 3-4=-1128/564 BOT CHORD 1-8=-125/263, 7-8=-281/394, 5-6=-170/261 WEBS 3-7=-66/571, 4-7=-252/993, 4-6=-667/590, 2-7=-330/882, 2-8=-682/629 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6d plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 581 lb uplift at joint 8 and 471 lb uplift at joint 6. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert:6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. q! 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 verity the applicability of design parameters and properly Incorporate this design into the overall Sol' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ' M iTeW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa,'FL 36610 I Job Truss Truss Type City Ply Tubito Res. T74662128 J36494 CO3 Roof Special 1 1 � Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, o.ccu s rway cv cu io rvu i — u,USLF.65, ,,C. . , �u ID:6fllib2ybD_xViUgJz3Juyyutka-oPuj6sT9TD1aTxHLIa1CXLn2y9PW7H4BnEbehzyuXCz 2-2-0 10-0-0 14-10-0 18-4-12 2-2-0 7-10-0 4-10-0 3-6-12 Scale = 1:35.7 4x6 = B SXb 3x4 = 5x5 1-0-0 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/TPI2014 i LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except` 2-8: 2x6 SP No.2 OTHERS I 2x8 SP No.2 REACTIONS. (lb/size) 8=761/0-8-0, 13=54510-6-12 Max Horz 8=219(LC 7) Max Uplift 8=-582(LC 8), 13=-358(LC 8) 10-0-0 14-10-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.58 Vert(LL) -0.11 7-8 >999 240 MT20 244/190 BC 0.50 Vert(CT) -0.22 7-8 >861 180 WB 0.51 Horz(CT) 0.06 13 n/a n/a Matrix -AS Weight: 96 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11821658, 3-4=-11231684, 6-9=-295/472, 5-9=-295/472 BOT CHORD 1-8=-135/266, 7-8=275/343, 6-7=-556/891 WEBS 2-8=-697/674, 2-7=-396/919, 3-7=-226/624, 4-7=-1081278, 4-6=-962/702, 5-13=-575/378 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss1has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 13 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 582 lb uplift at joint 8 and 358 lb uplift at joint 13. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrockibe applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. 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 properly Incorporate this design into the overall p �g�-�.YY` building destign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing l V I iTei[� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, ;storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Into available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Truss Truss Type IOty IPly I Tubito Res. T14662129 J36494 IC04 lRoof Special East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:21 2018 Page 1 ID:6fllib2ybD_xViUgJz3Juyyutka-GbR5JCUoEX9R45sXsHYR4ZKCaZjNsgmKOuKBDPyuXCy 2-2-0 10-0-0 12-10-0 18-4-12 2_2 0 7-10-0 2-10-0 5-6-12 I 0 O 4x6 = B JXO 3x4 = 5x5 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 10.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER-' TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-8: 2x6 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 8=761/0-8-0, 13=545/0-6-12 Max Horz 8=221(LC 5) Max Uplift 8=-569(LC 8), 13=-371(LC 8) Scale = 1:35.7 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TC 0.59 Vert(LL) -0.11 7-8 >999 240 MT20 2441190 BC 0.53 Vert(CT) -0.22 7-8 >852 180 WB 0.74 Horz(CT) 0.07 13 n/a n/a Matrix -AS Weight: 101 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11771679, 3-4=-1084/722, 6-9=-227/398, 5-9=-227/398 BOT CHORD 1-8=-138/264, 7-8=-288/313, 6-7=-639/1009 WEBS 2-8=-701/683, 2-7=-412/910, 3-7=-306/637, 4-6=-1033/727, 5-13=-561/384 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates chlpcked for a plus or minus 0 degree rotation about its center, 5) This truss has been designed for a 10.0 psf bottom chord jive 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) 13 considers parallel to grain value using ANSIfTPI 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 569 lb uplift at joint 8 and 371 lb uplift at joint 13. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrocli be applied directly to the bottom chord. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. 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 properly incorporate this design into the overall �■�•YY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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, Alexandda, VA 22314. Tampa, FL 36610 dob Truss Truss Type Qty Ply Tubito Res. T14662130 J36494 C05 Roof Special 1 1 Job Reference (optional) 1 W d J 125 12.09.21 2018 Pa e 1 East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MITek Industnas, nc. e u . . g I D:6fl Iib2ybD_xVi UgJz3Juyyutka-Gb R5JC UoEX9R45sXs HYR4ZKD5Zj8siC KOu KBDPyuXCy 2-2-0 10-0-0 0-10-0 18-4-12 2-2-0 7-10-0 0-10-0 7-6-12 4x6 = i 3 4 46 = 6x8 = sxa = 8 9X4 3x4 = 5x5 1-0-0 -2-0 10-0-0 184-12 1.6-0 -8-0 7-10-0 84-12 Plate Offsets (X.Y)— 11:0-0-0 0 0 131 15.0 2 12 0 2 121 LOADING (ipsf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.11 7-8 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.23 7-8 >839 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) -0.09 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS I 2x4 SP No.3 *Except* WEBS 2-8: 2x6 SP No.2 2x8 SP No.2 OTHERS REACTIONS. (lb/size) 8=761/0-8-0, 13=545/0-6-12 Max Horz 8=251(LC 5) I Max Uplift 8=-552(LC 8), 13=-392(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11931706, 3-4=-1058/740, 6-9=-198/354, 5-9=-198/354 BOT CHORD 1-8=-131/252, 7-8=-308/280, 6-7=-782/1058 WEBS 1 2-8=-705/679, 2-7=-452/940, 3-7=-442/706, 4-6=-1057/760, 5-13=-556/403 Scale = 1:35.7 PLATES GRIP MT20 244/190 Weight: 107 lb FT = 0% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 4-6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; �Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This trussihas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 13 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 552 lb uplift at joint 8 and 392 lb uplift at joint 13. i 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock, be applied directly to the bottom chord. Thomas A, Albani PE No.39380 MiTek USA; Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July LJ,LV I V ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. ' 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,lstorage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 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, Alexandra, VA 22314. Tampa, FL 36610 J36494 s Type Hip Qty Ply Tubito Res. 1 1 T14662131 Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:22 2018 Page 1 I D:6fl I ib2ybD_xViUgJz3J uyyutka-ko?TXYVQ?rH [i FQj Q?3gcmlPcz3Zb7DUEY4]lsyuXCx 2-2-0 6-8-0 11-2-0 18-4-12 2-2-0 4-6-0 4-6-0 7-2-12 1 3x4 = 5x5 6x8 = Scale = 1:41.1 6x8 = 5x5 = 5x8 = 4 14 5 LOADING (PI sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.10 7-8 >999 240 TCDL �.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.21 7-8 >890 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) -0.09 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS I 2x4 SP No.3 *Except* WEBS 2-8: 2x6 SP No.2 2x8 SP No.2 (lb/size) 8=761/0-8-0, 13=545/0-6-12 Max Horz 8=291(LC 8) Max Uplift 8=-531(LC 8), 13=-408(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1103/676, 6-9=-231/384, 5-9=-231/384 BOT CHORD 7-8=-835/1094, 6-7=-576/767 WEBS ! 2-8=-236/297, 3-8=-1134/805, 4-7=-432/785, 4-6=-818/609; 5-13=-551/413 OTHERS PLATES GRIP MT20 244/190 Weight: 112 lb FT = O% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 4-6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C;'Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) 13 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 531 lb uplift at joint 8 and 408 lb uplift at joint 13. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrocl� be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. 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 properly incorporate this design into the overall building design. Bracing indicated into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricationf storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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. Tampa, FL 36610 Uob • t Truss Truss Type Qty Ply Tubito Res. T14662132 J36494 C07 Half Hip 1 1 Job Reference o tional .. i.,.. r-a I zc �z•nozz on�a o�r,o East Coast Truss, Ft. Pierce, FL - 34946. o.«o ..-Y �� ���• --• -- •-•_-•-- -_ ._ . _,_ . I D:6fllib2ybD_xViUgJz3Juyyutka-D_ZskuW2m8P9KP?wzibv9_PaSNPeKYZdTCplllyuXCw 2-2-0 7-8-0 13-2-D 184-12 2-2-0 5-6-0 5-6-0 5-2-12 Scale = 1:45.4 6x8 = 5x5 = 5x8 = 14 8 4.uu 1 1L 4X4 3x4 Sx5 = 1-6-0 -2-0 10-0-0 13-2-0 18-4-12 -8-0 7-10-0 3-2-0 5-2-12 Plate Offsets (X Y)11.0 0 0 0 0 131 f4.0 2 8 0 2 41 f5:0 2 12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.10 6-7 >999 240 MT20 244/190 TCDL !7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.22 6-7 >878 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) -0.08 13 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -AS Weight: 119 lb FT = 0% LUMBER- 1 BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 3-8 2-8: 2x6 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (Ib/size) 8=761/0-8-0, 13=545/0-6-12 Max Horz 8=353(LC 8) Max Uplift 8=-507(LC 8), 13=-433(LC 8) Max Grav 8=761(LC 1), 13=557(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1128/686, 6-9=-324/465, 5-9=-324/465 BOT CHORD 7-8=-928/1209, 6-7=-348/469 WEBS 2-8=-280/341, 3-8=1191/788, 3-7=-154/282, 4-7=-585/936, 4-6=-636/521, 5-13=-560/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss'Ihas 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) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity cf bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 507 lb uplift at joint 8 and 433 lb uplift at joint 13. ' 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock'be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. 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 property incorporate this design into the overall �■�•YY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Infomtation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 'Job t t- Truss Truss Type Qty Ply Tubito Res. I T14662133 J36494 C08 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946. 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:24 2018 Page 1 I D:6fllib2ybD_xViUgJz3Juyyutka-hA7EyEWgXSXOxZa6XQ68iByllmlm3_znisZsgkyuXCv 2-2-0 8-8-0 15-2-0 18 4-12 2-2-0 6-6-0 6-6-0 3-2-12 11 5x5 = 5x8 = Scale = 1:47.4 4 14 5 6x8 = m O 7 e 6x8 = 13 Iy N 8 4.00 112 4x4 3x4 = 5x5 1-G-0 -2- 10.0-0 15-2-0 184-12 1-G-0 -8- 7-10-0 5-2-0 3-2-12 Plate Offsets, (X Y) 11:0-0-0 0-0-131 14:0-2-8 0-2-41 15:0-2-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.11 6-7 >999 240 TCDL 4.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.23 6-7 >827 180 BCLL 0.0 - Rep Stress Incr YES WB 0.84 Horz(CT) -0.08 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER- i TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-8: 2x6 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 8=761/0-8-0, 13=545/0-6-12 Max Horz 8=415(LC 8) Max Uplift 8=-478(LC 8), 13=-461(LC 8) Max Grav 8=761(LC 1), 13=585(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1207/759, 6-9=-448/572, 5-9=-448/572 BOT CHORD 7-8=-972/1278, 6-7=-205/281 WEBS 2-8=-331/395, 3-8=-1192/712, 3-7=-224/342, 4-7=-801/1143, 4-6=-606/539, 5-13=-586/462 PLATES GRIP MT20 2441190 Weight: 128 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 aUjoint(s) 13 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 478 lb uplift at joint 8 and 461 lb uplift at joint 13. 1 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc, FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date; July 25,2018 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. r' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p` 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* I s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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. Tampa, FL 36610 Job ' ' Truss Truss Type Qty Ply Tubito Res. T14662134 J36494 C09 Half Hip 1 1 Job Reference o tional i.a oc �o•no.oc �n�c o�..e � Last (oast I Russ, rt. rierce, rL - JqVD. "•' --- " •••-� - --'- ""' -" "'----"- ----- - - - - - I D:6fllib2ybD—xViUgJz3Juyyutka-9Mhc9aXllmftZi9l57dNEPVxVA4LoUSwxWI PMByuXCu 19-0-6 2-2- 8-3-9 14-5-2 17-2-0 _ 7.11-10 2-2-0 6-1-9 6-1-9 2-&14 0.9-10'1-0-13 ' 5x5 = 3x4 II 5 6 13 " '. 5x5 - 4.00 12 2x4 I tx4 II 3x4 = 7x8 = 19-M 1.6-0 -2-0 10-0-0 145-2 17-11-10 19-0.1 1.6-0 8-0 7-10 o 4-52 3b-8 t-041 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.12 12-13 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.26 12-13 >779 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.07 7 n/a n/a BCDL 1b.0 Code FBC2017ffP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 1 4-11: 2x4 SP No WEBS 2x4 SP No.3 *Except` 6-7,2-13: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 7=605/0-9-10, 13=786/0-8-0 Max Horz 13=636(LC 5) Max Uplift 7=-474(LC 5), 13=-582(LC 8) Max Grav 7=690(LC 13), 13=786(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1256t771, 4-5=-414/499 BOT CHORD 12-13=-1109/1424, 9=12=-384/467, 4-9=-742/576 WEBS 2-13=-314/377, 3-13=-12631784, 3-12=-177/304, 4-12=758/1112, 5-9=-588/731, 5-7=621 /473 Scale = 1:54.1 PLATES GRIP MT20 244/190 Weight: 143 lb FT = 0% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 3-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 474 lb uplift at joint 7 and 582 lb uplift at joint 13. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A, Albani.PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: luly 75 2018 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. 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 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 iTe k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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. Tampa. FL 36610 Job t Truss Type Qty Ply Tubito Res. T14662135 J36494 Puss 0 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25-:09.26 2018 Page 1 ID:6fllib2ybD_x\ iUgJz3Juyyutka-dZF, NwYw33nkBskUfg8cncl77aQPXug39A2yvdyuXCt 9 2-2-0 i 7.9-9 i 13-5-2 18-2-0 18-9-3 i r 2-2-0 5-7-9 5-7-9 4-8-14 d-7-1 1-0-13 5x5 = 3x4 11 Scale = 1:57.3 7 I? q 14 4.00 FIT 12 11 5x5 = 2x4 II 1x4 II I 3x4 = 19.10-0 1-6-0 -z-0 10-0-0 !it 13 :2 1&9-3 9-s-11 8-0 7-10-0 3S2 5-0-1 1-0-8 0-0-5 Plate Offsets (X Y) 16:0 2 8 0 2-41 18:0 2 4 0 2 121 110.0 5-4 0-2-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.12 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.26 13-14 >799 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) -0.07 8 n/a n/a BCDL 10.0 i Code FBC2017/TPI2014 Matrix -AS Weight: 149 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 5-12: 2x4 SP No.3 WEBS 1 Row at midpt 7-8, 4-14, 6-10 WEBS 2x4 SP No.3 *Except* 7-8,2-14: 2x6 SP No.2 REACTIONS. (lb/size) 8=635/0-9-10, 14=815/0-8-0 Max Horz 14=675(LC 5) Max Uplift 8=-494(LC 5), 14=-599(LC 8) Max Grav 8=869(LC 13), 14=815(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-1408/790, 5-6=-649/608 BOT CHORD 13-14=-1179/1549, 10-13=-501/696, 5-10=-867/625, 9-10=-255/205, 8-9=-255/205 WEBS 2-14=-294/354, 4-14=-1415/858, 4-13=-102/259, 5-13=-766/1129, 6-10=-641/904, 6-8=-710/559 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Lncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 494 lb uplift at joint 8 and 599 lb uplift at joint 14. 8) This truss (design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock The applied directly to the bottom chord. Thomas A. Alberti PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: hdv or, 7r1151 WAWA ,& WARNING -verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall IS building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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. Tampa, FL 36610 Truss Truss Type Qty Pl72ju,, ito Res, T14662136 ro.b— 494 C11G Roof Special Girder 1 Reference o tional East Coast Truss, FL Pierce, FL 34946 Kun: o.21u s mar 12 20ie rnnr. 8.220 s rviay ae 20io m, i cn muu--........ ..o.... , ,..,... age , ID:6fllib2ybD_xViUgJz3Juyyulka-shB?9—zDP39ueLBkIKADf6s5i8sg9cQW 8ftEYyuWNI 20.11-6 5-0-2 -7-10 9-9- -6- 9 4 0 9 10 9 5-0-2 2-7-8 2-1-13 4-9-5 4-9-5 0-6- 1-0-13 6.00 12 4x4 = Scale = 1:67.2 8 9 1 dI d cb 3SHS I I 14 1ii8 /-f-To W 0 15 — — 14 — -- 13 .` 4x6 = 6x6 = 7x6 = HUS26 10x12 = HTU210 3x8 II 4x6 = I HGUS28-2 HUS26 HUS26 HUS26 HTU210 3x8 zaa 1-0 1-10-0 i 6-0 5-0-2 7-7-to s-9-7 20-10-11 14-6-1 t 19-0-0 19 10 9 1-0-0 3-2-2 2-7-0 2-1-13 4-9-11 49S 0.0. 0 0-0-0 1-0-2 Plate Offsets (X,Y)— [1:0-4-0,0-1-15], [2:0-1-12,0-1-8], [6:0-1-0,0-1-8], [10:0-6-4,0-2-10], [11:0-4-8,0-5-0], [13:0-6-0,0-1-81, [14:0-2-8,0-6-4], [15:0-3.0,0-5-4], [16:0-3-0,0-4-4], 118'0600181 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.19 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.21 14-15 >999 180 M18SHS 244/190 BCLL 10.0 ' Rep Stress Incr NO WB 0.88 Horz(CT) -0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 436 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, except BOT CHORD 2x8 SP SS 'Except' end verticals. 10-11: 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 9-10, 6-11, 9-11 6-14,9-11,2-17: 2x4 SP No.2, 2-18,9-10: 2x8 SP No.2 REACTIONS. (lb/size) 10=8155/0-8-15, 18=5514/0-8=0 Max Horz 18=672(LC 5) Max Uplift 10=-5661(LC 8), 18=4111(LC 8) Max Grav 10=8204(LC 2), 18=5514(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1242/906, 2-3=-7038/5161, 3-4=-8460/6263, 4-5=-8057/5843, 5-6=-5412/3847, 6-7=-1404/1042, 7-8=-1342/1056, 8-9=-1470/1192, 9-10=-7416/5272 BOT CHORD 1-18=-792/1109, 17-18=-1389/1300, 16-17=-4885/6245, 15-16=-5734/7541, 15-22=-5307/7203, 22-23=-5307/7203, 14-23=-5307/7203, 14-24=-212/336, 24-25=-212/336,13-25=-212/336,10-11=-332/289 WEBS 5-15=-2657/3481, 5-14=-3457/2741, 6-14=-4188/6003, 2-18=-4278/3224, 11-13=-1919/3056, 8-11=-1046/1362, 11-14=-3355/4645, 6-11=-5791/4193, 9-11=-4622/6673, 2-17=-3927/5362, 3-17=-2027/1510, 3-16=-1339/1803, 4-16=-909/868, 4-15=-827/877 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: AS CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Provide if iechanical connection (by others) of truss to bearing plate capable of withstanding 5661 lb uplift at joint 10 and 4111 lb uplift at ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek09 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always reiluired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 10 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 try Job Truss Truss Type Qly Ply Tubito Res. T14662136 J36494 C11G Roof Special Girder 1 2 Job Reference o tional INeA LJ 9. 1A.-{t East Coast I russ, Ft. coerce, rL J4s40 ID:6fl1ib2ybD xViUgJz3Juyyulka-shB?9_zDP39ueL8kIKADf6s5iBsg9cQW 8ftEYyuwNl NOTES- 10) Use Simpson Strong -Tie HGUS28-2 (36-10d Girder, 12-10d Truss) or equivalent at 7-7-10 from the left end to connect truss(es) to back face of bottom chord. 11) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent at 9-6-12 from the left end to connect truss(es) to back face of bottom chord. 12) Use Simpson Strong -Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 11-6-12 from the left end to 15-6-12 to connect truss(es) to back face of bottom chord. 13) Use Simpson Strong -Tie HTU210 (20-10d Girder, 32-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 1-11-0 oc max. starting at 17-6-12 from the left end to 19-5-12 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-54, B-9=-54, 12-19=-20, 10-11=-20 Concentrated Loads (lb) Vert: 15=-1 332(B) 13=-1 727(B) 16=-2426(B) 22=1 468(B) 23=-1 727(B) 24=-1 727(B) 25=-1 727(B) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. 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 properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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. Tampa, FL 36610 Vob t ' Truss Truss Type City Ply Tubito Res. T14662137 J36494 D01G Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MITek Industries, Inc. Wed Jul 25 12:09:28 2018 Page 1 ID:6fllib2ybD_xViUgJz3Juyyutka-ZxMInbZBbhl SQAuimFA4sl7QO07m?uAMdUX3zVyuXCr 1-10-0 4-2-0 7-6-0 11-10-0 13-8-0 15-2-0 17-8-12 1-10-0 2-4-0 3-" 4-4-0 1-10, 1.6-0 2-6-12 Scale = 1:33.5 4x8 = NAILED NAILED NAILED 4x4 = 4 21 22 5 20 I 165x5 = 2x4 II 1x4 II 1x4 II 3x4 = NAILED 4-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.09 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.08 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(CT) -0.06 20 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 106 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-5 oc purlins. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. 1 3-15: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x8 SP No.2 REACTIONS. (Ib/size) 16=979/0-8-0, 20=862/0-6-12 Max Horz 16=177(LC 8) Max Uplift 16=-871(LC 8), 20=-770(LC 5) Max Grav 16=994(LC 29), 20=912(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1695/1338, 3-4=-1534/1284, 4-5=-1320/1172, 5-6=-1466/1253, 6-7=256/225 BOT CHORD 13-14=-1342f1626, 12-13=-1155/1397, 11-12=-1222/1400, 10-11=-1227/1410 WEBS 3-13=-338/302, 4-13=-237/384, 5-12=-222/364, 7-10=-664/820, 2-16=-935/809, 2-14=-1190/1476,6-10=-1311/1148,7-20=-947/801 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60! plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity otii bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 16 and 770 lb uplift at joint 20.1 9) "NAILED" indicates 3-1 Old (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 250 lb down and 201 lb up at 7-6-0 on (bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASEi(S) Standard 1) Dead + Rd of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thomas A. Albani PE No.39380 Mi7ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 25,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. �! Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p` 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 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 i Job ' Truss Truss Type Qly Ply Tubito Res. T14662137 J36494 D01 G Roof Special Girder 1 1 Job Reference (optional) .. 1.... 1n/...I I.,17G �7•n0.7A 7rt�A Dann 7 East Coast Truss, Ft. Pierce, FL - MV4b, ID:6fllib2ybD_xViUgJz3Juyyutka-ZxMInbZBbh1 SQAutmFA4s170007m?uAMdUX3zVyuXCr LOAD CASES) Standard Uniform Loads (plf) Vert: 1-4=54, 4-5=-54, 5-6=-54, 6-7=-54, 15-17=20, 11-14=-20, 8-9=-20 Concentrated Loads (lb) Vart: 4=-66(B) 5=-66(B) 6=-31(B) 13=-136(B) 12=-45(B) 11=-49(8) 22=-66(B) 23=-45(B) 24=-81(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design validifor 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 properly incorporate this design into the overall ■•Yiii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` is always re4uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 T14662138 J36494 East Coast' LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO', BOT CHO WEBS OTHERS FORCES. TOP CHC BOT CHC WEBS I Truss Truss Type Qly Ply �Tullo D02 Roof Special 1 1 Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:29 201 B Page 1 ID:6fllib2ybD_xViUgJz3Juyyutka-18w7?xapM_AJ2KT3KzhJPFfcznUekL3Wr8GcVyyuXCq 9-10-0 1-10.0 4-2-0 9-6-0 9- 11-8-0 15-2-0 1 '-1'2- 1-10.0 2-4-0 5-0-0 0. 1-10-0 3-0-0 2-& 0-2-0 Scale = 1:36.5 4x4 = 4 3x4 = 143x4 = 2x4 II tx4 II 2x4 II 9-10-0 160 110- 42-0 9-6-0 9- 11-6-0 15-2-0 I I t7-&12 1.10 - 2-40 54-0 0. 1-10-0 3-6-0 2-6-12 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP .0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.06 11-12 >999 240 MT20 2441190 .0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.10 10-11 >999 180 .0 ' Rep Stress Incr YES WB 0.46 Horz(CT) -0.04 18 n/a n/a .0 Code FBC2017fTP12014 Matrix -AS Weight: 109 lb FT = 0% BRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.2 *Except* BOT CHORD 3-13: 2x4 SP No.3 2x4 SP No.3 2x8 SP No.2 (lb/size) 14=721/0-8-0, 18=536/0-6-12 Max Horz 14=228(LC 5) Max Uplift 14=-522(LC 8), 18=-371(LC 8) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-1043/656, 3-4=-720/436, 4-5=-669/477, 6-9=-216/380 11-12=-804/1146, 10-11=-465/685, 9-10=-463/688 5-9=-627/478, 4-11=-182/366, 3-11=-558/469, 2-14=-603/458, 2-12=-620/930, 6-18=-549/383 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exit C;IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide atlequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) 18 considers parallel to grain value using ANSI/fPI 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 522 lb uplift at joint 14 and 371 lb uplift at joint 18. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. 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 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 is always /equired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems, see ANSrfrPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: MiTek' 6904 Parke East Blvd. Tampa, FL 36610 July 25,2018 Job , r r Truss Truss Type City Ply Tubito Res. T14662139 J36494 D03 �Halfl­lip 1 1 Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:30 2018 Page 1 I D:6fil ib2ybD_xVi UgJz3Juyyutka-VKUVC HbR7119fU2Gug DYxSCnGBpTTnLf4oOA20yuXCp 1-10-0 4-2-0 9-8-0 15-2-0 17-8-12 1-10-0 2-4-0 5-0-0 5-6-0 2-6-12 6x8 = Scale = 1:35.0 • 4x6 = 5x12 = 2x4 I 1X4 II 2x4 II 3x4 = 1-0-0 110 4-2-0 9-8-0 15-2-0 17-8-12 1-6-0 0-0- 2-0-0 5-6-0 5_6-0 2-6-12 Plate Offsets (X Y) 11:0-0-0 0-0-131 15:0-3-4 0-2-121 I11:0-5-8 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.05 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.11 9-10 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.52 Horz(CT) -0.03 18 n/a n/a BCDL i0.0 Code FBC2017/TP12014 Matrix -AS Weight: 112 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied. 3-12: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 13=721/0-8-0, 18=536/0-6-12 Max Horz 13=259(LC 5) Max Uplift 13=-504(LC 8), 18=-403(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1065/671, 3-4=-725/422, 4-5=-603/446 BOT CHORD 10-11=-858/1134 WEBS 3-10=-524/469,5-10=-412/561, 2-13=-618/472, 2-11 =-630/944, 5-18=-545/413 t NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C;IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) 18 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 504 lb uplift at joint 13 and 403 lb uplift at joint 18. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrocli be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. 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 properly incorporate this design into the overall ��-��•iYYi building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication i storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component t y 9 P Tamp Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job J36494 LOADING ( TCLL 2 TCDL BCLL BCDL 1 LUMBER - TOP CHORI BOT CHORI WEBS OTHERS s Type Hip Qty Ply Tubito Res. 1 1 T14662140 ierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:31 2018 Page 1 ID:6fllib2ybD_xViUgJz3Juyyutka_W2tQdc3ucQOHdcSROknUgly5b7eCGKoJSljagyuXCo 1-10-0 4-2-0 11-8-0 15-2-0 17-8-12 1-10-0 2-4-0 7-6-0 3-6-0 2-6-12 6x8 = Scale = 1:41.6 6x8 = 46 = 5x12 = 4 5 13 � 3x4 = 3x4 = 2x4 I 1x4 II 2x4 II 15-2-0 ;f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud .0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.10 10-11 >999 240 .0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.20 10-11 >918 180 .0 Rep Stress Incr YES WB 0.41 Horz(CT) -0.05 18 n/a n/a .0 Code FBC2017/TP12014 Matrix -AS BRACING- 2x4 SP No.2 TOP CHORD 2x4'SP No.2 `Except' BOT CHORD 3-12: 2x4 SP No.3 WEBS 2x4 SP No.3 2x8 SP No.2 (lb/size) 13=721/0-8-0, 18=536/0-6-12 Max Horz 13=305(LC 5) Max Uplift 13=-482(LC 8), 18=-411(LC 8) PLATES GRIP MT20 244/190 Weight: 119 lb FT = 0% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 3-10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1130/705, 3-4=-601/294, 4-5=-471/352 BOT CHORD 10-11=-1075/1348 WEBS 3-10=-865/780, 5-10=-426/575, 2-13=-615/446, 2-11=-694/1028, 5-18=-539/414 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 ai joint(s) 18 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 482 lb uplift at joint 13 and 411 lb uplift at joint 4 9) This truss) design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. 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 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 is always rgquired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication) storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Thomas A. Albani PE No.39380 MiTek USA,.Inc. FL Celt 6934 6904 Parke East Blvd. Tampa FL 33610 Date: MiTek° 6904 Parke East Blvd. Tampa, FL 36610 July 25,2018 Job % I I Truss Truss Type Qly Ply Tubito Res. T14662141 J36494 D05 Half Hip 1 I1 Jab Reference o tional - — %Alva ua oa omR o­ 1 East Goast li ss, rt. rierce, rt_-J4U40,- ID:6FlIib2ybD_xVtUgJz3Juyyutka-SjcFdzdhfvYtvnBe?SFOOtHgp?RpxkjyY5VH6HyuXCn 1-10-0 4-2-0 8-11-0 13-8-0 15-2-0 17-8-12 1-106 2-4-0 4-91 4-9-0 1-6-0 2-6-12 4x4 = 5x12 = 5 6 6x8 = 6x8 = 19 I� 14 1. 3x4 = 3x4 = 2x4 II 1.4 II 2x4 II Scale = 1:42.2 1-6-0 1-10 o a-z-0 13-d-a .-�-� ,-„-, 1-6-0 0-0- 9-6-0 1.6-0 2-6-12 Plate Offsets (X Y)f1:0 0 0 0 0 131 16.0 3 4 0 2 121 LOADING ( I psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.20 11-12 >920 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.42 11-12 >450 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) -0.03 19 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 131 lb FT = 0% LUMBER.! BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except* BOT CHORD 3-13: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 14=721/0-8-0, 19=536/0-6-12 Max Horz 14=365(LC 8) Max Uplift 14=-456(LC 8), 19=-437(LC 8) Max Grav 14=721(LC 1), 19=560(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1081/628, 3-4=-1260/790, 4-5=-394/185, 5-6=-316/222 BOT CHORD 11-12=-540/707 WEBS j 4-12=-415/567, 4-11=-463/463, 6-11=-392/580, 2-14=-671/481, 12-14=-258/A84, 2-12=-587/946, 6-19=-562/439 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide aiiequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) 19 considers parallel to grain value using ANSIrrPI 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 456 lb uplift at joint 14 and 437 lb uplift at joint 14. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alberti PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111•7473 rev. 10/03/2015 BEFORE USE. Design vali6 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 properly incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i V� ITeK• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,lstorage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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. Tampa, FL 36610 Job Truss Truss Type Qty Ply Res. T14662142 Dofi Half Hip 1 1b [bito Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 nunmi : 6.2 iv s a12 2w,5 r„ m: Q.5 ,.,=r _ .-..__.__ 2018 . _ . ID:6f Ilib2ybD_xViUgJz3Juyyulka-02eT4GNwdCJC6PA4km GzV3jjJR7U0cCNanB6vByuWNE i 1-10-0 1 4to 9-8-0 15-2-0_ 15-8� 17-B-12 � 2-0-0 5-8-0 5-6-0 a 2-0-12 I 5x5 = 5x8 = 14 13 8 / 3x4 = 2x4 II 1x4 II 2x4 II 3x4 = 1x4 II, 9-8-0 1 15-2-0 1 17-8-12 0 h ob 6x8 19 0 1= la Scale = 1:51.7 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.69 BC 0.48 WB 0.52 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Lid -0.10 10-11 >999 240 -0.18 10-11 >999 180 -0.04 19 n/a n/a PLATES GRIP MT20 244/190 Weight: 138 lb FT = 0% -LUMBER-11 BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 3-13: 2x4 SP No.3 WEBS 1 Row at midpt 5-11 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x8 SP No.2 be installed during truss erection, in accordance with Stabilizer [Installation ouide. REACTIONS. (lb/size) 14=721/0-8-0, 19=536/0-6-12 Max Horz 14=427(LC 8) Max Uplift14=-426(LC 8), 19=-467(LC B) Max Grav 14=721(LC 1), 19=684(LC 13) FORCES. '(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1146/685, 3-4=808/316, 4-5=-868/527, 9-15=-499/682, 6-15=-499/682 BOT CHOP D 11-12=-1042/1229 WEBS 1 3-11=-477/557, 4-11=-401/442, 5-11=-651/884, 5-9=542/524, 2-14=-662/486, 12-14=-314/135, 2-12=-643/1012, 6-19=686/469 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pelf 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, with BCDL = 10.Opsf. 7) Bearing at joint(s) 19 considers parallel to grain value using ANSIrl-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 426 lb uplift at joint 14 and 467 lb uplift at joint 19' 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE, 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 properly incorporate this design Into the overall MiTek* building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y� iTek` is always rebuired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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. Tampa, FL 36610 ID:6fllib2ybD_xViUgJz3Juyyutka-05kO2fexAXob85L17WHV6INUPoAgPY6F?P_NB9yuXCl 5- - 0 11-8- 17--12 5.11-10 5-8-13 68-0-5 6x8 = 8 3x4 = 3x4 = 4x4 = 3x4 = 1-6-01- 0 9-7-10 17.8-12 1-6-0 0.4- 7-9-10 8.1.2 Iv Scale = 1:52.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip, DOL 1.25 TC 0.39 Vert(LL) -0.09 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.15 6-7 >999 180 BCLL 10.0 - Rep Stress Incr YES WB 0.73 Horz(CT) -0.03 13 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 127 lb FT = 0% LUMBER- I — TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 8=721/0-8-0, 13=536/0-6-12 Max Horz 8=467(LC 8) Max Uplift 8=-404(LC 8), 13=-488(LC 8) Max Grav 8=721(LC 1), 13=660(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row atmidpt 5-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-609/172, 6-9=-347/540, 5-9=-347/540 BOT CHORD 7-8=-564/704, 6-7=-298/460 WEBS 3-7=-1711288, 4-7=-136/346, 3-8=-664/271, 4-6=-595/483, 5-13=-662/490 NOTES- i 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C;IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 404 lb uplift at joint 8 and 488 lb uplift at joint 13. 7) This truss! design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 1010312015 BEFORE USE. �' 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 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 iTeW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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. Tampa, FL 36610 a Job r J36494 Type D08 IMonopitch 13 I 1 Tubito Res. T14662144 Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:34 2018 Page 1 ID:6fllib2ybD_xViUgJz3Juyyulka-05kO2fexAXob85L17WHV61NV4o9LPfbF7P_NB9yuXCl 5 9 10 i 11-4-7 17-2-12 5-9-10 5-6-13 5-10-5 2x4 II 5 3x4 = 3x4 = 5x5 = 3x4 = 1-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 6-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.19 6-7 >984 180 BCLL !0.0 Rep Stress Incr YES WB 0.31 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Scale = 1:51.6 PLATES GRIP MT20 244/190 Weight: 103 lb FT = 0% LUMBER- j BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-6, 4-6 REACTIONS. (lb/size) 6=556/Mechanical, 8=70810-8-0 Max Horz 8=531(LC 8) Max Uplift 6=-509(LC 8), 8=-389(LC 8) Max Grav 6=682(LC 13), 8=708(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-600/150 BOT CHORD 7-8=-604/668, 6-7=-360/449 WEBS 3-7=-145/267, 4-7=-120/347, 4-6=-624/508, 3-8=-655/241 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; !Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip 'DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 509 lb uplift at joint 6 and 389 lb uplift at joint 8. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ' Design vali' for use only with MIk® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,lstorage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite M2, Alexandria, VA 22314. Tampa, FL 36610 Job a ■ Truss J36494 D09 s Type Hip Oty 1Ply 1 I Tubito Res. T14662145 Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:35 2018 Page 1 I D:6fl I ib2yb D_xViUgJz3Juyyulka-sl I OF?faxgwS mFwDg DokeWvggCVa86mOE 3jxjcyuXCk 5 10-1 11-5.4 17-0-8 17-E,12 5-10-1 5-74 5.7-4 0-`2 4 8 3x4 3x4 = = 3x4 = 2x4 II 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 6-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.19 6-7 >970 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -AS LUMBER- I BRACING - b 5x5 = Scale = 1:51.5 PLATES GRIP MT20 2441190 Weight: 103 lb FT = 0% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-6. 4-6 REACTIONS. (Ib/size) 6=556/Mechanical, 8=708/0-8-0 Max Horz 8=531(LC 8) Max Uplift 6=-509(LC 8), 8=-389(LC 8) Max Grav 6=683(LC 13), 8=708(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-6001151 BOT CHORD 7-8=-604/670, 6-7=-356/443 WEBS 3-7=-1491271, 4-7=-1251349, 4-6=-622/507, 3-8=-656/240 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This trusslhas 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) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 509 lb uplift at joint 6 and 389 lb uplift at joint 8. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 bate: July 25,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. ' Design valiii 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 properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt 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. Tampa, FL 36610 Job f + Truss J36494 D10 East Coast Truss, Ft. Pierce, Type Qty IPIY I Tubilo Res. T14662146 IROOFTRUSS P Job Reference (optional) 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:36 2018 Page 1 ID:6fllib2ybD—xViUgJz3Juyyutka-KUnnTLgCi82JNPVPExJzBjSjKcnstPOYSjTUF2yuXCj 9 0 8 15-0.8 16-0-8 d 7-2-12 i 9.0-8 6.0.0 1-0-0 1-2-4 04 = 3x4 = 5 6 7 4x4 6x6 = 3x4 = \ 1x4 II 4x6 3x6 II = Scale = 1:50.5 1-6.01- 0 9-0-8 1-6-0 0-4 7-2-8 15-0-8 16-0.817-2-12 6.0.0 Plate Offsets X Y — 6:0-3-0 04-4 9:0-4-8 0-1-8 14:0-4-8 0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.57 10-12 >322 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.54 10-12 >340 180 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) -0.01 8 n/a n/a BCDL 1�0.0 Code FBC2017ffP12014 Matrix -AS Weight: 125 lb FT = 0% LUMBER- TOP CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 8-11: 2x6 SP No.2 WEBS 1 Row at midpt 7-8, 6-9, 8-14 WEBS i 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 13 REACTIONS. (lb/size) 8=634/Mechanical, 12=730/0-8-0 Max Horz 12=469(LC 8) Max Uplift 8=-526(LC 8), 12=-436(LC 8) Max Gram 8=836(LC 13). 12=747(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-434/187,2-3=-622/101, 3-4=476/190,4-5=458/568, 5-6=-379/514, 6-7=-649/810, 7-8=-1484/1865 i BOT CHORD 1-12=-224/456, 10-12=-693/568, 9-10=-360/531, 8-9=-328/475 WEBS 2-12=-551/371, 2-1 0=-1 55/336, 9-14=-557/1252, 6-14=-707/602, 4-13=-1026/717, 13-14=1399/1044, 5-13=-255/289, 8-14=3612/2495, 7-14=-2086/1664, 6-13=-618/705 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This trusslhas been designed fora 10.0.psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 526 lb uplift at joint 8 and 436 lb uplift at joint 12. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock-be applied directly to the bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date: i IIdV 9S 7f11R ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. , Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p` 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 only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. Forgeneral guidance regarding the fabrication,' storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 ob 1 russ 36494 D10 East Coast Truss, Ft. Pierce, FL - 34946, LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-54, 5-7=-54, 8-15=-20 Concentrated Loads (lb) Vi rt: 18=-50(F) 19=-50(F) Type Qty Ply Tubito Res. T14662146 TRUSS 1 1 Job Reference (optional) 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:36 2018 Page 2 ID:6fllib2ybD xViUgJz3Juyyutka-KUrmTLgCi82JNPVPExJzBjSjKcnstPOYSjTUF2yuXCj WARNING -Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev. 1010312015 BEFORE USE. 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 property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricationj storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 Job r Truss Truss Type Qty Ply Tubito Res. T14662147 J36494 D11 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, b.CCU s may c4 4U t o wn I en muuou rob, .... ­< < r age , ID:6fllib2ybD_xViUgJz3Juyyutka-ogP8ggggTSAA?Y4coerq)x sQO9mcvlhhNC2nUyuXCi 17.2-12 9-0-8 13-0-8 16-0-8 16-8-8 9-0-8 4-0-0 3-0-0 8-0' 4x8 0.6-4 Scale = 1:43.7 = 1x4 II 5 6 7 4x6 1x4 II 6x6 = 3x4 = 4x4 = 3x6 11 9-0-8 13-0-8 16-0-8 17-2-12 7-2-8 4-0-0 3-0-0 1-2-4 Plate Offsetsl(X Y) 15.0 5 8 0 2 O1 16'0 2 8 0 0 81 f8.0 3 0 0 4-41 19'0-4-8 0-1-81 LOADING (Psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.44 10-12 >414 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.46 10-12 >399 180 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(CTr -0.01 8 n/a n/a BCDL 1 b.0 Code FBC2017f rPI2014 Matrix -AS Weight: 120 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 8-11: 2x6 SP No.2 WEBS 1 Row at midpt 8-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=631/Mechanical, 12=734/0-8-0 Max Horz 12=518(LC 7) Max Uplift 8=-498(LC 5), 12=-544(LC 8) Max Grav 8=837(LC 13), 12=740(LC 13) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-401/169, 2-3=-670/306, 3-4=-485/387, 4-5=-336/697, 5-6=-1213/1916, 1 6-7=-1062M727, 7-8=-941/1463 BOT CHORD 1-12=-212/428, 10-12=-694/606, 9-10=-420/601, 8-9=-416/614 WEBS 2-12=-578/506, 4-14=-1205/758, 13-14=-1185/747, 9-13=-546/1066, 6-13=-348/412, 5-13=-1303/956,2-10=-146/340,7-13=-2167/1441,8-13=-3072/1721 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 8 and 544 lb uplift at joint 12. 9) This truss' design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cert 6634 LOAD CASES) Standard 6904 Parke East Blvd. Tampa FL 33610 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date: I July 26,2018 _ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 Job ' ' l Truss Truss Type Qty Ply Tubito Res. i T14662147 J36494 D11 Roof Special 1 1 - Job Reference(optional) Ca5l uua5l buss, rl.--,----, LOAD CASES) Standard Uniform Loads (plf) Vert: 1-5=-54, 5-7=-54, 8-15=-20 Concentrated Loads (lb) Vert:18=-50(F) 19=-50(F) I D:6fllib2ybD_xVi UgJz3J uyyutka-o g P8g gggTSAA7Y4coe rCjx_sQ09m cvl hh N C2n UyuXCi I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notpal a Iruss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p p iTe k• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the ivi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type Qty Ply Tubito Res. T14662148 I J36494 D12 Roof Special 1 1 Job Reference (optional) I d t' 1 Wed J l 25 12.0938 2018 Pa e 1 East Coast T' Itss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MITek us rles, nc. e u g ID:6fllib2ybD_xViUgJz3Juyyutka-Gt7XuOhSEll1 difoMMMRG8X1 yQX 1 LJ 1 qwl ybKwyuXCh 9-0-8 11-0-8 14-8-8 17-2-12 9-0-8 2-0-0 3 8-0 2-6-4 4x4 = 15 4x6 = 3x6 11 Scale = 1:43.0 qxo - 3xl0 M18SHS II 1x4 II 3x4 = _ 4x4 — 6x6 = I -6-0 1-10 9-0-8 11-0-8 14-8-8 16-0-8 17-2-12 112.0-0 'S. 0.4- 7-2-8 Plate Offsets KY)— l8.0 2 0 0 0 121 111.0 3 0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.38 12-14 >485 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.41 12-14 >450 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) -0.01 10 n/a n/a BCDL TO Code FBC2017/TPI2014 Matrix -AS Weight: 127 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 9-10 10-13: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 6 WEBS 2x4 SP No.3 *Except* 3-12: 2x4 SP No.1, 8-15: 2x4 SP No.2 REACTIONS. (lb/size) 10=629/Mechanical, 14=735/0-8-0 Max Horz 14=525(LC 7) Max Uplift 10=-479(LC 5). 14=-544(LC 8) Max Grav 10=798(LC 13), 14=735(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-330/147, 2-3=-660/334, 3-4=-886/677, 4-7=-824/647, 5-6=-403/648, 6-7=-403/602, 1 8-9=-289/237, 10-15=-1466/821 BOT CHORD 1-14=-168/350, 12-14=-680/531, 11-12=-302/359 WEBS 2-14=552/516, 3-5=-317/366, 2-12=-91/394, 8-16=-606/676, 15-16=571/629, 11-16=-1028/917, 11-15=-1152/1988 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 betv✓een the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 479 lb uplift at joint 10 and 544 lb uplift at joint 14. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrockibe applied directly to the bottom chord. 10) Graphical purlin representation does not depict the size or the orientation of the Pullin along the top and/or bottom chord. Thomas A. Albani PE No.39380 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 39 lb up at MiTek USA, Inc. FL Cert 6634 12-0-0, and 69 lb down and 39 lb up at 14-0-0 on top chord. The design/selection of such connection device(s) is the 6904 Parke East Blvd. Tampa FL 33610 responsibility of others. Date: 12) In the LOAD CASES) section loads applied to the face of the truss are noted as front (F) or back (B). July 25,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 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 applicability of design parameters and properly Incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I V I iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII 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. Tampa, FL 36610 Job I Truss Truss Type Qty Ply Tubito Res. T14662148 J36494 D12 Roof Special 1 1 Job Reference (optional) East coast I russ, m. Fierce, t-L - s41140, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-9=-54, 10-17=-20 Concentr9'ted Loads (lb) Vert: 20=-50(F) 21=50(F) ,.,oy .. ID:6flIib2ybD_xViUgJz3Juyyutka-GtzXuOhSEll1 difoMMMRG8X1 yQX1 LJ 1 qwl ybKwyuXCh WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■■■��•�YY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infoimation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ► t Truss Type Qty Ply Tubito Res. T14662149 J36494 � Puss 13 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946. o.ccu a rwdy c" cu 1 o ,va , on A U5 .,E5, U y� I D:6fl Iib2ybD_xViUgJz3J uyyutka-13Xv5Mi4?3Q u Es E_v3tgp M4 DVpvg4ny_9hh8sNyuXCg 9-0-8 12-8-8 16-0-8 17-2-12 9-0-8 3-8-0 3-4-0 1-2-4 Scale = 1:43.0 13 46 = 3x4 = 3x4 = �FV 4x6 II 2x4 II 6x6 = 3x6 11 1-6-0 1-10 0 9-0-8 12-8-8 16-0-8 17-2-12 1-6-0 0-4- 7-2-8 3-8-0 34-0 1-2-4 Plate Offsetsi(X Y) f3:0 2 8 0 2-41 f5.0 4-12 0 3 41 f6:0 4 0 0 0-81 f87Edge 0-3-81 f9:0-3-0 0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.21 10-12 >869 240 MT26 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.23 10-12 >792 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(CT) -0.01 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 133 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 `Except' WEBS 1 Row at midpt 7-8 8-11: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 6-13: 2x4 SP No.1 REACTIONS. (lb/size) 8=629/Mechanical, 12=735/0-8-0 Max Horz 12=525(LC 7) Max Uplift 8=-466(LC 5), 12=-544(LC 8) Max Grav 8=805(LC 13). 12=735(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-251/114, 2-3=-1143/662, 3-4=-998/696, 4-5=-600/781, 4-6=-307/167, 1 6-7=-289/238, 8-13=-945/501 BOT CHORD 1-12=-140/273, 10-12=-282/363, 9-10=280/340 WEBS 5-10=0/284, 2-12=-615/601, 6-14=-680/718, 13-14=628/653, 9-14=1327/1050, 9-13=-936/1688, 5-12=-434/178, 2-5=-330/714 NOTES- i 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60, plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to giider(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 466 lb uplift at joint 8 and 544 lb uplift at joint 12. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 39 lb up at Thomas A. Alban) PE No.39380 12-0-0. and 69 lb down and 39 Ib up at 14-0-0 on top chord. The design/selection of such connection device(s) is the MiTek USA, Inc. FL Cert 6634 responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parke East Blvd. Tampa FL 33610 Date: LOAD CASE IfS1 Standard July 25,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with Mrrek®co6nectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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. Tampa, FL 36610 b TIJob IJ36494 Truss Truss Type Qty Ply Tubito Res. T14662149 D13 Roof Special 1 1 Job Reference (optional) fierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:39 2018 Page 2 I D:6fllib2ybD_xViiUgJz3J uyyutka-13Xv5Mi4?3Q u E sE_v3tgpM4DVpvg4ny_9hh 8sNyuXCg LOAD CAS�(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-7=-54, 8-15=-20 Concentrated Loads (lb) Vert: 18=-50(F) 20=50(1`) ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. pat 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 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 iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infoimation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job t x r Truss Truss Type City Ply Tubito Res. T14662150 J36494 D14 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 wu i eR uwusuiaa, wc. V­U aUi 4� 14.va.Va caye , I D:6fl li b2ybD_xViUgJz3Juyyutka-13Xv5 Mi4?3 QuEsE_v3tg pM4Ej pro4m R_9hh8sNyuXCg 1-10-0 7-0-8 9-0-8 10-8-8 17-2-12 1-10-0 5-2-8 2-0-0 1-8-0 6-6-4 3x4 = 1x4 II 1-6-0 4X4 =vxo — 2x4 11 9-0-8 15US= 4x10 M18SHS II 6x6 = 3x6 11 Scale = 1:43.0 Plate Offsets I(X Y)17:0 4 0 0 0-41 19•Edoe 0 3 81 11070-3-0 0-4-81 - i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.48 11-13 >385 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.47 11-13 >390 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT) -0.01 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 119 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 `Except* WEBS 1 Row at midpt 8-9 9-12: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 8-9: 2x4 SP No.2, 4-11,7-15: 2x4 SP No.1 REACTIONS. (lb/size) 9=629/Mechanical, 14=735/0-8-0 Max Horz 14=525(LC 7) Max Uplift 9=-446(LC 5), 14=-544(LC 8) Max Grav 9=811(LC 13), 14=735(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-698/368, 3-4=-557/390, 4-5=-1044/719, 5-6=-563/644, 5-7=-456/250, 7-8=-314/251,9-15=-1516/848 BOT CHORD 13-14=-603/381, 11-13=-511/651, 10-11=-347/449 WEBS 2-14=591/500, 2-13=-189/571, 7-16=-787/874, 15-16=-731/803, 10-16=-1428/1111, 10-15=-1435/2464 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60!,plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.0psf. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 446 lb uplift at joint 9 and 544 lb uplift at joint 14. 9) This truss ;design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 39 lb up at 12-0-0, and 69 lb down and 39 lb up at 14-0-0 on top chord. The design/selection of such connection device(s) is the responsieility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p■■■���•�YY building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 July 25,2018 Job 11 t Truss Truss Type Qty Ply Tubito Res. T14662150 J36494 D14 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-8=-54, 9-17=-20 Concentrated Loads (lb) Vert: 21=-50(F) 22=-50(F) 0"4u 5 wlay L9 Lu Io IVII I CR IIIuu5r11C5, 111u. vvcu Jul zu IG.Va— Gu 10 raye ID:6fllib2ybD_xViUgJz3Juyyutka-13Xv5Mi4?3QuEsE v3tgpM4Ejpro4mR_9hh8sNyuXCg ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® 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 property incorporate this design into the overall pp� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforination available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 ob 101. Truss Truss Type Oty Ply Tubito Res. T14662151 J36494 D15 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2U18 Mi t ek mdusmes, inc. vied dui 25 i c09:40 cu ro rays i ID:6fl lib2yb D_xViUgJz3J uyyutka-DF5HJiji mNYI s0 pBTnOvLZcRn D96pDp7 N LRiOpyuXCf 1-10-0 5-0-8 8-8 8 12-9-14 17-2-12 1-10-0 3-2-8 3-8-0 4-1-6 4.4-14 Scale = 1:42.1 13 4x6 = v 0 1 V 0 - / —_ 3x8 I I 3x8 = 7x6 WB = 4x10 M18SHS II 3x4 2x4 II 7x6 = 1-6-0 1- 0 0 5-0-8 8-8-8 16-0-8 17-2-12 1:20 0-4- 3-2-8 3-8-0 7A-0 1-2 4 Plate Offsets '(X Y) 15:0 4-0 0 0 81 f7:Edge 0-3-81 18.0-3-0 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.57 8-9 >322 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.63 8-9 >292 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 124 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD' 2x6 SP No.2 *Except* WEBS 1 Row at midpt 6-7 7-10: 2x6 SP SS 2x4 SP No.3 *Except* _WEBS 6-7,5-13: 2x4 SP No.2 OTHERS 2x4SP No.3 REACTIONS! (lb/size) 7=629/Mechanical, 12=735/0-8-0 Max Horz 12=524(LC 7) Max Uplift 7=-418(LC 8), 12=545(LC 8) Max Grav 7=817(LC 13), 12=735(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-802/488, 3-4=-710/482, 4-5=-553/279, 5-6=-297/236, 7-13=-1976/1129 BOT CHORD 11-12=-508/218, 9-11=-310/467, 8-9=-289/438 WEBS 4-9=-523/481, 5-14=-758/800, 13-14=-730/753, 8-14=-973/707, 2-12=741/569, 2-11=-482/787, 4-11=-441/482, 8-13=-148612601 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 418 lb uplift at joint 7 and 545 lb uplift at joint 12. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Hanger(s} or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 39 lb up at Thomas A. Albani PE N09380 12-0-0, and 69 lb down and 39 lb up at 14-0-0 on top chord. The design/selection of such connection device(s) is the MiTek USA, Inc. FL Cert 6634 responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date; LOAD CASE(S1 Standard July 25,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. 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 systefn. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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. Tampa, FL 36610 Job~ ,. Truss Type Qty Ply Tubito Res. T14662151 J36494 ]Truss D15 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 7-15=-20 Concentrated Loads (lb) Virt: 18=-50(F) 1 =C�,o Chad 'AlunoD aion-i 1S M6 91 d35 GIAMD'd . ay ... I D:6fll ib2ybD_uVi UgJz3Juyyutka-DF5HJ iji mNYI sOp BTnOvLZcRnD96pDp7 NLRi OpyuXCf FILE COPY WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design validl for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall buildbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek` ing required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality. Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InforI nation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 1 Job Truss Truss Type Qty Ply Tubito Res. T14662152 J36494 D16 Roof Special Girder 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 to to iviii ere muusmes, o rc. vveu ,,ur w i c.vu.4 r w r raga ID:6fl1ib2ybD_xViUgJz3Juyyulka-hRffW2kKXggcUANN1Uv8un9bKdR_Yf9Hc?AFwFyuXCe 3-0-8 6-8-8 9-0-8 17-2-12 3-0-8 3-8-0 2 4-0 8-2-4 Scale = 1:42.1 15 4x6 = 3x6 11 3x4 = 3x4 = — — 3x10 M18SHS I I 3x4 = Special 3x4 = 7x6 - 1-6-0 3-0-8 9-0-8 16-0-8 17-2-12 1-6-0 1-G-8 3-8-0 2-4-0 7-0-0 1-2-4 Plate Offsetsi(X Y) 13:0 5-4 0 2 O1 14:0 2 4 0 1 121 f6:0-4 0 0-0-81 19:0-3-0 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.51 9-10 >358 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.53 9-10 >343 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) -0.01 8 n/a n/a BCDL 16.0 Code FBC2017/TPI2014 Matrix -MS Weight: 125 lb FT = 0% LUMBER- ' BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD 4-7: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 `Except` WEBS 7-8,6-15: 2x4 SP No.2 REACTIONS: (lb/size) 8=615/Mechanical, 14=583/0-8-0 Max Horz 14=524(LC 7) Max Uplift 8=-428(LC 8), 14=-655(LC 8) Max Grav 8=822(LC 28), 14=659(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-460/335, 3-4=-1222/824, 4-5=-667/256, 5-6=-510/254, 6-7=-280/213, 8-15=-1761/990 BOT CHORD, 13-14=-519/257, 12-13=-644/542, 10-12=808/1370, 9-10=-284/425 WEBS 3-13=-332/296,3-12=-635/973,2-14=-552/478,5-10=-66/294,4-10=-1183/869, 2-13=-398/537, 6-16=-718/790, 15-16=-681/734, 9-16=-11721804, 9-15=-142312514 Structural wood sheathing directly applied or 5-3-5 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 7-8 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60iplate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = IO.Opsf. 7) Refer to gifder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 428 lb uplift at joint 8 and 655 lb uplift at joint 14. I 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 39 lb up at 12-0-0, and 69 lb down and 39 lb up at 14-0-0, and 214 lb down and 202 lb up at 3-0-8 on top chord, and 139 lb down and 180 lb up at 3-0-8 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date, July 25,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev. 10/02/2015 BEFORE USE. ' Design valid for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always re4uired for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Tubito Res. T14662152 J36494 D16 Roof Special Girder 1 1 Job Reference (optional) ono o�..eo East Coast Truss, Ft. Pierce, FL - 34945. LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=54, 3-4=-54, 4-7=-54, 8-17=-20 Concentrated Loads (lb) Vert: 3=74(F) 13=93(F) 20=-50(F) 21=-50(F) .gay — �., , ,. ,.,, , ., ID:6fllib2ybD xViUgJz3Juyyulka-hRffW2kKXggcUANN1Uv8un9bKdR_Yf9Hc?AFwFyuXCe WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® 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 property incorporate this design Into the overall ��-��.YYY building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Tubito Res. T14662153 i J36494 D17 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946. 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12.09.42 2018 Page 1 ID:6fl1ib2ybD_xViUgJz3Juyyutka-9eDljOkzl_oS5KyZbCQNQ_inp 1 xRHDfQrfwpTiyuXCd 6-11-4 12-0-8 13-6-12 6-11-4 5-1-4 1-6.4 5x5 = 3x4 = 81x4 II 6 3x4 = 4x8 — 3x4 = Scale = 1:38.4 1-6-0 1 10 0 6-11 3 12-0-8 13-6-12 120 0.4 5-1-4 5-1-4 1.6-4 Plate Offsetsl(X Y) 14:0 2 8 0 2-41 15:Edge 0 1 81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.05 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.10 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 86 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=418/Mechanical, 8=575/0-8-0 Max Horz 8=483(LC 7) Max Uplift 6=-340(LC 5), 8=441(LC 8) Max Grant 6=531(LC 13), 8=575(LC 1) — FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-492/279, 3-4=-504/460 BOT CHORD 7-8=-474/269 WEBS 2-8=-496/437, 2-7=-177/438, 3-7=-340/379, 4-7=-407/551, 4-6=-472/419 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Refer to gi�der(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 340 lb uplift at joint 6 and 441 lb uplift at joint 8. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord: Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: Julv 25.2018 I " AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. 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 property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Tubito Res. T14662154 J36494 D18 Half Hip 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 Mi i ek industries, inc. Wed dur 25 12:09.43 cu ro rays D:601ib2ybD_xViUgJz3J uyyutka-dgm Pxklb3lwJjTXmBvxczC E?2RF?OkZa3JfM?8yuXCc 5-1-11 10-0-8 13-6-12 5-1-11 4-10-13 3-6-4 4x4 = 3x4 = Scale = 1:32.6 is 3x4 = 3x8 = 2x4 II 3x4 = 1-6-0 LOADING (psf) SPACING- 2-0-0 CS]. TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 TCDL 7.0 Lumber DOL 1.25 BC 0.50 BCLL 0.0 Rep Stress Incr YES WB 0.20 BCDL 10.0 Code FBC2017/TP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 2x4 SP No.2 SP No.3 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD, 3-4=-324/225, 4-5=-224/264, 5-6=-432/323 BOT CHORD 7-8=-429/463 WEBS 5-7=-291/448, 3-8=-439/404 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.09 7-8 >999 240 MT20 244/190 Vert(CT) -0.19 7-8 >750 180 Horz(CT) -0.01 6 n/a n/a Weight: 81 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph.(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 342 lb uplift at joint 6 and 446 lb uplift at joint 8. 1 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/1015 BEFORE USE. ��� Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIffP11 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. Tampa, FL 36610 p I r i Job Truss Truss Type Qty Ply Tubito Res. T14662155 J36494 D19 Half Hip 1 1 Jab Reference (optional) Last coast I fuss, I-L Nlerce, t-L - 54ago, ID:6fllib2ybD_xViUgJz3Juyyutka-dgmPxklb3lwJjTXmBvxczCE 1 DRIUDkla3JfM?8yuXCc 8-0-8 13-6-12 8-0-8 5-6-4 4x6 = 3x4 = Scale = 1:28.0 3 11 4 3x4 = 7 4x8 = 2x4 II 1x4 II 1-6-0 1 10- 8-0-8 13-0-12 1-6-0 -4- 6-2-8 5-64 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.06 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 73 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=418/Mechanical, 7=575/0-8-0 Max Horz 7=327(LC 7) Max Uplift 5=343(LC 5), 7=451(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR13 2-3=-437/268, 3-4=-312/309, 4-5=-374/346 BOT CHORD 6-7=-348/265 WEBS 4-6=-305/418, 2-7=-477/484, 2-6=-114/294 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60; plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to gi,rder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 343 lb uplift at joint 5 and 451 lb uplift at joint 7. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date; July 25,2018 ®WARNING G. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. 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 properly Incorporate this design into the overall ■■■�r��•�YYi building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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. Tampa, FL 36610 Job Truss Truss Type City Ply Tubito Res. T14662156 J36494 D20G Half Hip Girder 1 1 Job Reference (optional) East Coast Tuuss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MITek Industries, Inc. Wed Jul 25 12:09:44 2018 Page 1 I D:6fll ib2yb D_xV iUq Jz3Juyyutka-50 Ko84mDgb2ALd6yicTrWP nD Lgfrl B Lj IzPvXayuXCb 6-0-8 9-9-10 13-6-12 6-0-8 3-9-2 3-9-2 1 �I Scale = 1:25.0 NAILED 4x8 = _ NAILED 1x4 II NAILED 3x4 3 13 14 4 15 5 9 4X4 = .....--- sX8 — 3x6 11 3x4 = 1x4 II NAILED NAILED 6-M 9-9-10 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 TCDL b.0 Lumber DOL 1.25 BC 0.20 BCLL 0.0 Rep Stress Incr NO WB 0.23 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.02 7-8 >999 240 MT20 244/190 Vert(CT) -0.02 8-9 >999 180 Horz(CT) -0.01 6 n/a n/a LUMBER- ' BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS i 2x4 SP No.3 BOT CHORD REACTIONS, (lb/size) 6=479/Mechanical, 9=590/0-8-0 Max Horz 9=249(LC 31) Max Uplift 6=-483(LC 5), 9=-537(LC 8) Max Grav 6=578(LC 36), 9=621(LC 36) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-601/405, 3-4=-502/444, 4-5=-502/444, 5-6=-530/478 BOT CHORD 7-8=-459/553 WEBS 1 4-7=-298/379, 5-7=-537/655, 2-9=-576/517, 2-8=-306/512 Weight: 75 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 lb uplift at joint 6 and 537 lb uplift at joint 9. 1 9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) In the LOIAD 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: 1-3=-54, 3-5=-54, 6-10=-20 Concentrated Loads (lb) Vert: 8=17(F) 4=-21(F) 7=-1(F) 13=-21(F) 15=-36(F) 16=-1(F) 17=-13(F) Thomas A. Albani PE No.39360 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' I always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 Job Truss Truss Type City Ply Tubito Res. i T14662157 J36494 E01G Half Hip Girder 1 1 Job Reference (optional) 095 2018 P 1 East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MITek Industries, Inc. Wed Jul 25 12 . .4 age ID:6fllib2ybD-xViUgJz3Juyyulka-ZDuAMQnrbvB1ynh8GK 42dKGiEv2UYpsXd8T40yuXCa 3-10-7 7.6-0 13-0-0 18-6-0 3.10-7 3-7-9 5-6-0 5-6-0 0 M v 4x8 = NAILED 3 NAILED 13 14 Scale = 1:31.6 NAILED NAILED 3x4 = NAILED 2x4 II 15 4 16 17 18 5 9 3x6 II 4x4 = NAILLU NAILCV 3x4 = 5x5 = 3x4 = Special NAILED 1-6-0 110 4-8-0 7-6-0 13-0-0 18-6-0 2-10-0 2-10-0 5-6-0 5-6-0 Plate OffsetsdX.Y1- r3:0-5-4.0-2-01.16:0-2-4,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.08 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.08 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(CT) -0.03 6 n/a nla BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 104 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 5-6: 2x6 SP No.2 WEBS REACTIONS: (Ib/size) 6=1020/0-8-0, 9=1064/0-8-0 Max Horz 9=306(LC 7) Max Uplift 6=-995(LC 5), 9=-1000(LC 8) Max Grav 6='1083(LC 29). 9=1099(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1371/1160, 3-4=-1183/1136 BOT CHORD 8-9=-339/247, 7-8=-1151/1246, 6-7=-1159/1211 WEBS 1 3-8=-24/265, 4-7=-231401, 4-6=-1441/1331, 2-9=-1047/1006, 2-8=-914/1142 Structural wood sheathing directly applied or 4-8-12 oc purlins, except end verticals. Rigid ceiling directly applied or 5-6-0 oc bracing. 1 Row at midpt 4-6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60lplate grip DOL=1.60 3) Provide aequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss �as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This betvietrus$$ 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 an the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 995 lb uplift at joint 6 and 1000 lb uplift at joint 9. 8) "NAILED" Indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) r other connection device(s) shall be provided sufficient to support concentrated load(s) 264 lb down and 214 lb up at 7-6-0 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 6-10=-20 Concentrated Loads (lb) Vert: 3=-77(F) 8=132(F) 14=-77(F) 15=-93(F) 16=-93(F) 17=-93(F) 19=-34(F) 20=44(F) 21=-44(F) 22=44(F) Thomas A. Albani PE No.39380 Welk USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design validj for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ��■��•YYY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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. Tampa, FL 36610 s Type Qty Ply Tubito Res. T14662158 J36494 E02 Half Hip 1 1 Job Reference D tional East Coast Tjuss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:46 2018 Page 1 ID:6fllib2ybD_xViUgJz3Juyyutka-1PSYZInTLDJuaxGKglVJbgsVJTeFMD2UOmHu0cTyuXCZ 4-10-7 9-6-0 13-11-0 18-6-0 4-10-7 4-7-9 4-5-0 4-7-0 4x6 = Scale = 1:33.1 3x4 = 2x4 II 3 4 12 5 a 1x4 II 4x8 = 5x5 = 3x4 = 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.10 6-7 >999 240 MT20 2441190 TCDL 4.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.21 6-7 >938 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) -0.01 6 n/a . n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 106 lb FT = 0% LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* 5-6: 2x6 SP No.2 REACTIONS. (lb/size) 6=601/0-8-0, 8=751/0-8-0 Max Horz 8=384(LC 7) Max Uplift 6=-478(LC 5), 8=-563(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-706/426, 3-4=-540/473 BOT CHORD 7-8=-476/369, 6-7=-418/407 WEBS 2-8=-661/636, 2-7=-142/415, 4-7=-124/295, 4-6=-541/502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60; plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This trust 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 478 lb uplift at joint 6 and 563 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ®WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. 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 properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforjnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 J I 1 M Job Truss Truss Type Qty Ply Tubito Res. T14662159 J36494 E03 Half Hip 1 1 Job Reference (optional) � o hfi , 9n 9nie KA; L, 1-1—fd— Inn IAled _hit 9F pane 19•no-no9n1n pn1 East Coast I russ, rL. rierce, rL - 34946, ......... .. .....r ,....,.. .... .....-.....__, ..._. ..__ _-. __ ._.__... __ . _ _a_ . I D:6fl lib2yb D_xViUgJz3Juyyutka-W bOwn5o56 WRI C 5rXNIOY72PiA2YeyXm9_xdZ8vyuXCY 5-10-7 11-6-0 18-6-0 5-10-7 5-7-9 7-0-0 4x6 = 3x4 11 Scale = 1:37.6 4 12 5 8 3x4 = 3x4 = 5x5 = 3x4 = 1-6-0 1,10.0 11.6-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.38 BC ' 0.71 WB 0.32 Matrix -AS DEFL. in Vert(LL) -0.17 Vert(CT) -0.34 Horz(CT) -0.02 (loc) I/defl L/d 7-8 >999 240 7-8 >588 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 109 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-6 5-6: 2x6 SP No.2 REACTIONS. (Ib/size) 6=601/0-8-0, 8=751/0-8-0 Max Horz 8=462(LC 7) Max Uplift 6=-476(LC 5), 8=-559(LC 8) Max Grav 6=646(LC 13), 8=751(LC 1) I FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-565/396 BOT CHORD 7-8=-606/734, 6-7=-437/556 WEBS 3-7=-210/256, 4-7=-66/372, 4-6=-656/415, 3-8=-639/555 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASOE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates che.6ked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 476 lb uplift at joint 6 and 559 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39300 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; ®WARNING - Verity desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7477 rev. 10/03/1015 BEFORE USE. 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 verity the applicability of design parameters and properly incorporate this design into the overall pat building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Inforination available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 July 25,2018 e Job Truss Truss Type Qty Ply Tubito Res. T14662160 J36494 E04 Half Hip 1 1 Job Reference (optional) fast uoast I runs, r t. tierce, YL - 391d90, 0.44U 5 IYlny cy cV I° Ivn I.r. Illuusu rob, II w. vvcu uuI c.:w Ic.va.ti° cu I° ray. I ID:6flIib2ybD xViUgJz3Juyyutka-_oal_RpjtgZcgFQjxSXngFyu_S_EhxJJDbN7gLyuXCX 6-10-7 13-6-0 I 18-6-0 6-10-7 6-7-9 5-0-0 I 48 = 2x4 11 Scale = 1:42.8 4 13 5 9 ° 1 6 3x4 = 1x4 II 4x4 = 3x4 = 5x5 = 1-6-0 4 0 0 6-10-7 13-6-0 18-6-0 11-0 O M-7 6-7-9 Plate Offsets (X Y)— 14.0-5-4 0-2-01 16:0-2-4 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 2D.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.05 7-8 >999 240 TCDL '7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.10 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) -0.02 6 n/a n/a BCDL 1,0.0 Code FBC2017/TPI2014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except* i 5-6: 2x6 SP No.2 REACTIONS. (lb/size) 6=601/0-8-0, 9=75110-8-0 Max Horz 9=540(LC 7) Max Uplift 6=-473(LC 5), 9=-555(LC 8) Max Grav 6=628(LC 13), 9=751(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-753/462, 3-4=-447/339 BOT CHORD 8-9=-518/282, 7-8=-602/778, 6-7=-359/396 WEBS I 3-7=-441/355, 4-7=-148/372, 4-6=-611/415, 2-8=-367/653, 2-9=-664/525 PLATES GRIP MT20 244/190 Weight: 119 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 473 lb uplift at joint 6 and 555 lb uplift at joint 9. 1 - 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly,to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert.6634 6904 Parke East Blvd. Tampa FL 33610 Date: AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 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 verity the applicability of design, parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always regbired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the_ - . -- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 July 25,2018 Job i Truss Truss Type Qty, Ply Tubito Res. T14662161 J36494 E05 Half Hip 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s may Z4 Z018 Nll I ex industries, inc. vied Sur 25 12:09A8 2018 rage r I D:6fllib2yb D_xV i UgJz3J uyyutka-_oal_RpjtgZcgFQjxSXng Fys4 Sw4hriJDb N7g LyuXCX 7-10.7 15-6-0 i1Elo-11 , 7-1 0-7 7-7-9 1-4-11 5x5 = 3x4 = Scale: 1/4"=1' 8 / 6 3x4 = 1x4 II 48 = 5x6 — 16-10-11 7-10-7 15-6-0 16-10-3 1-6-0 0-0 6-0-7 7-7-9 Plate Offsets (X Y)14:0 2 8 0 2-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 26.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.18 6-7 >965 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.32 6-7 >555 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) -0.01 6 n/a n/a BCDL 1 D.0 Code FBC2017/TPI2014 Matrix -AS Weight: 114 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 5-6, 4-7 5-6: 2x6 SP No.2 REACTIONS. (lb/size) 6=540/0-7-10, 8=693/0-8-0 Max Horz 8=619(LC 7) Max Uplift 6=-422(LC 5), 8=51O(LC 8) Max Grav 6=723(LC 13), 8=693(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-702/395, 3-4=-758/643, 4-5=-255/215 BOT CHORD 7-8=-603/341 WEBS 1 3-7=-463/514, 4-7=-583/810, 2-7=-258/618, 2-8=-622/507, 4-6=-693/638 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60,plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 422 lb uplift at joint 6 and 510 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock i e applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. 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 properly incorporate this design into the overall ■.Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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. Tampa, FL 36610 Job I Truss Truss Type city Ply Tubito Res. T14662162 J36494 E06 Monopitch 1 1 i Job Reference (option -al) Last Goad i russ, m. viefce, FL - s4114b, wicy cti c 0Day= ID:6fllib2ybD_xViUgJz3Juyyulka-S_8hCngMe8hTRP?vVA2TU3grJ3OLASSF6gDoyu'XCW i 7-2-11 14.6-0 r 7-2-11 73-5 3x4 i 4 3x4 = 1x4 II 4x4 = 3X6 = Scale = 1:43.7 1-6-0 1- 0 0 ! 11-0 0-0- 7-2-11 5-4-11 14-b-U 7-3-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.06 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.12 5-6 >999 180 BCLL b.0 ' Rep Stress Incr YES WB 0.64 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 88 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* 4-5: 2x6 SP No.2 REACTIONS'. (lb/size) 5=45010-7-1, 7=606/0-8-0 Max Horz 7=569(LC 7) Max Uplift 5=357(LC 5), 7=-455(LC 8) Max Grav 5=542(LC 13), 7=606(LC 1) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-542/308, 3-4=-293/173 BOT CHORD 6-7=-546/298, 5-6=-439/552 WEBS , 3-5=-542/420, 2-6=-214/471, 2-7=-519/443 NOTES- ' 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 357 lb uplift at joint 5 and 455 lb uplift at joint 7. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: JUN 25,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. �� 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 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 i 1T e'k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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. Tampa, FL 36610 Job I Truss Truss Type Ory Ply Tubito Res. T14662163 J36494 F01 Half Hip 1 1 Job Reference o tional Last Uoast I russ, I-t. rlerce, r L - wy40,— ID:6fl1ib2ybD_xViUgJz3Juyyutka-wAi3P7r PRpK3YZ63taFlg1CNFeg9nxbhvsElEquXCV i 5-8-10 11-2-7 _ _ 16.8-4 17rD.0 5-6-10 5-5-13 5-5-13 a3-i2 3x4 11 5 6 6 3x4 = 3x4 = 3x4 = 5x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL b.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.45 BC 0.49 WB 0.74 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except` 5-6: 2x6 SP No.2 REACTIONS. (lb/size) 6=550/0-8-0, 8=691/0-5-4 Max Horz 8=667(LC 7) Max Uplift 6=-421(LC 5), 8=-500(LC 8) Max Grav 6=701(LC 13), 8=691(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-645/373, 4-5=-317/210 BOT CHORD 7-8=-599/732, 6-7=-395/494 WEBS 4-7=-121/339, 4-6=-608/458, 3-8=-693/446 I DEFL. in (loc) I/deft Ud Vert(LL) -0.08 6-7 >999 240 Vert(CT) -0.15 6-7 >999 180 Horz(CT) -0.01 6 n/a n/a Scale = 1:50.6 PLATES GRIP MT20 244/190 Weight: 108 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-6 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 betvJeen 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 421 lb uplift at joint 6 and 500 lb uplift at joint 8. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. !r 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 verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 • I l 7 Job Truss Truss Type Qty Ply Tubilo Res. T14662164 J36494 F02 Monopitch 10 1 i Job Reference (optional) tast L,oasi iruss, rt. rier ce, rL - J4V40, ,.,..� �.. ... ......... ...___...__, ...-• - •-- --• -- •-•-- -- -- - - - ID:6fllib2ybD_xViUgJz3Juyyutka-wAj3P7r PRpK3YZ63taFlglCNFeg9nybhvsElEquXCV 5-8-11 11.2.10 r _ 17-0-0 5-8-11 5-5-14 5-9-6 3x4 II 5 3x4 = 3x4 = 5x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.08 6-7 >999 240 TCDL 17.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.15 6-7 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.74 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 5-6: 2x6 SP No.2 REACTIONS. (Ib/size) 6=550/0-8-0, 8=691/0=5-4 Max Horz 8=667(LC 7) Max Uplift 6=421(LC 5), 8=-500(LC 8) Max Grav 6=701(LC 13), 8=691(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-645/373, 4-5=-317/210 BOT CHORD 7-8=-599/732, 6-7=-394/493 WEBS 1 4-7=-122/339, 4-6=-608/458, 3-8=-693/446 Scale = 1:50.8 PLATES GRIP MT20 244/190 Weight: 108 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-6 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 421 lb uplift at joint 6 and 500 lb uplift at joint 8. 6) This truss'design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrocklbe applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: AwARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. �� Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance.regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 July 25,2018 Job Truss Truss Type City Ply Tubito Res. T14662165 J36494 G01G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:52 2018 Page 1 I D:6fllib2ybD_xViUgJz3Juyyutka-sZppgpsEx3321sjUAlcjg56bF30mdpZu8DLKp6yuXCT 4-0-0 7�-0 10-8-0 14-8-0 4-0-0 341-0 3-4-0 4-0-0 C ch Scale=1:25.7 NAILED Special 4x8 = NAILED NAILED 1x4 II NAILED 4x8 = 2 11 3 12 4 10 3x4 = 1-1— 3x8 = ­11- Special °3x6 II 3x6 11 Special NAILED 4-0-0 7-4-0 10-8-0 14-8-0 4-0-0 3-4-0 3-4-0 4-0-0 Plate Offsetsl(X Y)— 12:0-5-4 0-2-01 14:0-5-4 0-2-01 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.30 DEFL. in Vert(LL) 0.04 (loc) Well L/d 8 >999 240 PLATES GRIP MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.03 8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 84 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 7-6-11 oc bracing. 1-10,5-6: 2x6 SP No.2 REACTIONS. (lb/size) 10=565/0-8-0, 6=577/0-8-0 Max Horz 10=-156(LC 6) Max Uplift 10=-551(LC 8), 6=-576(LC 8) Max Grav 10=691(LC 36), 6=696(LC 37) i i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-856/722, 2-3=-938/901, 3-4=-938/901, 4-5=-864/758, 1 -1 0=-651/559, 1 5-6=-656/583 BOT CHORD 8-9=-601/785, 7-8=-618/757 WEBS 1 2-8=-319/329, 3-8=-272/351, 4-8=-265/301, 1-9=-554/694, 5-7=-598/732 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60� plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 lb uplift at joint 10 and 576 lb uplift at joint 6. 8) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 257 lb down and 291 lb up at 10-8-0 on top chord, and 98 lb down and 58 lb up at 4-0-0, and 98 lb down and 58 lb up at 10-7-4 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). LOAD CASES) Standard Thomas A. Albani PE No.39380 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cert 6634 Uniform Loads (pif) Parke East Blvd. Tampa FL 33610 Vert: 1-2=-54, 2-4=-54, 4-5=-54, 6-10=-20 Date Date; 1 July 25,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE, 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 properly incorporate this design into the overall pi�•Y■i building desi.pn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* I iTek� is always required for stability and to prevent collapse with possible personal Injury and property damage. -For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Tubito Res. T14662165 J36494 G01G Hip Girder 1 1 Job Reference (optional) tast coast truss, ri. rterce, rL-o4W—, ,.....-..-...,., I I ID:6fl1ib2ybD_xViUgJz3Juyyutka-sZppgpsEx3321sjUAlcjg56bF30mdpZu8DLKp6yuXCT LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 2=20(1`) 4=-45(F) 9=26(F) 8=-5(F) 3=-20(F) 7=26(F) 11=20(F) 12=-20(F) 13=-5(F) 14=-5(F) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 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 property incorporate this design into the overall ■■■��•�YYi building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Tubito Res. T14662166 J36494 G02 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 ZU18 Mt I eK Industries, Inc. Wed Jul 25 i 2:09:53 2018 rage i ID:6fllib2ybD_xViUgJz3Juyyutka-KINB 19tsiMBvwOlhk?7yNJflLTiRMH22Nt4uMZyuXCS 2-0-0 6-0-0 8-8.0 12-M 14-8-0 2-0-0 4-0-0 2-8-0 4-0-0 2-0-0 4x4 = 4x8 = 6.o0 12 10 - 3x8 = r Scale = 1:27.7 3x4 = I 3x4 = 2-0-0 6-0-0 8-&D 12-M 14-8-0 2-0-0 4-0-0 2-8-D 4-0-0 2-0-0 Plate Offsets l(X Y)14:0 5-4 0 2 Ol LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.04 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.07 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 88 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=532/0-8-0, 7=532/0-8-0 Max Horz 10=-225(LC 6) Max Uplift 10=-343(LC 8), 7=343(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-593/417, 3-4=-490/428, 4-5=-592/417 BOT CHORD 9-10=-354/518, 8-9=-281/489, 7-8=-266/440 WEBS 2-10=-601/464, 5-7=-601/464 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601,plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 betWIeen the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 343 lb uplift at joint 10 and 343 lb uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date; July 25,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 1010312015 BEFORE USE. ' 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 properly incorporate this design into the overall pal building desibn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH 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. Tampa, FL 36610 Job Truss Truss Type City Ply Tubito Res. T14662167 J36494 G03 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:54 2018 Page 1 ID:6flIib2ybD_xViUgJz3Juyyutka-oyxaFUuUTgJmYAttljeBvWCyas1 u5iyBbXgRu?yuXCR 4-0-0 7-4-0 10-8-0 14-8-0 4-0-0 34-0 34-0 4-0-0 4x4 = 6.o0 12 3x4 = Scale = 1:31.0 4-0-0 4-0-0 10-8-0 6-8-0 14-0-u 4-0-0 Plate Offsets'(X Y) 12:0 5-4 0-2-01 14:0-5-4 0-2-01 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.05 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.12 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 90 lb FT = 0% LUMBER- I TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS! (lb/size) 9=532/0-8-0, 6=532/0-8-0 Max Harz 9=283(1_C 6) Max Uplift 9=-343(LC 8), 6=-343(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-650/529, 3-4=-650/529 BOT CHORD 8-9=-377/603, 7-8=-285/429, 6-7=-320/544 WEBS 2-9=-666/404, 3-8=174/298, 3-7=-174/298, 4-6=-666/404 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60%plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 betv).een the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 343 lb uplift at joint 9 and 343 lb uplift at joint 6. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.39360 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711.7473 rev. 10/03/2015 BEFORE USE. ' 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 properly incorporate this design into the overall building desibn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always re9uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 quality Criteria, DSB-89 and Bost Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 t Job j Truss Truss Type Qty Ply Tubito Res. T14662168 J36494 I G04 Roof Special I1 1 Jab Reference o tional tast coast i russ, rt, rierce, r u - ovnvo, 5-10-8 5-10-8 5-10-8 158 6.00 12 4x4 3 8-9-8 I D:6fllib2ybD_xVtUgJz3Juyyutka-oyxaFUuUTgJmYAttlleBvWCvgs2n5ffBbXgRu?yuXCR 8-9-8 14-8-0 _ 1-5-8 5-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.03 6-7 >999 240 TCDL 17.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.06 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS LUMBER- BRACING - Scale = 1:31.0 3x4 = PLATES GRIP MT20 244/190 Weight: 99 lb FT = 0% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS I 2x4 SP No.3 REACTIONS. (lb/size) 9=532/0-8-0, 6=532/0-8-0 Max Horz 9=-313(LC 6) Max Uplift 9=-386(LC 4), 6=-386(LC 5) FORCES. 4Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-615/535, 3-4=-615/535 BOT CHORD 8-9=-431/546, 7-8=-358/447, 6-7=-414/513 WEBS 2-9=-573/395, 2-8=-213/270, 4-7=-213/270, 4-6=-573/394, 3-8=-259/325, 3-7=-259/325 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6d plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss1has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 386 lb uplift at joint 9 and 386 lb uplift at joint 6. truss 8) This trldesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 252018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111111.7473 rev. 10/03/1015 BEFORE USE. 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I Job ' Truss Truss Type Qty Ply Tubito Res. T14662169 J36494 G05 Flat 1 1 Job Reference o tional Last L;oast I russ, rt. VMFC-e, r-L - '+W40, ID:6fl1ib2ybD xViUgJz3Juyyutka-HBVySqu6E_Rc9 S3rQ9QSkk2VGLpgALLgBZ?QRyuXCQ 7-4-0 14-8-0 7-4-0 7-4-0 3x8 = 2 a 3x4 11 Scale = 1:29.4 3 s c s s 5 c s s c 5 1x4 II 5x5 = 5x5 = 74_0 14-8-0 74-0 7-4-0 Plate Offsets KY)— f4:0 2 8 0-2 121 f6.0 2 8 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.06 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.12 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) -0.01 4 n/a n/a BCDL 16.0 Code FBC2017/TPI2014 Matrix -AS Weight: 89 lb FT = 0% LUMBER- BRACING - TOP CHORDI 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS , 2x4 SP No.3 WEBS 1 Row at midpt 2-6, 2-4 REACTIONS. (lb/size) 6=532/0-8-0, 4=532/0-8-0 Max Horz 6=356(LC 4) Max Uplift 6=-454(LC 4), 4=-454(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD, 5-6=-502/512, 4-5=-502/512 WEBS 2-6=-554/485, 2-5=0/328, 2-4=-553/483 NOTES- 1) Wind: ASCE 7-10; Vult=17omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 iplate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 454 lb uplift at joint 6 and 454 lb uplift at joint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39360 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid Ifor use only with MrrekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i•Yi building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 i Job i Truss Truss Type Qty Ply Tubito Res. T14662170 J36494 G06 Flat 1 1 1 Job Reference o tional tast L oasi 1 russ, ri. rnnt , rL - 34-. . ---..,.., . _ ..... _.. ...---...__, ...-• ---- --. -- .-.--.-- -- .- ID:6fI1ib2ybDxViUgJz3Juyyutka-IK3KgAvl?HZTnT1 FP8gf?xHBJgkWZZiU3gJYyuyuXCP 5-6-0 , _ 11-0-_0 5-6-0 5-6-0 3x4 11 3x8 = 3x4 II 1 7 2 8 3 ZL-JX— C S C e e S t 6 5x5 = 5-6-0 11 ^0^0 r 4 5x5 = Scale = 1:36.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.03 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.05 5-6 >999 180 i BCLL -0.0 Rep Stress Incr YES WB 0.46 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 80 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (ib/size) 6=396/0-8-0, 4=396/0-8-0 Max Horz 6=-428(LC 4) Max Uplift 6=-420(LC 4), 4=-420(LC 5) Max Grav 6=438(LC 14), 4=438(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 5-6=-368/308, 4-5=-368/308 WEBS j 2-6=-392/394, 2-4=-391/392 NOTES- 1) Wind: ASCE 7-10; Vult= I i0mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This trusslhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide miechanical connection (by others) of truss to bearing plate capable of withstanding 420 lb uplift at joint 6 and 420 lb uplift at joint 4. 7) This trussldesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock.be applied directly to the bottom chord. Thomas A, Albani PE No.39380 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: j July 25,2018 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid'for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ua truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��r�•Yl• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing pA iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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. Tampa, FL 36610 4 1 Job Truss Truss Type Qty • Ply Tubilo Res. T14662171 J36494 H01 Common Supported Gable 1 1 .. ...... _ ..___....,...., Job Reference (optional) Cast Vua5i t r u55, rt. rlCl ,rL-JY , B-0-0 4x4 = 5 ID:6fllib2ybD_xViUgJz3Juyyutka-IK3KgAvl?HZTnT1FP8gf?xHJlgnxZfyU3gJYyuyuXCP 16-0-0 B-0-0 16 15 14 13 12 1 x4 11 1 x4 11 1 x4 11 1 x4 11 1 x4 11 14-6-0 Scale = 1:29.4 I� 11 10 1x4 II 1x4 II 16-0-0 LOADING (psf) SPACING- 2-0 0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER- I BRACING - PLATES GRIP MT20 244/190 Weight: 74 lb FT = 0% TOP CHORDI 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 1 2x4 SP No.3 REACTIONS All bearings 13-0-0. (lb) - Max Horz 16=-174(LC 6) Max Uplift All uplift 100 lbor less at joints) except 14=-144(LC 8), 15=-124(LC 5), 16=-266(LC 8), 12=-127(LC 8), 11=146(LC 8), 10=-189(LC 5) Max Grav All reactions 250 lb or less atjoint(s) 13, 14, 15, 16, 12, 11, 10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 14, 124 lb uplift at joint 15, 266 lb uplift at joint 16, 127 lb uplift at joint 12, 146 lb uplift at joint 11 and 189 lb uplift at joint 10. 9) Non Standard bearing condition. Review required. I Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. �' 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 properly incorporate this design into the overall building des'gn. 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 stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, Storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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. Tampa, FL 36610 r I 1 Job Truss Truss Type city Ply Tubito Res. • T14662172 J36494 H02 Common 1 1 i Job Reference (optional) Last coast it ruse, rt.rwice,rL-04V40, 8-0-0 4x4 = 3 I D:601ib2ybD_xViUgJz3Juyyutka-D Wdit WwN mbhKPdcSzrCuX9q Qc44h 15wd1 U25VKyuXCO 14-2-0 i 16-i 6-2-0 1-10-0-00 Scale = 1:28.7 5 O d I 1x4 11 -V 1x4 11 16-0 2-10-0 8-0-0 14-2-0 1-6-0 1-4-0 5-2-0 6-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.02 7-8 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.05 7-8 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER- I BRACING - PLATES . GRIP MT20 244/190 Weight: 77 lb FT = 0% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (ID/size) 8=592/0-8-0, 6=592/0-8-0 Max Horz 8=166(LC 7) Max Uplift 8=-470(LC 8), 6=-376(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-469/302, 3-4=-469/302 BOT CHORD 7-8=-173/283 WEBS 2-7=-110/349, 2-8=505/492, 4-7=-107/353, 4-6=-505/440 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This trussihas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mIechanical connection (by others) of truss to bearing plate capable of withstanding 470 lb uplift at joint 8 and 376 lb uplift at joint 6. 7) This trussldesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock•be applied directly to the bottom chord. I Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. 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 vedfy the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt 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. Tampa, FL 36610 Job Truss Truss Type Oty Ply Tubito Res. T14662173 J36494 H03 Common 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 1 �I 1-10-0 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:09:58 2018 Page 1 ID:6fllib2ybD_xViUgJz3Juyyulka-hjB44sx?XvpBOnBeXZj74MMXMUNI I ZLnW8ofl myuXCN 16-0.0 8-0-0 4x4 = Scale = 1:28.7 3x4 = 6 1x4 II b 3x4 = 3x4 = 2-0-0 1so 11a eoo 13-10-10 1 lsoo 1-6-0 6-0-0 5.10.9 0- - 1 1-11-12 5 r� LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.08 7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.13 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017JTPI2014 Matrix -AS Weight: 62 lb FT=O% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS (lb/size) 6=592/0-3-5, 8=592/0-8-0 Max Horz 8=-166(LC 6) Max Uplift 6=-375(LC 8), 8=478(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-323/77, 2-3=-407/275, 3-4=-407/272, 4-5=-323/88 BOT CHORD 1-8=-100/329, 7-8=-74/316, 6-7=-74/316, 5-6=-98/329 WEBS 4-6=-398/407, 2-8=-398/444 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60,plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betvdeen the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 lb uplift at joint 6 and 478 lb uplift at joint 8. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. q! Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not C a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall so building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members. only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 Job Truss Truss Type Qty Ply Tubito Res. T14662174 J36494 H04 Common 2 1 Job Reference o lional East t;oast i russ. rt. rlerce, rL - agaao. , ,.,.., �, -- - -- -- -- . - . - - I D:6fllib2ybD_xViUgJz3Juyyutka-9vkTICxdlCx2exlg4GEMcavh4tfQm7QwIOXCZCyuXCM 2-1-6 -10-11 8-0-0 13-1-5 16-0-0 2-1-6 0-9-5 5-1-0 5-1-5 2-10-11 4x4 = 7 3x4 1x4 II = 1x4 II 1x4 II 1x4 II 2� 1-6 10-11 8-0-0 13-1-5 13-10-19 16-0-0 F_1_R 0-9-5 2-1-6 Scale = 1:31.0 Plate Offsets'(X Y) 12.0 0-0 0 0 O1 1370 0 0 0 0 O1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.14 9-10 >973 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.18 9-10 >717 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -AS Weight: 64 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=55010-3-5, 11=63410-3-5 Max Horz 11=-166(LC 6) Max Uplift 8=-338(LC 8), 11=-555(LC 8) FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-295/211, 4-5=-276/191, 5-6=-288/80 WEBS 3-11=-415/488 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17111; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betv�een the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 338 lb uplift at joint 8 and 555 lb uplift at joint 11. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock 6e applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 25,201E WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instdute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 i Job I Truss Truss Type Qty Ply Tubito Res. T14662175 J36494 MV10 Valley 1 1 Job Reference (optional) East GOast I fuss, m. Fierce, t-L - 14V40, 10-0-0 I D:6fll ib2yb D_xV i UgJz3J uyyutka-9vkTl Cxdl Cx2exlg4G EMcavk?tlCmO_wloX CZCyuX C M 2x4 II 3 2x4 ! 5 4 1x4 11 2x4 II Scale = 1:28.7 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d r PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 BCLL 0.0 Lumber DOL Rep Stress Incr 1.25 YES BC 0.34 WB 0.11 Vert(CT) n/a Horz(CT) -0.00 n/a 999 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 40 lb FT = O% LUMBER- TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS I 2x4 SP No.3 REACTIONS. (lb/size) 1=124/10-0-0, 4=145/10-0-0. 5=414/10-0-0 Max Horz 1=361(LC 5) Max Uplift 1=-28(LC 9), 4=-122(LC 5), 5=-354(LC 8) Max Grav 1=159(LC 14), 4=176(LC 13), 5=461(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-276/135 WEBS 2-5=-348/368 NOTES- 1) Wind: ASOE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60;plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss leas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 1, 122 lb uplift at joint 4 and 354 b uplift at joint 5. Thomas A. Albani PE No.39380 MiTek USA; Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 1010312015 BEFORE USE. r' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p` a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p building do sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV I iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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. Tampa, FL 36610 1 ,. Job Truss Truss Type Qty Ply Tubito Res. T14662176 J36494 MV2 Valley 3 1 Job Reference (optional) tast toast I russ, rt. vierce, rL - 34agU, r 2x3 2-0-0 ID:6fl11b2ybD_xViUgJz3Juyyutka-d51rVYyF2 W3vG5K1 ezlb9nR0EH9EVl-x4_SHI5fyuXCL 2 3 Scale = 1:7.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (Ib/size) 1=5112-0-0, 2=37/2-0-0, 3=14/2-0-0 Max Horz 1=43(LC B) Max Uplift 1=-22(LC 8), 2=-48(LC 8) Max Gram 1=52(LC 13), 2=43(LC 13), 3=28(LC 3) FORCES. �lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This trus's 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 atijoint(s) 2 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 22 lb uplift at joint 1 and 48 lb uplift at joint 2. I Thomas A. Albani PE No.39380 Welk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII 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. Tampa, FL 36610 Job Truss Truss Type Qty Ply Tubito Res. T14662177 J36494 MV4 Valley 2 1 � Job Reference (optional) tact coast truss, rt. rrer ce, rL--0. 2x3 i I D:681ib2ybD_xV iUgJz3Juyyutka-51 sDj uzlpgC mtFvD C h Gq i?_7QhSm EwB DC 6OJe5yuXCK 4-0-0 4-0-0 2x3 11 2 3 J Scale = 1:12.8 � I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL �.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 14 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins; BOT CHORD 2x4 SP No.3 except end verticals. WEBS I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=120/4-0-0, 3=120/4-0-0 Max Horz 1=127(LC 7) Max Uplift 1=-73(LC 8), 3=-82(LC 5) Max Grav' 1=120(LC 1), 3=139(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 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 bets een the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 1 and 82 lb uplift at joint 3. 1 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design validifor use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss systemHE. 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 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing irn iTek� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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. Tampa, FL 36610 Job ITruss Truss Type Qty Ply Tubito Res. T14662178 J36494 MV6 Valley 1 1 Job Reference (optional) test LOBS[ 1IU55, rt. rrmi—, --J4 , 6-0-0 I D:6fl1ib2ybD_xViUgJz3J uyyutka-51 sDj urtpgC mtFvD Ch Gqi?_?ehMtEwBDC6OJe5yuXCK 2x3 11 2 3 2x3 % 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) n/a n/a 999 TCDL 17.0 Lumber DOL 1.25 BC 0.58 Vert(CT) n/a n/a 999 BCLL -0.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 110.0 I Code FBC2017/TPI2014 I Matrix-S LUMBER- I BRACING - Scale = 1:18.3 PLATES GRIP MT20 2441190 Weight: 21 lb FT = O% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=194/6-0-0, 3=194/6-0-0 Max Horz 1=205(LC 5) j Max Uplift 1=-118(LC 8), 3=-132(LC 5) Max Grav 1=194(LC 1), 3=224(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.66, plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be4een the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 1 and 132 Ib uplift at joint 3. I Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date; .it iiv 95 g(11P ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. 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 vedfy the applicability of design parameters and properly incorporate this design into the overall ■.Y■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforination available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Tubito Res. T14662179 J36494 MV8 Valley 1 1 Job Reference (optional) tast coast l,russ, rt. rierce, rL - 04a40, ID:6fllib2ybD_xViUgJz3Juyyutka-aUQbwE Va7KdVOUPmOn3ECX115oxzM6NRmmsAXyuXCJ 8-0-0 8-D-0 2x4 11 3 2x4 i 1x4 II 42x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL I7.0 Lumber DOL 1.25 BC 0.21 BCLL 0.0 Rep Stress Incr YES WB 0.09 BCDL 1,0.0 Code FBC2017/TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS I 2x4 SP No.3 REACTIONS. (lb/size) 1=95/8-0-0, 4=116/8-0-0, 5=324/8-0-0 Max Horz 1=283(LC 5) Max Uplift 1=-22(LC 9), 4=-97(LC 5), 5=-277(LC 8) Max Grav 1=124(LC 14), 4=141(LC 13), 5=361(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 11 2-5=-272/288 DEFL. in (loc) Vdefl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) -0.00 4 n/a n/a Scale: 1/2"=1' Weight: 31 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60i plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide m6chanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1, 97 lb uplift at joint 4 and 277 Ib uplift at joint 5. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi1-7473 rev. 1010312015 BEFORE USE. Design valid ifor 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 properly incorporate this design Into the overall VYI• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 i Job Truss Truss Type Qty Ply Tubito Res. T14662180 J36494 PB01 Piggyback 1 1 Job Reference o tional tasr L'uast l;russ, rr. Atlice, rL-­o, 31-8-0 4x4 = 6.00 12 3 I D:6fllib2ybD_xViUgJz3Juyyutka-2g_z8Z?8LRSU7Y3cJ611nQ3ToV86ipEWgQVQiyuXCl Scale = 1:56.6 I I d N m 0 3x4 i 17 16 15 14 13 12 11 10 1x4 II 1x4 II 1x4 I 1x4 II 3x4 = 1x4 II 2x4 II 1x4 II 31-8-0 31-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL I7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 112 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 31-4-8. (Ib) - Max Horz 1=207(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) 1, 16 except 10=-110(LC 5), 17=-249(LC 8), 15=-256(LC 8). 14=-273(LC 8), 12=-246(LC 5), 11=278(LC 5) Max Grav All reactions 250 lb or less atjoint(s) 1, 10, 16 except 17=337(LC 13), 15=344(LC 14), 14=416(LC 1), 12=376(LC 18). 11=417(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-17=-258/266, 4-15=-259/282, 5-14=-308/306, 6-12=-273/277, 7-11=-3051313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=17ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 16 except (jt=lb) 10=110, 17=249, 15=256, 14=273, 12=246, 11=278. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. ' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 1010312015 BEFORE USE. q! Design valid,for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not C a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■■■��•�YYiii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` is always re4uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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. Tampa, FL 36610 1 ' i t D Job Truss Truss Type Qty Ply Tubito Res. T14662181 J36494 P1302 Piggyback 1 1 Job Reference o tional test coast i russ, rt. rierce, rL - oyavo, 31-8-0 4x4 = 6.00 12 3 I D:6fl li b2ybD_xV iUgJz3Juyyutka-VVtY M Lv?m6laLkieotpgXJd af6uVg RGTfv4FzEQyuXC H 3x4 i 16 15 14 13 12 11 10 9 1x4 II 1x4 II 1x4 II 1x4 II 3x4 = 1x4 II 1x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 TCDL 17.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 9 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-S Scale = 1:56.6 PLATES GRIP MT20 2441190 Weight: 108 lb FT = 0% LUMBER-1 BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 31-4-8. (Iby- Max Horz 1=188(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 15 except 9=-103(LC 5), 16=-242(LC 8), 14=288(LC 8), 13=-254(LC 8), 11=-231(LC 5), 10=-264(LC 5) Max Grav All reactions 250 lb or less at joint(s) 1, 9, 15 except 16=330(LC 13), 14=387(LC 14), 13=387(LC 1), 11=358(LC 18), 10=395(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 1 2-16=-255/257, 4-14=-296/319, 5-13=-287/283, 6-11=-260/261, 7-10=-288/296 NOTES- ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6d plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss ,has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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 betvreen the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 15 except Qt=lb)9=103,16=242,14=288,13=254,11=231,10=264. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Im 0 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; i ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. �e!q Design valid,for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not C. a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall iii��•YYYii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe i(• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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, Alexandra, VA 22314. Tampa, FL 36610 July 25,2018 Job Truss Truss Type Qty Ply Tubito Res. �T6:62:182] J36494 PB03 Piggyback 1 1 Job Reference (optional) East toast I russ, t-t. vierce, M - a41:140, B-6-4 8-64 .gay I D:6fl lib2yb D_xV i Uq Jz3Juyyutka- WtYM Lv?m6laLkieotp gXJdcd SUTNRGIfv4 Fz EQyuXC H 31-8-0 23-1-12 Scale = 1:56.0 i 4x4 = 4x4 = 1x4 II 6.00 12 4 5 6 19 1x4 I 1x4 II 3x4 = 2x4 II 20 7 21 8 9 10 18 17 16 15 14 13 12 11 1x4 II 1x4 II 1x4 II 1x4 II 3x4 = 1x4 II 2x4 II 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.00 1 n/r 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S" Wind(LL) 0.00 1 n/r 120 Weight: 118 lb FT = 0% LUMBER- i BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 I REACTIONS. All bearings 30-8-11. (lb) - Max Horz 2=226(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) 2, 17 except 11=-131(LC 5), 18=-208(LC 8), 14=-267(LC 5), 16=-214(LC 4), 15=-279(LC 8), 12=-314(LC 5) Max Grav All reactions 250lb or less atjoint(s) 11, 2, 17 except 18=288(LC 13), 14=411(LC 18), 16=337(LC 18), 15=434(LC 1), 12=470(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 7-14=-300/299, 6-15=-316/314, 8-12=-344/356 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60I plate grip DOL=1.60 3) Providequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 17 except Qt=lb) 11=131, 18=208, 14=267, 16=214, 15=279, 12=314. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 ® WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312016 BEFORE USE. �ee 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 property incorporate this design into the overall r�ppg`YTiii building desibn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'Vt �Te,k° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 r 1 1 Job I Truss Truss Type City Ply Tubito Res. T14662183 J36494 PB04 Piggyback 1 1 � Job Reference (op tionat) Last l.Dast I iuss, rl. riu1 u, rL - ov , 4x4 = 6.00 12 2 4x4 = I D:6fl lib2yb D_xV i Uq Jz3Juyyulka-_36kYF00t2 i C MsD_RXL msr9pb IghAjlp7k_Wn syuXCG 31-8-0 1x4 II 1x4 II 3x4 = tx4 II Scale = 1:56.6 2x4 II 17 16 15 14 13 12 11 10 1x4 II 1x4 II 1x4 II 3x4 = 1x4 II 2x4 II 1x4 II 1x4 II 31-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) n/a n/a 999 TCDL 17.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 10 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix-S LUMBER- I BRACING - PLATES GRIP MT20 2441190 Weight: 110 lb FT = 0% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 31-4-8. (lb) - Max Horz 1=163(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 1=-110(LC 8), 10=-107(LC 5), 16=-175(LC 4), 17=-141(LC 5), 15=-261(LC 4), 14=233(LC 8). 12=-241(LC 5), 11=-272(LC 5) Max Grav All reactions 250 lb or less atjoint(s) 1, 10, 16 except 17=282(LC 13), 15=394(LC 1), 14=364(LC 18), 12=372(LC 1), 11=408(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-15=-291/292, 5-14=-265/263, 6-12=-271/271, 8-11=-298/307 NOTES- 1 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; .=ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This trusslhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 1, 107 lb uplift at joint 10, 175 lb uplift at joint 16, 141 lb uplift at joint 17, 261 lb uplift at joint 15, 233 lb uplift at joint 14, 241 lb uplift at joint 12 and 272 lb uplift at 'joint 11. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II.7473 rev. 1010312015 BEFORE USE. ' 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Tubito Res. � T14662184 J36494 PBO5 Piggyback 1 1 Job Reference (optional) taSt Goast I Russ, N. rierce, r L - J4y4D, 31-8-0 I D:6fllib2ybD_xViUgJz3Juyyutka-SFf6mb 10eMg3_OoA?Es?P2hzli87vApyMOk4JJyuXCF Scale = 1:56.6 4x4 = 6.00 12 2 3x4 14 13 12 11 10 9 1x4 II 1x4 II 1x4 II 5x5 = 1x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.26 Vert(CT) n/a n/a 999 BCLL �0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 9 n/a n/a BCDL 110.0 Code FBC2017frP12014 Matrix-S Weight: 101 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 31-4-8. (lb) - Max Horz 1=129(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) 14 except 1=-145(LC 8), 9=-107(LC 5), 13=-251(LC 8), 12=-313(LC 8), 11=-287(LC 5), 10=-296(LC 5) Max Grav All reactions 250 lb or less atjoint(s) 1, 9, 14 except 13=366(LC 18), 12=474(LC 1), 11=436(LC 18), 10=450(LC 18) I FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. WEBS 3-13=-283/288,4-12=-351/349, 5-11=-318/324,6-10=-327/332 i NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14 except (jt=lb) 1=145, 9=107, 13=251, 12=313, 11=287, 10=296. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert G634 6904 Parke East Blvd. Tampa FL 33810 Date; July 25,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 I t Job Truss Truss Type Qty Ply Tubito Res. T14662185 J36494 PB06 Piggyback 3 1 I Job Reference (optional) Last coast truss, ri.rierce,rL-ovayo, .....,.r............___...__,..._...--__.-- ._..-'-. --.- - ID:6fllib2ybD_x\ iUgJz3Juyyutka-wSDUzx2ePgyvbANNYyNExGEBo6XXedS6b2TdriyuXCE 7-6-0 15-0-0 7-8-0 7-6-0 Scale = 1:25.5 44 = 4 I 3x4 = 10 9 8 3x4 = 1x4 II 1x4 II 1x4 II 15-0-0 I 15-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 - TC 0.15 Vert(LL) -0.00 6 n/r 90 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.12 Verl(CT) 0.00 6 n/r 120 BCLL 10.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.00 6 n/r 120 Weight: 52 lb FT = 0% LUMBER-! BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS I 2x4 SP No.3 REACTIONS. All bearings 13-1-6. (lb) - Max Horz 2=-148(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) 2, 6, 9 except 10=-241(LC 8), 8=-241(LC 8) Max Grav All reactions 250 lb or less at joints) 2, 6 except 9=264(LC 1), 10=321(LC 13), 8=320(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS I 3-10=-249/263, 5-8=-248/263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60, plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable reg6ires continuous bottom chord bearing. 5) This truss1has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mlechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 9 except Qt=lb) 10=241, 8=241. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ..1 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II.7473 rev. 1010312015 BEFORE USE. 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 property 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 ivi iTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 July 25,2018 Job Truss Truss Type Oty Ply Tubito Res. T14662186 J36494 PB07 Piggyback 1 1 Job Reference o tional Last Goast I cuss, Yf. rierce, I-L - 11ag0, I D:6fllib2ybD_xViUgJz3Juyyutka-OensBH2GAz4mDJyZ6fuTUTnNN WtPN5lFpiDBOByuXCD 10-10-0 Scale = 1:18.3 4x4 = 4x4 = 3 4 8 7 2x4 = 1x4 II 1x4 II 2x4 = LOADING (ipsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 6 n/r 90 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 i Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.00 5 n/r 120 Weight: 35 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 8-11-6. (Iti) - Max Horz 2=77(LC 7) Max Uplift All uplift 100 lb or less at joints) except 2=-138(LC 8), 5=-138(LC 8), 8=-127(LC 5), 7=-124(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 5, 8, 7 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 2, 138 lb uplift at joint 5, 127 Ib uplift at joint 8 and 124 lb uplift at joint 7. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. I Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Carl6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 25,2018 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ' 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 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 iTe k• is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSfITPl1 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. Tampa, FL 36610 11 Job Truss Truss Type city Ply Tubito Res. T14662187 J36494 PB08 Piggyback 1 1 Job Reference o tional tast coast I cuss, t-1. tierce, l"L- a4n40, oT ....I ...,, ".. �,. ... ...y.. . ID:6fl Iib2ybD_xViUgJz3Juyyulka-OensB H2GAz4mDJyZ6fuTUTn KL WrC N53FpiDBOByuXCD 15-0-0 Scale = 1:25.4 4x4 = 4x4 = 3 4 3x4 = 8 7 3x4 = 1x4 II 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.01 6 n/r 90 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.02 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.00 6 n/r 120 Weight: 50 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 13-1-6. (Ip) - Max Horz 2=-117(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-184(LC 8), 5=-184(LC 8), 8=-177(LC 8), 7=-177(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 5 except 8=348(LC 13), 7=330(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS'(directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 2, 184 lb uplift at joint 5, 177 lb uplift at joint 8 and 177 lb uplift at joint 7. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 1 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid ,for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Idl iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the pp��� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 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. Tampa, FL 36610 Job Truss Truss Type 0ly Ply Tubilo Res. T14662188 J36494 PBO9 Piggyback 1 1 Job Reference o tional .. I..1 — -A n•nn 7n1n Dine A test coast quss, rt. run ce, ru - 04n40, 4x4 = -- r— 3 ID:6fIlib2ybD xViUgJz3Juyyutka-sgLFOd3uxHCdrT1NIgMPiOhJWWvDT6X302MykwdyuXCC 15-0-0 tx4 II 11 4 12 4x4 = 5 3x4 = 10 9 8 3x4 = 1x4 11 txa 11 1x4 II 15-0-0 15-0-0 Scale = 1:25.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 7 n/r 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.00 6 n/r 120 Weight: 49 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-1-6. (6) - Max Harz 2=75(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-134(LC 8), 6=-134(LC 8), 9=-220(LC 5), 10=-135(LC 8). 8=-135(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 6, 10, 8 except 9=279(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) UnbalanCLd roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 2, 134 Ib uplift at joint 6, 22O lb uplift at joint 9, 135 lb uplift at joint 10 and 135 lb uplift at joint 8. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 25,2018 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. 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 properly incorporate this design into the overall p�q.Y building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I VI ITek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. Istorage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite M2, Alexandria, VA 22314. Tampa, FL 36610 i 1 r Job Truss I J36494 PB10 East Coast Truss, Ft. Pierce, FL - 1 6.00 12 6x8 i 3 Type is 15-0-0 Qty Ply Tubilo Res. T14662189 1 1 Job Reference (optional) 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:10:10 2018 Page 1 ID:6fllib2ybD_xViUgJz3Juyyutka-Llvdcz4XibKUSd5yE4wxZuse5JXor hYHOIHS4yuXCB Scale = 1:25.4 3x8 II 4 12 6x8 5 3x4 = 10 g 8 3x4 = 15-D-D 15-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.00 6 n/r 90 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.00 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.00 6 n/r 120 Weight: 44 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 13-1-6 (Ili) - Max Horz 2=34(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) 2, 6 except 9=-340(LC 5), 10=-158(LC 4), 8=-158(LC 5) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=455(LC 17), 10=269(LC 1), 8=269(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-9=-341/373 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This trussl has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6 except (jt=lb) 9=340, 10=158, 8=158. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. !' 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 property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I t n Job Truss Truss Type Qty Ply Tubito Res. T14662190 J36494 PB11 Piggyback 1 1 Job Reference (optional) tast uoasl I russ, 1-1. t lerCe, r-L - 09e4o, 6.00 12 4x4 = 3 ID:6fllib2ybD_xViUgJz3Juyyutka-pDT?pl59TuSL4ng8nnSA66Pt7jv5aRXhWgRr WyuXCA 10-10-0 1 x4 11 4x4 = 4 5 Scale = 1:18.3 10 9 8 2x4 = tx4 II 1x4 II 1x4 II 2x4 = 10-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 6 n/r 90 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-S Wlnd(LL) 0.00 6 n/r 120 PLATES GRIP MT20 244/190 Weight: 31 lb FT = 0% LUMBER. I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 8-11-6. (lb) - Max Horz 2=-35(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10. 8 except 9=-225(LC 5) Max Grav All reactions 250 lb or less at joint(s) 2, 6, 10, 8 except 9=279(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1711; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60, plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 10, 8 except Qt=lb) 9=2�5. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL33610 Date: ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. �� 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314. Tampa, FL 36610 July 25,2018 i Job Truss Truss Type Qty Ply Tubito Res. T14662191 J36494 ZCJ1 Jack -Open 18 1 � Job Reference (optional) Last [;oast I russ, I-t. vierce, V L - a41/40, 3x3 = 1-6-0 ,.,ter ..-. �.. ... ......... ................. ...... .. .. _ _... --'- ' - - ID:6fllib2ybD_xViUgJz3Juyyutka-pDT?p159TuSL4ng8nnSA66PpvjgsaSfhWgRr WyuXCA 3 m d 6 PROVIDE BEARING CONNECTION(S) TO RESIST HORIZONTAL REACTION(S) SHOWN. 1-6-0 1-6-0 Scale = 1:9.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.01 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 1p.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. I REACTIONS. (lb/size) 2=0/Mechanical, 3=110/Mechanical Max Horz 2=88(LC 1), 3=128(LC 8) Max Uplift 3=-138(LC 8) Max Grav 3=11O(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 8=45ft; L=24ft; eave=oft; Cat._ II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6d plate grip DOL=1.60 2) As reguesied, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss Ihas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to gi,rder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=138. I Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 38610 Date: July 25,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication• storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Tubito Res. T14662192 J36494 ZCJ3 Jack -Open 12 1 Job Reference (optional) tasi toast it russ, rr. rtuiw, r� - oy�Yo, IiI 3-6-0 5 1X4 II ID:6fl1ib2ybD_xViUgJz3Juyyutka-HP1NOe6nECaCixFKLVzPeJxOV7CCJv8rkKBOXyyuXC9 3-" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 4-5 >999 240 TCDL 17.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017IfP12014 Matrix -MP LUMBER- 1 BRACING- Scale = 1:14.1 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS I 2x4 SP No.3 REACTIONS. (lb/size) 3=4/Mechanical, 4=-221Mechanical, 5=273/0-8-0 Max Horz 5=107(LC 8) Max Uplift 3=39(LC 5), 4=-22(LC 1), 5=-235(LC 8) Max Grav 3=32(LC 6), 4=24(LC 6), 5=273(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60' plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive 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) Refer to gi�der(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=1b) 5=235. Thomas A. Albani PE No.39380 MiTek USA, Inc., Ft. Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use ontywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, at ss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall iii��•�YY` building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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. Tampa, FL 36610 1 Job Truss Truss Type Qty Ply Tubito Res. T14662193 J36494 ZCJ5 Jack -Open 4 1 Job Reference o tional Last Boast hubs, rt. rmi cc, rt_ -o 4U,- ID:6fllib2ybD_xViUgJz3Juyyulka-IbblE_6P? Wi3J5gXvCUeBXUA9XYN2L2_z_wy3PyuXC8 5-6-0 Scale = 1:19.9 5 4 1X4 II 1-0-0 -10 5-&0 1-0-0 -0-0 _ 3-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL i7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.07 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS I 2x4 SP No.3 REACTIONS. (lb/size) 3=74/Mechanical, 4=24/Mechanical, 5=304/0-8-0 Max Horz 5=169(LC 8) Max Uplift 3=113(LC 8), 4=8(LC 5), 5=-226(LC 8) Max Gfav 3=100(LC 13), 4=55(LC 3), 5=304(LC 1) I FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to gi�der(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Gt=lb) 3=113, 5=226. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 AWARNING - Verily desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 10/03/2015 BEFORE USE. q! Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■■�•YYiii building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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. Tampa, FL 36610 0 Job Truss Truss Type Qty Ply Tubito Res. T14662194 J36494 ZCJ5A Jack -Open 1 1 ' Job Reference o tional East (oast Ilruss, ht. mefce, t-L - 64U413. I -0C 1-0-0 G.44U J Iwdy 44 4 I O IVII I cn H IU-1lca, Il m. vvcu ow I D:601ib2ybD_xViUgJz3 Juyyulka-IbblE_6P? Wt3J5 gXvC UeBXU7sX W02Li_z_wy3 PyuXC8 5-6-0 5-6-0 6 5 tx4 II 1-M 1-10-Q 5-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.02 5-6 >999 240 TCDL 17.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.01 5-6 >999 180 BCLL 0.0 Rep Stress Inc YES WB 0.09 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS LUMBER- I BRACING - Scale = 1:19.9 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=57/Mechanical, 5=7/Mechanical, 6=392/0-8-0 Max Horz 6=217(LC 8) Max Uplift 4=-85(LC 8), 6=-370(LC 8) Max Grav 4=84(LC 13), 5=50(LC 3), 6=392(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-262/314 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60'plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to giMer(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 6=370. 1 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock �e applied directly to the bottom chord. Thomas A. Albani PE No.39380 Mi7ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date; WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 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 properly Incorporate this design into the overall A��iA���iYY� building desik n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII 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. Tampa, FL 36610 July 25,2018 I i 11 f. Job I Truss Truss Type Oily Ply Tubito Res. T14662195 J36494 ZCJ5T Jack -Open 2 1 1 Job Reference (optional) Last coast I truss, t-t. vierce, cL - a4940, I 1 1 N ID:6fl1ib2ybD_xViUgJz3Juyyutka-Do88RK711pgwxEPjTw?tjk1 LYwu?noM8CegVbryuXC7 4-2-0 5-6 0 4-2-0 1-4-0 O 0 Scale = 1:19.9 1 1-6-0 -10- 4-2-0 1�_o -0d1 2-4-0 14-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.04 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.04 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 22 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4 851Mechanical, 5=14/Mechanical, 8=30410-8-0 Max Horz 8=169(LC 8) _ Max Uplift 4=-120(LC 8), 8=-226(LC 8) Max Grav 4=124(LC 13), 5=28(LC 3), 8=304(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60! plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to gi�der(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 4=120, 8=226. 8) This truss tlesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt 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. Tampa, FL 36610 July 25,2018 0 r i t Job Truss Truss Type Qty Ply Tubito Res. T14662196 J36494 ZEJ3 Jack -Open 6 1 Job Reference (optional) Last l.Dast , russ, rt. r,e,r:6, rL - 04y9D, N 1 I D:6fllib2ybD_xViUgJz3Juyyutka-Do88RK711pgwxEPjTw?tjkt LLwsanpPBCegVbryuXC7 1-6-12 3-6-12 1-6-12 2-0-0 5 2x4 II 1-6-12 3-6-12 , Scale = 1:25.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 3 n/a n/a BCDL 1i0.0 Code FBC2017ffP12014 Matrix -MR Weight: 19 lb FT = 0% LUMBER- ' I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins. BOT CHORD 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-5: 2x6 SP No.2 REACTIONS. (lb/size) 3=3/Mechanical, 5=265/0-7-4, 4=-9/Mechanical Max Horz 5=109(LC 8) Max Uplift 3=-94(LC 8), 5=-85(LC 8), 4=-69(LC 8) Max Grav 3=55(LC 6), 5=265(LC 1), 4=49(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60I plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet%leen the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5, 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Celt 6634 694 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. 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 verity the applicability of design parameters and properly Incorporate this design into the overall ■•Y■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlITPI1 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. Tampa, FL 36610 i 11 Job ITruss Truss Type Qty Ply Tubito Res, T74662197 J36494 ZEJ3A Jack -Open 2 1 I Job Reference (optional) test coastlruss, ri.rierce,rL-ovavo, 1 3-8-8 ..y­�.......................... .._,..,,..__ ._.. . _ _ . ID:6fllib2ybD xViUgJz3Juyyutka-h_iWfg6fvV7ynZ0_vodW6GyZXhKEuWGtHQIP27HyuXC6 Scale = 1:14.6 r t-6-0 1-6-0 1-10-0 3-8-8 11-4-0 1-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 13 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS I. (lb/size) 3=14/Mechanical, 4=-15/Mechanical, 5=271/0-8-0 Max Horz 5=113(LC 8) Max Uplift 3=-44(LC 5), 4=-15(LC 1), 5=-230(LC 8) Max Grav 3=38(LC 13), 4=26(LC 6). 5=271(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except of=lb) 5=230. I Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. �� 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 verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the p � iTe i(• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I Job Truss Truss Type Qty Ply Tubito Res. T14662198 J36494 ZEJ3B Jack -Open 1 1 Job Reference (optional) Last Goast ll russ, t-L rlerce, r L - 44U40, 0 R 0 E 3-0-8 1X4 II Ivory.1 w..M—u,....�..,��,,,,.....�.......—,.,...,.. �..,.. ,..y.., ID:6flIib2ybD_xViUgJz3Juyyutka-9AGus09HHR4eBYZ5aL1 Lp96ibkal FjAQfy9cgjyuXC5 Scale = 1:13.0 2-2-0 2-2-0 , 312-8 0-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL i7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP ,Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS I 2x4 SP N0.3 REACTIONS. (lb/size) 3=-22/Mechanical, 4=-44/Mechanical, 5=287/0-8-0 Max Horz 5=93(LC 8) Max Uplift 3=28(LC 14), 4=44(LC 1), 5=-257(LC 8) Max Grav 3=22(LC 6). 4=37(LC 8), 5=287(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60I plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet#en the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=257. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 I Date; July 25,2018 ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. 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 properly incorporate this design into the overall pal' p building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A !Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIII 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. Tampa, FL 36610 r 0 Job Truss Truss Type Qty Ply Tubito Res. T14662199 J36494 ZEJ4 Jack -Open 7 1 Job Reference (optional) East Goast I russ, F[. Fierce, t-L - S4y41), 1 �I 4-9-0 o.ccu a may cy <u io ry oy� ID;6f11ib2ybD_xViUgJz3Juyyutka-9AGusO9HHR4eBYZ5aL1 Lp96dZkVYFihOfy9cgjyuXC5 Scale = 1:17.2 2-9-0 2-9-0 2- 0-11 0- -11 4-9-0 1-10-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.08 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 17 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=-39/Mechanical, 4=-66/Mechanical, 5=45210-3-5 Max Horz 5=146(LC 8) Max Uplift 3=-45(LC 14), 4=-66(LC 1), 5=-414(LC 8) Max Grav 3=33(LC 6), 4=60(LC 8), 5=452(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-262/265 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=414. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: ® wARNING - Verifydesign Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not q` 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlITPll 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, Alexandra, VA 22314. Tampa, FL 36610 July 25,2018 r1 r Job Truss Truss Type Qty Ply Tubilo Res. T14662200 J36494 ZEJ4A Jack -Open 1 1 � Job Reference o lional tast coast i russ, rt. riercu, rL-aff-0. I 1 I D:6fI lib2ybD_xViUgJz3Juyyutka-dNgG4M9w2kDVoi8l82ZaL Nfs88v8_AGaucugCAyuXC4 3-11-12 3-11-12 Scale = 1:15.3 5 1x4 II 1-11-12 21 3-11-12 1-11-12 0- -11 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 2b.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 14 lb FT = O% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3-2/Mechanical, 4=-27/Mechanical, 5=315/0-3-5 Max Horz 5=122(LC 8) Max Uplift 3=-42(LC 5), 4=-27(LC 1), 5=-275(LC 8)t Max Grav 3=36(LC 6), 4=27(LC 4), 5=315(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3, 4 except (jt=lb) 5=275. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 I I Job Truss Type Qty Ply Tubito Res.T14662201J36494 TZrEJ5 Jack -Open 4 1 Job Reference o tional East coast I runs, Ft. Fierce, t-L - s4y40, 1 r �.......... .........., .. .. ID:6flIib2ybD_xViUgJz3Juyyutka-6ZOeHiAYp2LMQsiUil4puaB 1 uYGYjbHj7GeikcyuXC3 5-6-0 5 4 1x4 II 0 ci c4 Scale = 1:19.9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL Lumber DOL 1.25 BC 0.22 Vert(CT) -0.02 4-5 >999 180 17.0 BCLL L0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 19 lb FT = 0% LUMBER- BRACING- ' TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied, BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS I 2x4 SP N0.3 REACTIONS. (lb/size) 3=74/Mechanical, 4=24/Mechanical, 5=304/0-8-0 Max Horz 5=169(LC 8) Max Uplift 3=-113(LC 8), 4=-8(LC 5), 5=-226(LC 8) i Max Grav 3=100(LC 13), 4=55(LC 3), 5=304(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 2) As reques}ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=113, 5=226. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: i WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111,2II-7473 rev. 1010312015 BEFORE USE. ' 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 July 25,2018 r I i n Job I Truss Truss Type Qty Ply Tubito Res. T14662202 J36494 ZEJ5A Jack -Open 4 1 Job Reference (optional) test L oast i russ, rt. tierce, r L - oyayo, fl iI 5-2-0 oy �y I D:6fllib2yb D_xViUgJz3Juyyutka-6ZOeHiAYp2 L M Qsi Uil4pua B 15YGjjb Lj7GeikcyuXC3 Scale = 1:19.1 1�-0 1-6-0 5 1x4 II -10- -4-0 5-2-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 2b.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.07 Horz(CT) 0.03 3 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -AS Weight: 18 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=64/Mechanical, 4=19/Mechanical, 5=295/0-8-0 Max Horz 5=159(LC 8) Max Uplift 3=-101(LC 8), 4=-7(LC 5), 5=-224(LC 8) Max Grav 3=89(LC 13), 4=47(LC 3), 5=295(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1)Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=101,5=224. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 69D4 Parke East Blvd. Tampa FL 33610 Date: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' 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 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 WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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. Tampa, FL 36610 July 25,2018 5 Jab Truss Type City Ply Tubito Res. T14662203 J36494 FZEJ5B �Monopitch Girder 1 1 Job Reference o tional tast coast i russ, rt. rierce, rL-saa40, 3-8-0 0 1 � . oy� e ID:6fllib2ybD—xViugJz3Juyyutka-aly0U2BAaLTC2OHgFTb2QokECxY6S3 tLvNGG2yuXC2 2 Scale = 1:18.4 q 4x4 = 3x4 II , 3-8-0 3-8-0 Plate Offsets (X Yl— 11'0-1-12 0-1-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.02 3-4 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.02 3-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(CT) -0.00 3 n/a n/a BCDL 1p.0 Code FBC2017/TP12014 Matrix -MP Weight: 25 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-4: 2x8 SP No.2 REACTIONS. (lb/size) 4=360/0-8-0, 3=31 1 /Mechanical Max Horz 4=199(LC 5) Max Uplift 4=-233(LC 8), 3=-265(LC 5) 1 Max Grav 4=360(LC 1), 3=319(LC 25) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss Vitas 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 othermembers. 5) Refer to girlder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=23313=�65. 7) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-1Od Truss, Single Ply Girder) or equivalent at 1-8-12 from the left end to connect truss(es) td front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAI D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASESS) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-54, 3-4=-20 Concentrated Loads (lb) Vert: 5=-433(F) Thomas A. Albani PE No.39380 MITekUSA, Inc. FL Cert6634 69D4 Parke East Blvd. Tampa FL 33610 Date: I ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTeW 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 property 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 WOW is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 July 25,2018 1 Job Truss Truss Type Qty Ply Tubito Res. T14662204 J36494 ZEJ6 Jack -Open 2 1 i Job Reference (optional) Last t;oastIruss, i m. vierce, t- L- MU'lb, o.«..'w y — 4..o w oyc I D:6fl li b2ybD_xV i UgJz3J uyyutka-2y W Pi NCo Lfb379;tpA6 Hz?GJg Lv5B VJ0aV ppVyuXC 1 -1-0-0 6-0-B 6-0-8 Scale = 1:21.2 6 5 1x4 II ,-6-0 110 6-0-8 -0-0 -4-0 4-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.02 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.02 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 22 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORE 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=75/Mechanical, 5=18/Mechanical, 6=403/0-8-0 Max Horz 6=233(LC 8) Max Uplift 4=-107(LC 8), 5=-1(LC 5), 6=-367(LC 8) Max Grav 4=103(LC 13), 5=63(LC 3), 6=403(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-280/340 I NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60'plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at=lb) 4=107,6=367. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. I Thomas A. Albani PE No.38380 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. 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 properly Incorporate this design into the overall p�/.Y` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• ilV I s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 July 25,2018 a Job Truss Truss Type Qty Ply Tubito Res. T14662205 J36494 ZEJ6A Jack -Open 1 1 Job Reference o tional test toast i russ, ri. r•ierce, rc - o4u4o, 0 ,.,..r ,.. ,.,, , ,...,.,..,....... .. ID:6fllib2ybD_xViUgJz3Juyyutka-2yWPiNCoLfb3f9stpA6Hz?GMELwEBVeOaZ7ppVyuXC 1 6-0-B 5 4 1x4 II Scale=1:21.2 1: 12-0 -10 0 6-0-8 4-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.03 4-5 >999 180 BCLL i0.0 - Rep Stress Incr YES WB 0.08 Horz(CT) -0.04 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 21 lb FT = 0% LUMBER- I BRACING - TOP CHOR4 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=90/Mechanical, 4=33/Mechanical, 5=319/0-8-0 Max Horz 5=186(LC 8) Max Uplift 3=132(LC 8), 4=-8(LC 5), 5=-230(LC 8) Max Grav 3=117(LC 13), 4=67(LC 3), 5=319(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-236/270 Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=132,5=230. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Aibani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: I WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev. 1010312015 BEFORE USE. 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 verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt 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. Tampa, FL 36610 July 25,2018 Job Truss Truss Type Qty Ply Tubito Res. T74662206 J36494 ZEJ7 Jack -Partial 17 1 Job Reference (optional) Last coast i russ, ri.vierce,ru-.3yyyo, ...«.,..,.,..I - . .. __ . — .... ..---_.__ ._.._._.__._ . ID:6fllib2ybD_xViUgJz3Juyyutka-W83nvjDQ6zjwHJR3Nud W WDpW81G2wyVApDsNLxyuXCO 3-8-11 7.6-0 3-8-11 3-9-5 1 2xs — 5 4 txa II N O M Srale = 1:25.0 1-6-0 1 6-0 ' 1 10 7-6-0 6-8-0 LOADING (Psi] SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.06 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.08 4-5 >807 180 BCLL 10.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.09 3 n/a n/a BCDL 1.0.0 Code FBC2017/TPl2014 Matrix -AS Weight: 25 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS I 2x4 SP No.3 REACTIONS. (lb/size) 3=131/Mechanical, 4=54/Mechanical, 5=365/0-8-0 Max Horz 5=231(LC 8) Max Uplift 3=-181(LC 8), 4=-10(LC 8), 5=247(LC 8) Max Grav 3=163(LC 13), 4=96(LC 3), 5=365(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-267/95 WEBS 1 2-5=-297/356 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60! plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 pelf 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) Refer to gilrder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=181,5=�47. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek® 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 i 1 Job Truss Truss Type Qty Ply Tubito Res. T14662207 J36494 ZEJ7A Jack -Partial 3 1 Job Reference (optional) Cast toast li ru5s, rt. rieice, rL-w Ivo, 1 3x4 = 4x6 I I ID:6fllib2ybDxViUgJz3Juyyutka-_Kd973D2lGmvTOFxb812QMdA9Y?fQOJ1 tcwtNyuXC? 7.6- _ 3-8-11 3-9-5 3 Scale = 1:25.9 i 0_ _1 7-4-0 Plate Offsets (X Y) 11:0 0-0 0 0 131 11:0 0 13 0 5 81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.26 3-6 >338 240 MT20 244/190 TCDL j .0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.28 3-6 >322 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 25 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEDGE Left: 2x4 SP No.3 i REACTIONS. (lb/size) 2=184/Mechanical, 3=91/Mechanical, 1=275/0-8-0 Max Horz 1=231(LC 8) Max Uplift 2=219(LC 8), 3=-22(LC 8), 1=-114(LC 8) Max Grav 2=212(LC 13), 3=130(LC 3), 1=278(LC 13) FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Refer to gilder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=219, 1=i14. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date; I WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not p` 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 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 July 25,2018 Job Truss Truss Type city Ply Tubito Res. T14662208 J36494 ZEJ76 Jack -Open 3 1 i Job Reference (optional) Last Goast I runs, Y1. Ylerce, FL - 34V40, 6-0-0 2x3 o.ccu a rvmy cy cv ro ry � , may= , ID:6fllib2ybD_xViUgJz3Juyyutka-_Kd973D2tGrnvTOFxb812QMbx9VpfQOJ 1 tcwtNyuXC? 4 3 3x4 = Scale = 1:25.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.11 3-4 >620 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.12 3-4 >587 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(CT) -0.15 2 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 21 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.2 REACTIONS. (lb/size) 4=211/0-8-0, 2=147/Mechanical, 3=64/Mechanical Max Horz 4=231(LC 8) Max Uplift 4=-54(LC 8), 2=-199(LC 8), 3=-20(LC 8) Max Grav 4=211(LC 1), 2=175(LC 13), 3=107(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- j 1) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except Ot=lb) 2=199. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. 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 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 i V I iTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the `/� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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. Tampa, FL 36610 Job I Truss Truss Type Qty Ply Tubito Res. T74662209 J36494 ZEJ7C Roof Special Girder 1 1 i Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:10:23 2018 Page 1 ID:6flIib2ybD xViUgJz3Juyyutka-SXBXKPEheazeWdbSUJf beutzzu00twSGXLTPpyuXC_ 1-10-0 3-8-8 5-6-8 7.6-0 1-10-0 1-10-8 1-10-0 1-11-8 A A 9 Special NAILED 6 1x4 II Scale = 1:20.2 1-6-0 -10- 3-8-8 1-6-0 �-0 1-10 8 5-6-8 1-10-0 7-6-0 1-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.14 7-8 >477 240 MT20 244/190 TCDL j7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.18 7-8 >380 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(CT) 0.11 5 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 30 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 6-7. REACTIONS I. (lb/size) 5=81/Mechanical, 6=69/Mechanical, 9=313/0-8-0 Max Horz 9=174(LC 8) Max Uplift 5=-126(LC 8), 6=-65(LC 8), 9=-328(LC 8) Max Grav 5=140(LC 36), 6=113(LC 36), 9=394(LC 39) FORCES. (1b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 6 except Qt=lb) 5=126, 9=328. 9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 224 lb down and 156 lb up at 3-8-8 on top chord, and 94 lb down and 92 lb up at 3-8-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-5=-54, 6-10=-20 Concentrated Loads (lb) Vert: 3=41(B) 4=16(B) 8=31(B) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. 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 properly Incorporate this design into the overall ��• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 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. Tampa, FL 36610 4 1 r I Job " ITruss Truss Type Qty Ply Tubito Res. T14662210 J36494 ZEJ7T Jack -Open 3 1 � Job Reference o tional tast [:oast I cuss, rt. Tierce, rL - agngo, ­­ ..—r ���•,, ID:6fllib2ybD_xViUgJz3Juyyutka-v4lvYIFJPu5V8nAe20BD7rR3LyIM7KucVB5lxGyuXBz 4-2-0 7-6-0 4-2-0 3-4-0 1 aI exs — 8 2x3 II tx4 II Scale = 1:25.0 1-0 I 1-0 10- 010 1 - 4-2-0 2 4-0 7.6-0 3-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.11 5-6 >633 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) 0.09 5-6 >743 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.05 5 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 28 lb FT = 0% LUMBER- . BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied. 3-7: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS (Ib/size) 4=120/Mechanical, 5=65/Mechanical, 8=365/0-8-0 Max Horz 8=231(LC '8) Max Uplift 4=-150(LC 8), 5=-41(LC 8), 8=-247(LC 8) Max Grav 4=147(LC 13), 5=83(LC 3), 8=365(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60'plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=150,8=247. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: �- �WARNING I - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ' 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 properly incorporate this design into the overall building desidn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 July 25,2018 Job Truss Truss Type City Ply Tubito Res. T14662211 J36494 ZEJ7T1 Jack -Open 1 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:10:25 2018 Page 1 I D:6fl li b2ybD_xVi UgJz3Juyyulka-OvJ 115 GxAB DMmxlgcjiSg3_Da Md ism2lkrgaTiyuXBy 4-2-0 5-8-8 7-6-0 4-2-0 4x4 = 2x3 = 10 Zxc 11 1x4 II V d A Scale = 1:21.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.10 7-8 >680 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.08 7-8 >794 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.08 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 30 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 -Except` BOT CHORD Rigid ceiling directly applied. 3-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=85/Mechanical, 6=1 01 /Mechanical, 10=365/0-8-0 Max Horz 10=178(LC 8) Max Uplift 5=86(LC 5), 6=77(LC 8), 10=-279(LC 8) Max Grav 5=85(LC 13). 6=115(LC 13). 10=365(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-10=-251/234 NOTES- 1) Unbalanceld roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for Placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except Qt=lb) 10=279. 1 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNINgI - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. 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 verily the applicability of design parameters and properly Incorporate this design into the overall �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type city, Ply Tubito Res. ' T14662212 J36494 ZHJ3 Diagonal Hip Girder 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:10:25 2018 Page 1 I D:6FlI ib2yb D_xViUgJz3Juyyutka-OvJ I15GxABDMm)dgcji Sg3_E KMeKsnN IkrgaTiyuXBy 2-2-8 4-11-11 2-2-8 2-9-3 A 1A Fl_� - Scale = 1:25.3 3x6 II NAILED LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL ,0.o BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.21 BC 0.21 WB 0.05 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except' 1 2-6: 2x8 SP No.2 WEBS 2x4 SP No.3 REACTIONSI. (lb/size) 3=36/Mechanical, 6=562/0-9-14, 4=-71/Mechanical Max Horz 6=108(LC 8) Max Uplift 3=49(LC 21), 6=-510(LC 8), 4=-79(LC 18) Max Grav 3=49(LC 13), 6=562(LC 1), 4=80(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-301/261 BOT CHORD 1-7=-210/290, 6-7=-548/515, 2-7=-386/292 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 5-6 >999 240 MT20 244/190 Vert(CT) -0.00 5-6 >999 180 Horz(CT) 0.00 3 n/a n/a Weight: 30 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 4-5. NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 6=510. 1 7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAI ID CASE(S) section, loads applied to the face of the truss are noted as front (F) Or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 7-8=-20, 4-6=-20 Concentrated Loads (lb) Vert: 11=-164(F=-82, B=-82) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 1010312015 6EFOREVSE. 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 properly incorporate this design Into the overall �.��•YY` building design. Bracing indicated is to prevent buckling of indivip dual truss web and/or chord members only. Additional temporary and permanent bracing A iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. - Tampa, FL 36610 I Job Truss Truss Type Oty Ply Tubilo Res. T14662213 J36494 ZHJ3A Diagonal Hip Girder 1 1 l Job Reference o tional tast toast truss, m. tierce, rL - sva40, I i 1 I I o 5-2-3 5 1x4 II NAILED NAILED ...«... ,.,ter .,. - ......__ I ..,,.. ..__ __' -----' _ ' ID:6fllib2ybD_xViUgJz3Juyyutka-t6tgyRGZxVLDN4KOARDhCG WMJmxhbD2vyVaB?8yuXBx Scale = 1:17.0 2-1-1 2-6-12 2-1-1 0-5-10 5-2-3 2-7-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0.05 3 n/a n/a BCDL 1 b.0 Code FBC20171TP12014 Matrix -MP Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 4=-37/Mechanical, 5=571/0-11-5 Max Horz 5=112(LC 8) Max Uplift 3=-48(LC 18), 4=-37(LC 1), 5=-613(LC 8) Max Grav 3=49(LC 13), 4=65(LC 8), 5=571(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. -- WEBS 2-5=-261/286 NOTES- ' 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60'plate grip DOL=1.60 2) Plates chepked for a plus or minus 0 degree rotation about its center. 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at=lb) 5=613. 1 7) "NAILED" indicates 3-10d (0.148"xY) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) 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: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 9=-164(F=-82, B=-82) Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. ' 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 systerp. 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 only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRP11 Quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Tubito Res. T14662214 J36494 ZHJ3B Diagonal Hip Girder 1 1 � Job Reference o tional test coast i fuss, rc. rrerr:e, rL - ovnvo, � 1 0 0 I D:6f11 ib2yb D_xV i UgJz3J uyyutka-LI R2AnH Bi pT4?E uDj8 kwl U3YNA15Kg J2 B9JhYbyuXBw 4-2-14 4-2-14 1x4 II 5 NAILED 2-1-1 NAIL®6-12 4-2-14 1_a_o li, Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) 0.05 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 14 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=-47/Mechanical, 4=-88/Mechanical, 5=60810-11-5 Max Horz 5=92(LC 8) Max Uplift 3=47(LC 1), 4=-88(LC 1), 5=-676(LC 8) Max Grav 3=44(LC 4), 4=112(LC 8), 5=608(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-260/283 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60,plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 betvJeen the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except @=1b) 5=676. 7) "NAILED" indicates 3-1 Od (0.148"xY) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) 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 (pif) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 9=-164(F=-82, B=-82) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. 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 properly incorporate this design into the overall �,p�•iYi building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPN 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. Tampa, FL 36610 Job I Truss Truss Type City Ply Tubito Res. T14662215 J36494 ZHJ5 Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, tjzzu s may z4 zui is ml i eK industries, inc. vved um zo i z: w:za 20 i8 rage i ID:6fllib2ybD xViUgJz3Juyyutka-pU7QN7lpS6bxdOTPHsF9IhcjEahX370BQp3E41yuXBv 3-10-4 1 7-8-9 3-104 3-105 Scale = 1:22.0 11x4 I I NAILED 4 NAILED NAILED LOADING (psf) TCLL 20.0 TCDL `/.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.36 BC 0.18 WB 0.12 Matrix -MS DEFL. in Vert(LL) -0.04 Vert(CT) -0.03 Horz(CT) 0.00 floc) I/defl Ud 5-6 >999 240 5-6 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 32 lb FT = 0% I LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS I 2x4 SP No.3 REACTIONSI (lb/size) 3=92/Mechanical, 4=-18/Mechanical, 6=543/0-11-5 Max Horz 6=168(LC 8) Max Uplift 3=-135(LC 8), 4=-26(LC 17), 6=-626(LC 8) Max Grav 3=106(LC 28), 4=58(LC 22), 6=543(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-6=-155/255 WEBS 1 2-6=-357/402 NOTES- 1) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60'plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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. 5) Refer to girder(s) for truss to truss, connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=135, 6=626. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) 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: 1-3=-54, 4-7=-20 Concentrated Loads (lb) Vert: 10=50(F=25, B=25) 11 =-1 64(F=-82, B=-82) 12=63(F=32, 8=32) Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Celt 6834 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 AWARNINGI - V....y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 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 properly incorporate this design into the overall p i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTe k• is always regbired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 f Job ' ITruss Truss Type Qty Ply Tubito Res. T74662216 J36494 ZHJ5A Diagonal Hip Girder 1 1 � Job Reference (optional) Last toast I russ, t-t. vierce, t-L-,lvyvo, o.«� oy <, <� �� �u�,,,��, y , ID:6flIib2ybD_xViUgJz3Juyyutka-pU?QN71pS6bxdOTPHSF91hck3aGQ 413Qp3E41yuXBv 3-7-7 7-2-15 3-7-7 3-7-8 4.24 12 NAILED NAILED 3 Scale = 1:21.2 3x4 ' 2 10 rn m c5 N I 1 � I 12 5 2x4 - 1 6 tx4 NAILED NAILED 3x4 = 4 NAILED NAILED z-6-12 6-9-15 7-2-15 2-1-1 -5-10 4-3-3 0-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 2b.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.03 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.02 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 30 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=78/Mechanical, 4=-33/Mechanical, 6=538/0-11-5 Max Horz 6=158(LC 8) Max Uplift 3=-125(LC 8), 4=-42(LC 17), 6=-621(LC 8) Max Grav 3=97(LC 28), 4=52(LC 26), 6=538(LC 1) FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 1-6=-170/253 WEBS 1 2-6=-350/389 NOTES- 1)Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 betwleen the bottom chord and any other members. 5) Refer to gi Ider(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=125, 6=621. 7) "NAILED" ijldicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-7=-20 Concentrated Loads (lb) Vert:10=50(F=25,13=25)11=-164(F=-82,B=-82)12=63(F=32,B=32) Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cott 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. �� 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 properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 i r Job Truss Truss Type Qty Ply Tubito Res. � T14662217 J36494 ZHJ6 Diagonal Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.220 s May 24 2018 MiTek Industries, Inc. Wed Jul 25 12:10:29 2018 Page 1 ID:6fl1ib2ybD_xViUgJz3Juyyutka-HgYobSJRDQjoEY2brZmOgv8tHzlnoZ_LeToocTyuXBu 4-2-14 8-5-12 r 4 2-14 4-2-15 NAILED 3x4 1x4 II NAILED 4x6 = NAILED NAILED NAILED 5-4-8 Scale = 1:25.5 Plate Offsetsl (X Y)f3:0 2 14 0 0 81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.03 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.03 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 40 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONSI. (lb/size) 3=140/Mechanical, 5=-6/Mechanical, 6=555/0-11-5 Max Horz 6=237(LC 7) Max Uplift 3=246(LC 7), 5=-24(LC 5), 6=-686(LC 8) Max Grav 3=201(LC 30). 5=144(LC 24), 6=555(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-253/194 BOT CHORD 1-6=-140/265, 5-6=-254/243 WEBS 2-6=-365/461 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60!plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 3=246,6=686. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-7=-20 Concentrated Loads (lb) Virt: 10=50(F=25, B=25) 11=-32(F=-7, B=-25) 12=-164(F=-82, B=-82) 13=63(F=32, B=32) 14=7(F=11. B=-4) Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 25,2018 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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. Tampa, FL 36610 I 19 Job Truss Truss Type Qty Ply Tubito Res. T14662218 J36494 ZHJ7 Diagonal Hip Girder 1 1 Job Reference o tional tasi L oasr tlruss, rt, rlerce, rL - afravo, . ,.,.r « ��,� ,•,,, �,• ,,,���•,, �. •• ��• - • �a ID:6fIlib2ybD_xViUgJz3Juyyutka-It6BooK4 krfsldoPHHdN6h41NNMX07Ut7YL8wyuXBt 5-3-4 6-6-2 10.E-8 5-3-4 1-2-14 4-0-7 Scale = 1:27.9 3x4 = 14 8 NAILtU 3x4 = NAILCU 5 1x4 II NAILED NAILED US = NAILED NAILED 2-0-11 0-8-8 3-8-15 4-0-7 Plate Offsets' (X Y) r4:0-2-14 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.02 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 54 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 - except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS I. (lb/size) 4=88/Mechanical, 6=127/Mechanical, 8=598/0-11-5 Max Horz 8=294(LC 7) Max Uplift 4=-112(LC 5). 6=-173(LC 5), 8=-744(LC 8) Max Grav 4=100(LC 28), 6=220(LC 30), 8=598(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-369/243 BOT CHORD 7-8=-316/202, 6-7=-328/311 WEBS 2-8=-411/482, 2-7=-357/451, 3-6=-294/297 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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. 5) Refer to girlder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=112, 6=173, 8=744. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-9=-20 Concentrated Loads (lb) Vert: 12=50(F=25, 6=25) 14=-164(F=-82, B=-82) 15=63(F=32, B=32) 16=4(F=2, B=2) Thomas A. Albani PE No.38380 MiTek USA, Inc. FL Cert 6634 \ 6904 Parke East Blvd. Tampa FL 33610 Date: A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. 1�*�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not iiip a truss syste Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building desi;. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 July 25,2018 Job I Truss Truss Type Qty Ply Tubito Res. T14662219 J36494 1 ZHJ7T Diagonal Hip Girder 1 1 Job Reference (optional) Last coast russ, m. Nlefce, rL-34`d4b. r�aY<�"'�"'•" �^O1""JO�",��„'. •• '-. "." "'-''..y.,, ID:6fllib2ybD_x M Jz3Juyyutka-D3gZ08Ki11zWUsCy_psvKEDunakGSEe6nHuhMyuXBs 2-6-12 -0-11 5-9-15 10E-8 2-6-12 -5-15 2-9-4 4-8-9 Scale = 1:27.9 0 a 15 9 NAILtU 3X4 = 3X4 = 1x4 II NAILED I NAILED NAILED 5-9-15 10�-8 2-1-1 -5-1 3-34 4-8-9 Plate Offsets (X Y)— 14:0-2-14 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.04 7 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.05 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) -0.04 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 51 lb FT = 0% LUMBER- BRACING - TOP CHORD 2.4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 1 3-8: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) —111/Mechanical, 6=119/Mechanical, 9=609/0-11-5 Max Horz 9=257(LC 5) Max Uplift 4=-143(LC 5), 6=-126(LC 5), 9=-738(LC 8) Max Gram 4=139(LC 28), 6=195(LC 30), 9=609(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-260/234, 2-3=-337/220 BOT CHORD 1-9=-189/257, 8-9=-288/175, 6-7=-551/557 WEBS 1 3-6=-511/495, 2-9=-418/479, 2-8=-363/450 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- I 1) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=143, 6=126, 9=738. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 8-10=-20, 5-7=-20 Concentrated Loads (lb) Vert: 13=50(F=25, B=25) 14=-23(F=-11. B=-11) 15=-164(F=-82, B=-82) 16=63(F=32, B=32) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dater July 25,2018 I ® WARNING.. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 1010312015 BEFORE USE. 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 properly incorporate this design into the overall p q building desidn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ty f iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 PLATE LOCATION AND ORIENTATION 3I4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 -116" I For 4 x 2 orientation, -locate plates 0- 'lid' 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 The first dimension is the 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 by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 1AGeneral Safety Notes 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/0312015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIITPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 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. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or 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 ANSIITPI 1 Quality Criteria.