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Home My WebLink AboutTRUSS PAPERWORKA �t MiTek' RE: 75533 -BUSBY Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Site Information: 6904 Parke East Blvd. Ta pa, FL 33610 4115 Customer Info: CRAIG HELSETH CONSTRUCTION Project Name: BUSBY Mode' Lot/block: Subdivision:' Address: 18700 MACH 1 DRIVE el�. �,% City: PORT ST LUCIE State: FL�" Name Address and License # of Structural Engineer of Record, If there is one, for the building. C;, �® Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof,Load: 50.0 psf Floor Load: N/A psf This package includes 60 individual, Truss Design Drawings and 0 Additional Drawings. With imy seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T15209700 A 9/28/18 18 T15209717 B2 9/28/18 12 1 T1 52097011 All 1 9/28/18 119 i T15209718 1 B3 1 9/28/18 1 13 1 T15209702 1 A2 1 9/28/18 120 1 T15209719 1 B4 1 9/28/18 14 1 T15209703 1 A3 1 9/28/18 121 1 T15209720 1 B5 1 9/28/18 15 1 T15209704 1 A4 1 9/28/18 122 1 T15209721 1 C 1 9/28/18 J 6 i I T15209705 1 A5 9/28/18 123 1 T15209722 1 C1 9/28/18 _�J 1 7 T15209706 A6 9/28/18 24 T15209723 D 9/28/18 18 T15209707 1 A7 1 9/28/18 125 1 T15209724 D 1 9/28/18 19. T15209708 1 A8 1 9/28/18 126 1 T15209725 D2 1 9/28/18 110 '1 T15209709 1 ATA 1 9/28/18 127 1 T15209726 D3 1 9/28/18 Ill 11 T15209710 1 ATB 1 9/28/18 128 i T1 5209727 1 D4 1 9/28/18 112 11 T15209711 1 ATC 1 9/28/18 129 1 T1 5209728 1 DGEC 1 9/28/18 113 T15209712 1 ATD 1 9/28/18 130 1 T15209729 1 DGEK 1 9/28/18 114 T15209713 1 ATE 1 9/28/18 131 1 T15209730 1 G 1 9/28/18 15 T15209714 1 ATF 1 9/28/18 132 1 T15209731 1 G1 1 9/28/18 1 16 T15209715 B 1 9/28/18 133 1 T15209732 1 G2 1 9/28/18 1 117 T15209716 131 1 9/28/18 134 1 T15209733 1 G3 1 9/28/18 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. 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 1(e.g., 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. 00IIII11111'F0° �.Z ER P F/ °11i i No 22839 STATE OF .7. 'fill Ill0% Walter P. Finn PE No22839 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 Finn, Walter 1 of 2 RE: 75533 -BUSBY Site Information: Customer Info: CRAIG HELSETH CONSTRUCTION Project Name: BUSBY Model: Lot/Block: Subdivision: Address: 18700 MACH 1 DRIVE City: PORT ST LUCIE State: FL No. Seal# Truss Name Date 35 T15209734 1 G4 9/28/18 136 T15209735 1 GRA 9/28/18 187 T15209736 1 G R B 1 9/28/18 138 T15209737 1 GRD 1 9/28/18 139 1 T15209738 16 RG 1 9/28/18 1 140 I T15209739 I J 1 1 9/28/18 1 141 I T15209740 I J3 1 9/28/18 142 I T15209741 1 JA 1 9/28/18 143 I T15209742 1 JA2 1 9/28/18 144 1 T15209743 1 K 1 9/28/18 145 1 T15209744 1 K1 1 9/28/18 146 1 T15209745 1 K2 1 9/28/18 147 I T15209746 1 KJ2 1 9/28/18 1 148 I T15209747 1 KJ3 1 9/28/18 149 1 T15209748 1 MVA 1 9/28/18 150 1 T15209749 1 MVB 1 9/28/18 151 1 T15209750 1 MVC 1 9/28/18 152 1 T15209751 1 MVD 1 9/28/18 153 1 T15209752 1 SDGE1 1 9/28/18 54 1 T15209753 1 SDGEB 1 9/28/18 155 1 T15209754 1 VA 1 9/28/18 56 I T15209755 1 VB 1 9/28/18 157 1 T15209756 1 VC 1 9128/18 158 1 T15209757 1 VD 1 9/28/18 159 1 T15209758 1 VE 1 9/28/18 160 I T15209759 1 VF 1 9/28/18 2of2 Job Truss Truss Type Qty Ply BUSBY I T15209700 75533 A HIP 1 1 Job Reference (optional) L,namoers 1 rubs, utc., rarr nerve, r� ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-8fNf rsg9C?HSGXin7R5rHr4NSf9tgXbyPp? 14yZ6E6 2-0-12 5-0-0 10-9-8 16-7-0 22-4-8 27-4-8 2-0-12 5-0-0 5-9-8 5-9-8 5-9-8 5-0-0 Scale = 1:50.5 5x8 MT18' 2 4x5 = 3x4 = 3 21 22 23 4 4X6 = 3X4 = 4x4 = 5 24 6 25 26 7 12 27 5x6 IS �i 120 8 28 15 14 4x6 I 4x8 = 13 12 11 3x6 = 2X3 1 2X3 11 10 3x4 = 4x12 9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.27 10-11 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.26 10-11 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.09 9 n/a n/a BCDL j 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 148lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-2-7 oc bracing. SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 WEBS 1 Row at midpt 4-14, 6-10 REACTIONS. (lb/size) 9=1354/Mechanical, 15=1545/0-7-4 Max Harz 15=-205(LC 10) Max Uplift 9= 1087(LC 12), 15=-1266(LC 12) FORCES. (lb) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3� 1693/2111, 3-4=-1336/1898, 4-6=-2179/2914, 6-7=-1345/1890, 7-9= 1716/2219, 2-15= 1493/1790 BOT CHORD 14-15=-287/252, 13-14=-2699/2179, 11-13=-2699/2179, 10-11=-2699/2179, 9-10= 1638/1323 WEBS 3-14=-903/546, 4-14=-1120/1275, 4-13=-413/243, 6-11=-410/241, 6-1 0=-1 122/1263, 7-10=-1046/661, 2-14=-1502/1260 I NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:IASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp; C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interlor(1) 0-11-4 to 5-0-0, Extedor(2) 5-0-0 to 26-7-7, Interior(1) 26-7-7 to 27-4-8 zone; end vertical left and right exposed; porch left and right exposed;C-C for members and forces•& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` Thisitruss 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 = 10.0psf. 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) 9=1067, 15=1266. Welter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 101=015 BEFORE USE -- Deslgnl valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is form Individual building component, not �� a truss rsystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Adddional temporary and permanent bracing MiTek" prevent 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, seeANSI/1P11 Quality Critedd, DS8-09 and 8CS1 BuUding Component 6904 Parke East Blvd. SafetyjlntolmoHonavaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply BUSBY � T15209701 75533 Al HIP 1 1 Job Reference (optional) t;namoers I i russ, mc., rorr rierce, rL .-2.0-12 . 7-0-0 • 5x8 MT18HS = 3 8_4 1 6-8-4 7-0.0 2x3 I 48 = 19 20 4 21 22 23 5 Scale=1:60.1 12 - 4x6 11 4x4 = 3x6 = 3x8 = 2x3 11 4x12 11 13-8-4 LOADING'(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 120.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.18 8-9 >999 240 TCDL 20.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.19 8-9 >999 240 BCLL ' 0.0 Rep Stress ]nor YES WB 0.97 Horz(CT) 0.08 7 n/a n/a BCDL 110.0 Code FBC2017ITP12014 Matrix -MS LUMBER BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M30 WEBS 2x4 SP No.3 `Except` BOT CHORD 2-12: 2x4 SP M 30 WEBS SLIDER Right 2x8 SP 2400F 2.0E 2-6-0 REACTIONS. (lb/size) 7=1354/Mechanical, 12=154510-7-4 Max Harz 12= 261(LC 10) Max Uplift 7=-1087(LC 12), 12= 1266(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1716/2087, 3-4=-1742/2397, 4-5=-1742/2397, 5-7=-1701/2141, 2-12=-1477/1714 BOT CHORD 11-12— 557/573, 9-11= 1577/1283, 8-9— 1576/1298, 7-8— 1564/1296 WEBS 3-11= 376/176, 3-9=-710/657, 4-9=-620/424, 5-9=-689/657, 5-8= 456/234, 2-11=-1195/1022 PLATES GRIP MT20 2441190 MT18HS 244/190 Weight: 156 lb FT = 20% Structural wood sheathing directly applied or 4-4-14 oc purlins, except end verticals. Rigid ceiling directly applied or 5-6-14 oc bracing. 1 Row at midpt 2-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 7-0-0, Extedor(2) 7-0-0 to 24-7i7, Intedor(1) 24-7-7 to 27-4-8 zone; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This tniss 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) 7=1087„ 12=1266. Waiter P. Finn PE No.22839 Wait USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE Design valld for use only with M1109 connectors. This design Is based only upon parameters shown, and Is for an individual building component not � a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall bulidingldesign. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 CuaIByC19eda, DSB-89 and BCSI Buf(ding Component 6904 Parke East Blvd.fabrication, Safety( ntormallonavoilabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209702 75533 A2 HIP 1 1 j Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL o. 130 s via' " " . o^ "" " I ' „ r " -- " ' ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-52VPuYrPkdXAW rrAFs7JMGAihTrglQzHNjl66zyZ6E4 -2-0.12 4-7-12 9-0-0 13-8.4 18-4-8 22-8-12 27-4-8 2.0-12 4.7-12 4-4-4 4-8-4 4-8-4 4-4-4 4-7-12 11 9-0-0 4x5 = 3x4 = 4x4 = 4 19 205 21 22 6 Scale = 1:49.1 LOADING,(psf) TCLL � 20.0 TCDL ' 20.0 BCLL 0.0 ' BCDL 110.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.78 BC 0.49 WB 0.81 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.22 10-12 >999 360 -0.36 10-12 >920 240 0.08 9 n/a n/a 0.35 12-13 >942 240 PLATES GRIP MT20 2441190 Weight: 168Ib FT=20% LUMBER -,BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 WEBS 1 Row at midpt 5-12, 5-10, 3-13 REACTIONS. (lb/size) 9=1354/Mechanical, 13=1545/0-7-4 j Max Horz 13=-31 B(LC 10) Max Uplift 9= 1087(LC 12), 13= 1266(LC 12) i FORCES.1 (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 372/587, 3-4= 1549/2067, 4-5=-1257/1825, 5-6=-1264/1816, 6-7= 1526/2063, 7-9=-171212091, 2-13=-554/621 BOT CHORD 12-13=-1529/1266, 10-12= 1548/1350, 9-1 0=-1 565/1316 WEBS 3-12=-341/128, 4-12=-898/489, 5-12= 326/191, 5-10=-309/182, 6-10=-874/469, 7-10— 341/194, 3-13=-1555/1560 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 9-0-0, Extedor(2) 9-0-0 to 22-10-3, Interior(1) 22-10-3 to 27-4-8 zone; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi 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) 9=108�. 13=1266. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 I 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10JOS2015 BEFORE USE Design Lalld 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 NiiTek° Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems; seeANSi WIf QualflyCriteria, DSB-89 and BCSI BuQdIng Component 6904 Parke East Blvd. Safety infcrmationovallable from Truss Pule Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209703 75533 A3 HIP 1 1 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 0.1Oa s rvrdr r r e-V ro rvu I en nNU 11-, 11 pep ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-ZE3n6usl Vwfl7?QMoZfYvUitOtAut rKQbN1 fePyZ6E3 2-0-12 5-7-12 11-0-0 16-4-8 2gl&-12 27-4-8 2-0-12 5-7-12 5-4-4 5-4-8 .4-4 5-7-12 4x6 = 4x5 = 21 22 235 14 1a iz w 46 II 4x4 = 3x6 = 3x4 = 2x3 I I 4x12 II 3x4 = Scale = 1:56.3 Plate Offsets (X Y)-- LOADING.(psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL ' 10.0 [2:0-3-0 0-1-12] f4:0-3-12 0-2-0j 15:0-2-12 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 0-2-Uj It3:u-9-ts tagej CSI. TC 0.78 BC 0.55 WB 0.93 Matrix -MS DEFL. in Vert(LL) 0.39 Vert(CT) -0.36 Horz(CT) 0.07 (loc) Vdefi Ud 9-10 >832 240 9-10 >915 240 8 n/a n/a PLATES MT20 MT18HS Weight: 165lb GRIP 244/190 244/190 FT=20% LUMBER-, BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-2 oc bracing. SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 8=1354/Mechanical, 14=1545/0-7-4 Max Horz 14=-374(1-C 10) Max Uplift 8=-1087(LC 12), 14=-1266(LC 12) FORCES 1 (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1709/2097, 3-4= 1483/1865, 4-5=-1272/1666, 5-6=-1470/1873, 6-8=-1717/2158, 2-14� 1510/1738 BOT CHORD 13-14=-296/328, 12-13=-1634/1318, 1 0-12=-1 222/1100, 9-10= 1602/1328, 8-9— 1602/1326 WEBS 3-13=-282/60, 3-12= 521/553, 4-12= 721/395, 5-10=-722/371, 6-10=-514/543, 6-9= 316/158, 2-13= 1431/1246 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=451t; L=27ft; eave--lft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 11-0-0, Extedor(2) 11-0-0 ito 20-7-7, Interior(1) 20-7-7 to 27-4-8 zone; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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) 8=1087, 14=1266. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 Q WARNING- Veflly deslgn parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll-7473 rev. 10/012015 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!Tek" Is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSWI/ CualllyCrBeda, DS8-89 and SCSI BuUdhv Component 6904 Parke East Blvd. Safety lnlormaHonovallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209704 75533 A4 ROOF SPECIAL 1 1 Job Reference (optional) cnambers Iruss,inc., rorrFierce, rL ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-1 Qd9JEtfGEnul9?YMHAnRhF1 AGXgmOKZgl nDAryZ6E2 2-0-12 6.4-8 13-0-0 14-4-818.8-12 24.7 3 27-4-8 2-0-12 6-4-8 6.7-8 1-4-8 4-4-4 5-10-7 2-9-5 4x4 = 5x6 = A. no 4 5 3x6 II 4x4 = 3x6 = 3x4 =3x4 = 46 II 27-4-8 4-3-14 Scale: 3/16°=l' LOADINGi(psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 110.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL . 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.84 BC 0.45 WB 0.56 Matrix -MS DEFL. in (loc) Udefl Ud Vert(LL) 0.26 14-16 >861 240 Vert(CT) -0.22 14-16 >999 240 Horz(CT) -0.02 9 r1/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 192lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 6-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-10-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-14, 4-14, 5-13, 5-11 I REACTIONS. (lb/size) 9=188/Mechanical, 17=995/0-7-4, 12=1702/0-9-8 Max Harz 17=465(LC 11) Max Uplift 9= 112(LC 9), 17=-874(LC 12), 12= 1034(LC 12) Max Grav 9=188(LC 1), 17=1029(LC 21), 12=1702(LC 1) FORCES., (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-991/1215, 3-4=-498/706, 4-5=-447/689, 5-6=0/506, 6-7=-79/575, 2-17= 999/1144 BOT CHORD 16-17=-433/401, 14-16=-1053/756, 13-14=-334/243, 11-12=-1932/1425, 6-11=-697/429 WEBS 3-16=475/260, 3-14=-848/907, 4-14=-304/53, 5-13= 731/627, 11-13=-371/347, 5-11=-1156/978, 7-11=-570/273, 2-16=-746/657 NOTES- j 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp G; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-12 to 0-11-4, Interiof(1) 0-11-4 to 13-0-0, Extedor(2) 13-0-0 to 14-4-8, Intedor(1) 17-4-8 to 24-7-3 zone; end vertical left and right exposed; porch left exposed;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This tniss 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 lb uplift at joint(s) except Qt=lb) 9=112,17=874,12=1034. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 1010=015 BEFORE USE. Deslgn,Jaiid for use only with MiTek® connectors. This design Is based only upon parameters shown- and Is for on Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building' design. 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 MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUM11 Quality Cdleda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnronnuflonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 t 1 Job Truss Truss Type Oty Ply BUSBY I T15209705 75533 A5 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 S Mar 11 2018 MiTek Industries, Inc. Fri Sep 28 12:01:48 2018 Page 1 I D:ktEEmrbmUYewaHR5i?gf9?yZV4D-VcBYXaulOYvlNlalw_h0_voFPgpeVoej3hW mjHyZ6E1 2-0-12 , 611-14 13-8-4 17-2-8 23-11.3 27-4-8 �2-11'2 6-2-0 0-9-14 6-8.6 3-6-4 6-8-11 3-5-5 4x5 = Scale=1:66.2 8.00 1-12- 5 19 3x6 11 4x4 = 3x6 = 4x8 = 3x6 11 6-2.0 13-8-4 17-2-2 17- -8 23-11-3 27-4-e 6-2-0 7-6-4 3-5-14 0- -6 6-8-11 3-5-5 Plate Offsets (X Y)-- [2.0-3-0 0-1-121 LOADING i (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.18 13-15 >999 240 MT20 244/190 TCDL '20.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.14 13-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) -0.01 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 173lb FT=20% LUMBER-: BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 6-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-13, 5-13 REACTIONS. (lb/size) 9=792/Mechanical, 16=1204/0-7-4, 12=889/0-9-8 Max Horz 16=495(LC 11) Max Uplift 9=-397(LC 12), 16-966(LC 12), 12-575(LC 12) FORCES. i (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-1254/1419, 3-5=-832/924, 5-6=-872/984, 6-7= 724/731, 7-8-1040/791, 8-9=-770/602, 2-16=-1181/1280 BOT CHORD 15-16=-465/394, 13-15=-1279/1060, 11-12=-11061676, 6-11= 709/461, 10-11=-862/1055 WEBS 3-13=-819/875, 5-13=-802/420, 11-13=-582/559, 7-11-741/374, 7-10= 564/589, 8-10-933/1191, 3-15-394/188, 2-15=-964/914 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=27ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Intedor(1) 0-11-4 to 13-8-4, Exterior(2) 13-8-4 (0 16-8-4, Interior(1) 23-11-3 to 27-2-12 zone; end vertical left and right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has 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) except Qt=lb) 9=397,,16=966, 12=575. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 A WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED M!!EK REFERANCE 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 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVfflI1 GUallly C18eda, DS049 and BCS1 Bugd/ng Component Safety/nfonnat/onavallable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209706 75533 A6 ROOF SPECIAL 1 1 Job Reference (optional) t,namoers rubs, mu., run narcc, -• •-- - ..._ .. -- V - - - l - -- ID:ktEEmrbmUYewaHR5i?gf9?yN4D-zplwkvvwnrl b_S9xUiCFW 6KOx4CoElvsILGJFkyZ6E0 -2-0-12 6-6.0 13-8.4 15-2-8 23-0-11 27-4-8 2-0-12 6-6-0 7-2-4 1-6.4 7-103 4-3-13 I 5: i 1 15 14 3x6 II 4x4 = 4x5 = 8.0o 12 5 3x4 II 13 14 3x6 3x8 = 15-2-8 6-6-0 13-8-4 15-2-2 23-0.11 27-4-8 66-0 7-2-4 1-5-14 7.10-3 4-3-13 0-0-6 LOADING; (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.09 10-11 >999 360 TCDL 120.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.19 10-11 >765 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) -0.01 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 13-14 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except` 6-12: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 9=716/Mechanical, 15=1023/0-7-4, 12=114610-9-8 Max Horz 15=511(LC 11) Max Uplift 9=-359(LC 12), 15=-862(LC 12), 12=-639(LC 12) Max Grav 9=716(LC 1), 15=1063(LC 21), 12=1146(LC 1) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1032/1188, 3-5=-517/680, 5-6=-725/890, 6-7=-439/543, 7-8=-917/688, I 8-9=-692/515, 2-15— 1007/1122 BOT CHORD 14-15=-532/438, 13-14=-1086/815, 11-12= 1413/967, 6-11� 929/625, 10-11=-694/877 WEBS 3-14=-450/228, 3-13=-845/905, 7-11=-847/433, 7-10=-428/478, 8-1 0=-736/1 010, j 2-14--711/681,5-13=-803/466,11-13=-512/485 Scale=1:66.3 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 178 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 4-5-15 oc bracing. Except: 1 Row at midpt 6-11 1 Row at midpt 3-13, 7-11, 5-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=27ft eave=oft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 13-8-4, Exterior(2) 13-8-4 ito 16-8-4, Interior(1) 23-0-11 to 27-2-12 zone; end vertical left and right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 lb uplift at joint(s) except Qt=lb) 9=359� 15=862, 12=639. Walter P. Finn PE No22832 MiTek USA, Inc. FL Cent 6634 6604 Parke East Blvd. Tampa FL 33610 Date: Ccntcmhcr 9A 901 R Q WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-7473 rev. f0/03/2015 BEFORE USE. Design �alid for use only with MITekD connectors. This design Is based only upon parameters shown, and is for an Individual building component, not l* a truss system. Before use,lhe building designer must vediy the applicability of design parameters and properly Incorporate this design Into the overall (wilding design. &acing Indicated Is to buckling of irx ""U.'truss web and/or chord members only. Addittonal Temporary and permanent bracing MiTeiC" prevent h always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrica11.. storage, delivery, ereciton and bracing of trusses and truss systems, seeANSI/1PN t3ua11tyCrlteda, DSB 89 and BCS18rrl/, Component 6904 Parke East BNd. Sa/etylnlormoflonavailoblefrom Truss Plate Institute, 2" N. Lee Street, Suite 372, Mexarxiria, VA22374. Tampa, FL 33610 Job Truss Truss Type Qty Ply SBY T15209707 75533 A7 ROOF SPECIAL 1 1 Job Reference (optional.) Chambers Truss, Inc., Fort Pierce, FL 8.130 s'war 112018 ivu I eK muusmes, Inc. rn Sep co Mu 1.60 2018 Kayo ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-R?IlxFvYY99Scck71 PjU3KtczUY7znGOW??tnAyZ6E? 2.0-12 7-0-8 13-8.4 14-8-0 22.0-0 27-4-8 2-0-12 7-0-8 6-7-12 0-11-12 7-4-0 5-4-8 4x5 = 3x5 11 8.00 12 4 5 3x6 II 4x4 = 48 11 Scale =1:65.4 7-0-8 1 7-3-14 0-3-10 7-4-0 5-4-8 Plate Offsets (X Y)-- [2:0-3-8 Edge] [3:0-4-0 0-3-41 LOADING-(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.19 11-12 >920 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.14 9-10 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.04 8 n/a n/a BCDL i10.0 Code FBC2017ITP12014 Matrix -MS Weight: 182lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 5-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-15 oc bracing. Except: WEBS 2x4 SP No.3 `Except' 1 Row at midpt 5-10 2-13: 2x4 SP M 30 WEBS 1 Row at midpt 3-11, 4-11, 6-10 REACTIONS. (Ib/size) 8=545/Mechanical, 13=829/0-7-4, 11=1511/0-7-4 Max Harz 13=530(LC 11) Max Uplift 8=-325(LC 12), 13=-806(LC 12), 11=-707(LC 12) Max Gray 8=550(LC 22), 13=856(LC 21), 11=1511(LC 1) FORCES.' (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-774/1008, 3-4=-293/430, 4-5= 584/716, 5-6= 235/379, 6-7=-716/541, 7-8=-539/411, 2-13� 797/1004 BOT CHORD 12-13=-678/622, 11-12=-824/578, 10-11— 1352/772, 5-10= 942/605, 9-10=-362/541 WEBS 3-12= 567/302, 3-11=-863/984, 4-11=-616/387, 6-10= 788/421, 6-9=-276/347, 7-9=-512/732, 2-12=-457/329 NOTES- i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=17ft; B=45ft; L=27ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 13-8-4, Exterior(2) 13-8-4 to 16-8-4, Interior(1) 22-0-0 to 27-2-12 zone; end vertical left and right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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) 8=325 1 13=806, 11=707. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING -Verity d-lgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/20f5 BEFORE USE Design Yalid for use only with MITeIKd connectors. This design h based only upon parameters shown, and Is for an Individual building component, not � a in>ss system. Before use, the building designer must verily The applicability of design parameters and properly Incorporate this design Into the overall budding 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 fabricallon, storage, delivery, erection and bracing of trusses and truss systems, socANSU1Pll Qua/ByCdferla, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety /nformallorfavailable from Truss Plate Institute. 218 N. Lee Street, Sulte 312, Mexandrla, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply BUSBY T15209708 75533 A8 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Sep 28 12:01:51 2018 Page 1 I D:ktEEmrbmUYewaH R5i?gf9?yZV4D-wBsg9bwAJTHJEmJJb7EjcXQI Duugi8D9lflQJcyZ6E_ 16-0-0 -2-0-12 5-4-12 b-11-14 13-8-4 14-10-4 20-11-10 , 27-4-8 22r 0_1 5-0-12 t-7-2 6-8-6 1-2-0 4-11-10 6-4-14 5x8 MT1BH1 112 Scale =1:70.3 3x5 11 8.00 12 5 6 6 m I 3x4 11 6x10 = 3x4 = 5-4-12 14-10-4 5-4-12 9-5-8 LOADING, (psf) TCLL 20.0 TCDL 20.0 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 0.65 BC 0.51 WB 0.82 Matrix -MS DEFL. in (loc) Udefl Ud Vert(LL) -0.16 13-14 >999 360 Vert(CT) -0.34 13-14 >764 240 Horz(CT) 0.02 10 n/a n/a Wind(LL) 0.07 6 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight:211 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 `Except` except end verticais. 6-13: 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: 14-15. 9-10: 2x4 SP M 30, 3-14: 2x6 SP No.2 1 Row at midpt 6-12 WEBS 1 Row at midpt 8-12, 8-10, 12-14 REACTIONS. (lb/size) 10=966/Mechanical, 15= 46/0-7-4, 14=1965/0-8-0 Max Horz 15=638(LC 11) Max Uplift 10— 449(LC 9), 15=-208(LC 22), 14=-1081(LC 12) Max Grav 10=1052(LC 17), 15=149(LC 9), 14=1997(LC 17) FORCES., (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-659/966, 3-5=-828/395, 5-6-997/608, 6-7= 596/317, 7-8=-740/410, 2-15=-316/352 BOT CHORD 14-15=-778/593, 6-12=-825/544, 11-12= 498/788, 10-11=-498/788 WEBS 3-14=-1922/1049, 3-12= 456/1054, 5-12=-367/702, 8-11 =01353, 8-10=-1060/570, 2-14-687/693, 12-14= 830/472 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=27ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Intefior(1) 0-11-4 to 13-8-4, Extedor(2) 13-8-4 to 16-0-0 zone; end vertical left and right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 Ot=lb) 10=449, 15=208, 14=1081. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28.2018 Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekB connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a Iruss 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. Addifional 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, dellvery, erection and bracing of trusses and truss systems, seeANSUIPIi CualByCrflerfa, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnformallon3vatlable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T15209709 76533 ATA Attic 6 1 �Jo'ub`R'eyference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Sep 28 12:01.52 2018 Page 1 ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-OOQ2Mxxo4mPArwuW9glyelyuiHD1 RfSJ_JU_r3yZ6Dz 12.0.12 19-2-2 -2-0-12 5-1-1 9-10-10 11-3-8 14-8-4 17-3-12 1 -1 1 21-9.4 24-1.9 29.4-8 2-0.12 4-9.9 1-4-14 2-7 .8 2.7.8 -9- 2-7-2 2-4-5 5-2-15 0-9-5 1-1-1 4x5 = Scale = 1:65.8 11 6x8 = 3x4 = Sx8 MT18HS = 3x8 11 4x6 = 3x6 11 i 9-10-10 19-2-2 21-9-4 29-4-8 9-10-10 9-3-8 2-7-2 7-7-4 Plate Offsets (X Y)-- [2:0-1-0 0-1-8] [4:0-4-0 Edge] [10.0-3-0 Edge] [18:0-4-0 0-4-01 LOADING'(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.33 15-17 >793 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.59 15-17 >442 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(CT) 0.03 13 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.29 17-18 >885 240 Weight: 203lb FT=20% LUMBER -,BRACING - TOP CHORD 2x4 SP M 31 `Except` TOP CHORD 1-4,10-12: 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3 `Except` WEBS 11-14,2-18,12-13: 2x6 SP No.2 JOINTS OTHERS 2x4 SP No.3 I REACTIONS. (lb/size) 14=407/0-8-0, 18=1702/0-7-4, 13=1303/0-7-4 Max Horz 18=514(LC 11) Max Uplift 14=-336(LC 8), 18=-667(LC 12), 13=-337(LC 12) Max Grav 14=797(LC 19), 18=2055(LC 18), 13=1699(LC 18) FORCES.j (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 750/272, 3-5= 2216/618, 5-13 -1731/635, 8-9= 1752/652, 9-11=-24231762, 11-12=-2371/440, 2-18=-685/384, 12-13=-1615/425 BOT CHORD 17-18=-487/2174, 15-17=-229/1910, 14-15=-229/1910, 13-14=-283/529 WEBS 3-17— 535/334, 5-17=0/594, 9-15=-223/1027, 11-14=-1007/559, 6-19_ 1939/709, 8-19=-1939/709, 3-18= 2062/585, 12-14— 93/1604 Structural wood sheathing directly applied or 3-8-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-18 1 Brace at Jt(s): 19 NOTES- , 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=29ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 14-8-4, Exterior(2) 14-8-4 to 17-6-14 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1I.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-19, 8-19 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-17 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=336, 18=667, 13=337. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)138 lb down and 41 lb up at 12-8-4, and 138 lb down and 41 lb up at 16-8-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) Attic room checked for U360 deflection. 11) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Ccntcrnhcr OR OM R LOAD CA, SE(S) Standard ® WARNING - VeNty design paremetere end READ NOTES ON THIS AND lNCLUDEO MlTEK REFERANCE PAGE M1F7473 rev. f0/032015 BEFORE USE. Design valid for use only with MITek connectors.lnls design Is based only upon parameters shown, and Is for an Individual building component no' a truss system. Before use• the building designer must verify the applicabillty Id esign parameters and properly Incorporate tt B design Into the overall (wilding design. Bracing Indicated Is to buckling of (n Icl al truss web and/or chord members only. Additional Temporary and permanent bracing MITek' prevent h 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 antl truss systems, seeANSI/IP11 GaalCyClfleda, DSB 89 and 8CS1 BtrudBrg Component Tamp Parke East Sa/etyN/ormoNonavoilable from buss Piate Institute. 218 N. Lee SireeT, Suite 2.1 exandria,'A22314. Tampa, FL 33T70 0 Job Truss Truss Type city Ply BUSBY T75209709 75533 ATA Attic 6 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.1d0 s Mar i i 20 io rvu i arc muusurea, mo. rl OUP �o aye I ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-OOQ2Mxxo4mPArwuW9glyBlyuiHD1 RfSJ_JU_r3yZ6Dz LOAD CASE(S) Standard 11 Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-80, 2-5= 80, 5-6=-90, 6-7=-80, 7-8= 80, 8-9=-90, 9-12=-80, 17-18=-20, 15-17=-30, 13-15=-20, 6-8=-10 . Concentrated Loads (lb) Vert: 21=-75(F) 22= 75(F) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010=015 BEFORE USE. Design vaild for use only with WOO connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not � at 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 illiiTek' 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, seeANSYW11 QualByCrBerla, DSO-89 and BCSI BuQdlag Component 6904 Parke East Blvd. Safety Into nationovallabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply BUSBY T15209710 75533 ATB Attic 1 1 Job Reference (optional) 1 '01'53 2018 P 1 Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek . Industries, Inc. Fr Sep 28 2. age I D:ktEEmrbmUYewaHR5i?gf9?yZV4D-sa_RaHyQr4X1 T4TijYHBhyV3RhZHA4ASCZEXNVyZBDy 12-0-12 19-2-2 -2-0-12 1 9-10-10 11-3.8 14.8-4 11-3-12 1 -1-1 21-9.4 23.11.11 29.0-12 2-0-12 5-1-1 4-9-9 1-4-14 9- 2-7-B 2-7-B 9-5 2-7-2 2-2-7 5-1-1 1-1.9 I 4x5 = 8.00 FIT 10 11 .1 6x8 — 3x4 = 5X8MT18HS= 3x8 II 5x6 3x6 II Scale=1:68.7 LOADINGi (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.32 15-17 >796 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.59 15-17 >442 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(CT) 0.03 13 n/a n/a BCDL 110.0 Code FBC2017lTP12014 Matrix -MS Wind(LL) 0.2917-18 >885 240 Weight: 202lb FT=20% LUMBER-. BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD 1-4,10-12: 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 2-18,12-13,11-14: 2x6 SP No.2 JOINTS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 18=1703/0-7-4, 13=1334/0-8-0, 14=342/0-8-0 Max Horz 18=519(LC 11) Max Uplift 18=-668(LC 12), 13= 344(LC 12), 14=-333(LC 8) Max Grav 18=2055(LC 18), 13=1751(LC 18), 14=733(LC 19) FORCES! (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-748/271, 3-5= 2217/621, 5-6=-1731/637, 8-9= 1753/654, 9-11= 2421l760, 11-12=-2363/450, 2-18=-684/383, 12-13=-1674/433 BOT CHORD 17-18=-509/2174, 15-17=-251/1910, 14-15=-251/1910, 13-14=-229/406 WEBS 3-17=-534/334, 5-17=-2/595, 9-15=-214/1022, 12-14=-123/1705, 6-19= 1941/713, 8-19= 1941/713,3-18= 2063/589,11-14=-971/537 Structural wood sheathing directly applied or 3-8-2 oc purling, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-18 1 Brace at Jt(s): 19 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=29ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 14-8-4, Exterior(2) 14-8-4 to 17-6-14 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-19, 8-19 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-17 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 18=668, 13=344, 14=333. 9) Hangdr(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 41 lb up at 12-8-41, and 138 lb down and 41 lb up at 16-8-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) Attic iroom checked for U360 deflection. 11) 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 Welter P. Finn PE No12839 MiTek USA, Inc. FL Cert 6634 6004 Parke East Blvd. Tampa FL 33610 Date: C i. r.i.-.rr.t, no n/li Q ® WARNING - Verily design parameters and READ NOTES ON TR/S AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/03/ZD75 BEFORE USE WARN' for use only with MiTek®connectors. fits deslgn Is based only upon parameters shown, and Is for an Individual building component, not a Truss system. Before use, the twilding designer must vedry 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. Addiffonal temporary and permanent bracing MiTek h always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erec"on and bracing of trusses and Truss systems, seeANSI/IPII Aual(fyCrltetlrr, DSB-B9 and BCSI BuOdLrQ Component 6904 Parke East BNd. SafetylnfonnoBorgvailable from hugs Plate Ins111ute, 2" N. Lee Street, Suite 312. Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY I T15209710 75533 ATB Attic 1 1 Job Reference (optional) unamDerS I russ, Inc., ron coerce, rL o. — a mat i i —1. 1m i cn .....ter -- _., — . -I- I D:ktE EmrbmUYewaH R5i?gf9?yZV4D-sa_RaHyQr4X1 T4TijYHBhyV3RhZHA4ASCzEXNVyZ6Dy LOAD CASE(S) Standard 11 Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-80, 2-5= 80, 5-6= 90, 6-7= 80, 7-8=-80, 8-9=-90, 9-12=-80, ,17-18=-20, 15-17=-30, 13-15= 20, 6-8=-10 Concentrated Loads (lb) Vert: 21=-75(F) 22=-75(F) i ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 10/012015 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 MbTeW 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, seeANSUIPl1 Quality CATeft DS8-89 and SCSI BultdIng Component Safety 61ormaHonavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Piy BUSBY T15209711 75533 ATC Attic 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 0.1 ou a Mar I I — o "; I . , -- I D:ktEEmrbmUYewaHRSi?gf9?yZV4D-KmYpndy2c0fu5D 1 uGFo0DA2Di5uFvYubRdz4vxyZ6Dx 12.0-12 19-2.2 2-0-12 5-1-1 9-10-10 11-3-8 14-8-4 17-3-12 1 -11 23-11-11 29-0-12 2-0-12 5-1-1 4-9-9 1-4-14 2-7-8 2-7-8 -9- 4-9-9 5-1-1 0-9-5 4x6 = 1-1-2 Scale = 1:68.7 8.00 F12 I 6x8 = 3x4 = 5x8 MT18HS = 3x4 = 6x8 = 9-10-10 19-2-2 za-u- I e 9-10-10 9-3-8 9-10-10 Plate Offsets (X,Y)-- [2:0-1-0 0-1-8] [4.0-4-0 Edge] [10:0-4-0 Edge] [13:0-3-12 0-4-0] [17:0-4-0 0-4-41 LOADING' (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.36 14-16 >941 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.62 14-16 >554 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.57 Horz(CT) 0.04 13 n/a n/a BCDL ' 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) -0.41 16-17 >829 240 Weight: 197lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc puriins, 1-4,10-12: 2x4 SP M 30 except end verticals. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 3-17, 11-13 2-17,12-13: 2x6 SP N0.2 JOINTS 1 Brace at Jt(s): 18 OTHERS, 2x4 SP No.3 I REACTIONS. (lb/size) 17=1788/0-7-4, 13=1592/Mechanical Max Horz 17=519(LC11) Max Uplift 17=-736(LC 12), 13=-550(LC 12) Max Gram 17=2050(LC 18), 13=1853(LC 19) FORCES.1 (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-651/226, 3-5= 2358/768, 5-6=-1859l741, 8-9=-1839/746, 9-11— 2343/800, 11-12=-440/225, 2-17=-632/356, 12-13= 402/217 BOT CHORD 16-17=-608/2172, 14-16=-363/1900, 13-14=-600/1871 WEBS 3-16=-494/316, 5-16=-81/683, 9-14= 125l707, 11-14= 406/313, 6-18=-2178/895, 8-18=-2178/895, 3-17= 2414/792, 11-13= 2424/678 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=fSft; L=29ft; eave--lft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Intedor(1) 0-11-4 to 14-8-4, Extehor(2) 14-8-4ito 17-6-14 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-18, 8-18 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-16 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) 17=736, 13=550. 10) Hang'er(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 41 lb up at Walter P. Finn PE No.22639 12-8-',4, and 138 lb down and 41 lb up at 16-8-4 on top chord. The design/selection of such connection device(s) is the Mi rek USA, Inc. FL Cart6634 responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 11) Attic room checked for U360 deflection. Date: 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). SeDtember 28.2018 A WARNING - Verl/y design parameters end READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design �alld for use only with MIT" connectors. lhis design Is based only upon parameters shown, and Is for an Individual buiding component, not t a in>ss system. Before use, the bWlding designer must verry the applicaM of design parameters and properly incorporate this design Into the over Indicated Is to buckling (ndlvklual truss web and/or chord members only. Additional temporary and permanent bracing nA T building design. &acing prevent of h always required for stability and fo prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrcaflon, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/lPll CualffyCrHeda, DS8�9 and SCSI BuQding Component IYIt lek� 6904 Parke East Blvd. Salely/nTpRnalbtpvoilable hom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T75209711 75533 ATC Attic 11 1 I Job Reference (optional) chambers I russ, Inc., Fon Fierce, 1-L o. , �� .. ,.,a, , , �.. ,.. ,.,, , �,. „ . „ .,..r �... -._ ...,— ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-KmYpnW cOfu5D1uGFoODA2D15uFvYubRdz4vxyZ6Dx LOAD CASE(S) Standard 11 Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2— 80, 2-5= 80, 5-6=-90, 6-7=-80, 7-8=-80, 8-9=-90, 9-12=-80, 16-17= 20, 14-16= 30, 13-14= 20, 6-8=-10 Concentrated Loads (lb) Vert: 20=-75(F) 21=-75(F) I ARNING -Varlfy design parameters and READ NOTES ON THIS ANO fNCLUDED MlTEK REFERANCE PAGEMIh7473 rev- irNO3/2r115 BEFORE USE sid for use orgywith MlTelc�connectorsThis design is based only upon parameters shown, and Is for an Individual building component notntem.Beforeuse, t'w- theiding designeustvedtythe applicability of design parameters and property Incorporate this design Into the overall builg design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing {1�iTeW Is always required for stability and to prevent collapse with possible personal InJury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, socANSUIPII AualByCATeda, DSO-89 and SCSI Bul/ding Component Tampa, FL 33610 Safety Informal/onovailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job 75533 1 ATD ROOF SPECIAL T15209712 Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Sep 28 12:01:55 2018 Page 1 I D: ktEEmrbmUYewaH R5i?gf9?yZV4D-oz6B?zzhN hnliNc5gyJfm NaPGV EdeyPigHjeROyZ6Dw 2-0-12 5-4-124 13-8-4 14-10-j1 20-6-0 27-4.8 2-0-12 5-4-12 1-7-2 6-8-6 1-2-0' 5-7-12 6-10-8 5x6 11 B.00 12 5 3x5 II 3x4 11 6x10 = 3x4 = Scale=1:66.2 5-4-12 14-10-4 20 6-0 27-4-8 5-4-12 9-5-8 5-7-12 6-10-8 Plate Offsets (X Y) [2:0 3 8 Edge] it l:0-2-8 0-2-0] [12:Edge 0-1-81 LOADINGI (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.16 12-13 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.34 12-13 >781 240 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.06 13-14 >999 240 Weight: 197lb Fr=20% LUMBER= BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc purlins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 6-12: 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 6-11 3-13: 2x6 SP No.2 WEBS 1 Row at midpt 3-11, 5-11, 8-10, 11-13 REACTIONS. (lb/size) 9=1160/Mechanical, 14=166/0-7-4, 13=1858/0-8-0 Max Horz 14=557(LC 11) Max Uplift 9� 512(LC 12), 14=-185(LC 13), 13=-1024(LC 12) Max Grav 9=1160(LC 1), 14=244(LC 21), 13=1858(LC 1) FORCES.' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-415/598, 3-5= 1199/687, 5-6=-1386/940, 6-7=-13211779, 7-8=-1491/857, 8-9=-1125f728 BOT CHORD 13-14= 581/327, 6-11= 733/681, 10-11=-908/1535 WEBS 3-13=-2000/1153, 3-11=-568/1058, 5-11=-706/949, 7-11=-738/449, 7-10= 808/591, 8-10= 956/1679, 2-13= 401/505, 11-13= 558/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=27ft; eave=oft; Cat. II; Exp'C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 13-8-4, Extedor(2) 13-8-4 to 16-8-4, Interior(1) 20-6-0 to 27-2-12 zone; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has 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) except Qt=lb) 9=512 14=185, 13=1024. 8) Hang4(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 186 lb down and 205 lb up at 14-10-6, and 186 lb down and 205 lb up at 16-10-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 I MiTek USA, Inc. FL Cart 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: September 28,2018 0 WARNING -Verily design parameter: and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 111I1-7473 rev. f0/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual bolding component, not a lfuss 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, seeANSYW11 Cualffy Cdfeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnfolmaflonavaiiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply BUSBY T15209712 75533 ATD ROOF SPECIAL 1 1 Job Reference (optional) Ghambers II runs, Inc., Fort Pierce, FL LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-80, 2-5=-80, 5-7=-80, 7-8= 80, 12-14=-20, 9-11=-20 Concentrated Loads (lb) Vert:6=-150(F) 17=-150(F) ..y...- I D:ktEEmrbm UYewaH R5i?gf9?yZV4D-oz6B?zzhNhnliNc5gyJfmNaPGVEdeyPlgHjeROyZ6Dw I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 611TEKREFERANCE PAGE MIF7473 rev. 10/0"015 BEFORE USE. Design i alid for use oNy with MlTekr9 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 Info the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing {ViiTeW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIM11 CuaMly CrMeda, DSO-89 and BCS1 SuMding Component VA 22314. Tampa. FL 33610 Safety lnfolmoNonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, Job Truss Truss Type City Ply BUSBY T15209713 75533 ATE ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar !1 2018 rvu i en ntuuauiea, mc. Fri oep cu ., asu I D:ktEEmrbmUYewaH R5i?gf9?yZV4D-G9gZCJ_J8?vcKXBHOgquJb7bAvaiN L9uvxSB_gyZ6Dv i 2-0-12 , 5-4.12 6-11-14 13-8-4 1,4-10-4 19-0-0 23-0-8 27-4-8 2 -12 5-4-12 6-8-6 1-2-0 4.1-12 r 4-0-8 4-4-0 5x6 11 8.00 12 5 3x4 11 cb I 3x4 II 6x10 = 3x4 = Scale=1:66.2 LOADING! (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 1 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.76 BC 0.59 WB 0.97 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) In (loc) Udefl Ud -0.16 13-14 >999 360 -0.33 13-14 >795 240 0.02 10 n/a n/a 0.06 14-15 >999 240 PLATES GRIP MT20 244/190 Weight: 207lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-12 oc purlins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 6-13: 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 6-12 3-14: 2x6 SP No.2 WEBS 1 Row at midpt 8-10, 12-14 REACTIOINS. (Ib/size) 10=1185/Mechanical, 15=270/0-7-4, 14=1730/0-8-0 Max Horz 15=584(LC 11) Max Uplift 10= 526(LC 12), 15=-231(LC 12), 14=-960(LC 12) Max Grav 10=1196(LC 17), 15=317(LC 21), 14=1730(LC 1) FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-368/472, 3-5=-1221/716, 5-6=-1286/885, 6-7=-1349/840, 7-8=-1406/851, 2-15=-294/197 BOT CHORD 14-15=-614/426, 6-12=-499/466, 11-12= 901/1454, 10-11=-606/907 WEBS 3-14=-1884/1112, 3-12=-525/940, 5-12= 603f794, 7-12=-711/449, 7-11=-590/452, 8-11= 486/910, 8-10=-1295/842, 2-14=-298/465, 12-14=-504/205 NOTES- I - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 13-8-4, Exterior(2) 13-8-41to 16-8-4, Interior(1) 19-0-0 to 27-2-12 zone; end vertical left and right exposed; porch left exposed;C-C for members and forces'$ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has 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) 10=526, 15=231, 14=960. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 186 lb down and 205 lb up at 14-10 i0, and 186 lb down and 205 lb up at 16-10-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 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: September 28,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design ,valld 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 MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWI1 QuallryCiflerla, DSB-89 and BCS1 BuIldtrtg Component Tampa, FL 33610 Safety fnformationavoilable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type aty Ply BUSBY T15209713 75533 ATE ROOF SPECIAL 1 1 Job Reference o ptional t;namners Il russ, Inc., r-orr rierce, rL LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-80, 2-5=-80, 5-7= 80, 7-9=-80, 13-15= 20, 10-12=-20 Concentrated Loads (Ib) Vert:6=-150(F) 16=-150(F) I D:ktEEmrbmUYewaHR5i?gf9?yZV4D-G9gZCJ_J8?vcKXBHOgquJb7bAvaiN L9uvxSB_gyZ6Dv A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/0"015 BEFORE USE Design valid for use only with MiTek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss si stem. 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 MiTeW 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, seeANSUIPII QualifyCdfeAa, DSO-89 and BCSI BuUding Component 6904 Parke East Blvd. Safely/ntormallonavaltable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply BUSBY T15209714 75533 ATF ROOF SPECIAL 1 1 Job Reference (optional) - P 1 Chambers Truss, Inc., Fort Pierce, FL I 5-4-12 8.00 R12 46 11 8.130 s Mar 112018 MiTek Industries, Inc. Fri iEmrbmUYewaHR5i?gf9?yZV4D-kLDxPf?xvJ 1 TyhmTyNL 17-6-0 , 22-3-8 27-4-8 1 3x4 11 3x4 11 6x10 = 3x4 = 27-4-8 28 12.01.57 2018 age I9 Scale=1:66.2 LOADING:(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TO 0.87 Vert(LL) -0.23 10-11 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.44 10-11 >595 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.06 14-15 >999 240 Weight: 214 lb FT = 20% LUMBER-, BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins, BOT CHORD 2x4 SP M 30 -Except' except end verticals. 6-13: 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 6-12 3-14: 2x6 SP No.2 WEBS 1 Row at midpt 8-10, 12-14 REACTIONS. (lb/size) 10=1193/Mechanical, 15=302/0-7-4, 14=1690/0-8-0 Max Harz 15=611(LC 11) Max Uplift 10= 556(LC 9), 15= 242(LC 12), 14= 922(LC 12) i Max Grav 10=1248(LC 17), 15=340(LC 21), 14=1721(LC 17) FORCES., (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-384/458, 3-5= 1208/730, 5-6= 1166/812, 6-7= 1367/911, 7-8=-1310/834, 2-15=-317/215 BOT CHORD 14-15=-700/520, 11-12— 898/1376, 10-11=-636/907 WEBS 3-14=-1832/1108, 3-12=-521/917, 5-12=-481/681, 7-12=-868/526, 7-11=-447/423, 8-11= 431l785, 8-10= 1264/868, 2-14= 283/474, 12-14=-500/175 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=27ft; eave--3ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 13-8-4, Exterior(2) 13-8-4 to 16-8-4, Interior(1) 17-6-0 to 27-2-12 zone; end vertical left and right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This Truss has 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) 10=558, 15=242, 14=922. 8) Hangen(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 186 lb down and 205 lb up at 14-10-0, and 186 Ib down and 205 lb up at 16-10-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 i ® WARNING -Verity design parameters end READ NOTES ON THIS AND /NCLUDED MITEKREFERANCE PAGE Mll--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlTelc®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Nil' a truss system. Before use, the bulding tlesigner must vertfy The applicability of design parameters and properly Incorporate this design Into the overall building design. Brac(ng Indicated Is to prevent buck of Indrvlduai truss web and/or chord members oNy. Additional Temporary and permanent bracing I�bTek' h always required for stability and To prevent collapse with possible personal fnJury and property damage. For general guidance regarding the fabricajion. storage, delivery, erection and bracing of Trusses and truss systems, seeMSI/1P11 QuaillyCrBe/kr, DSB-09 and BCSI Bu!!d/ng Component 6904 Parke East Blvd. Sp/oty/nlormoflolpvailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type aty Ply BUSBY T15209714 75533 ATF ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.130 s Mar 11 zula MI I etc Industries, inc. Fri Sep zn 12:01:51 zuto raye 2 I D:ktEEmrbmUYewaHR5i?gf9?yZV4D-kLDxPf?xvJ1 TyhmTyNL7rofkHlwt6oX27bCkWGyZ6Du I LOAD CASE(S) Standard - Uniform Loads (pit) Vert: 1-2= 80, 2-5= 80, 5-7= 80, 7-9=-80, 13-15=-20, 10-12= 20 Concentrated Loads (Ib) Vert: 6=-150(F) 18= 150(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev. 101012015 BEFORE USE. -- Design volld 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 MiTeV 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, seeANSUMil GualByCrIteda, DSB-89 and BCSI BuUdtrng Component 6904 Parke East Blvd. Safety lnfotlnallon3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tama, FL 33610 Job Truss Truss Type Oty Ply BUSBY T15209715 75533 B Roof Special 1 1 Job Reference (optional) Cnambers liruss, Inc., I-orr Ylerce, YL o. iov a mm , i c.v,v tutu cn nw..�,��o� „��. , ,, .,ter �.. ID:ktEEmrbmUYewaHR5i?gf9? ZV4D-CYnKd_OZgc9KZrLgV5sMO000r,GprLgBMFxl2iyZ6Dt 2-0-12 7-0-8 13-8-4 15-3-4 20-2-0 24-5-4 27-4-8 27-0-8 6-7-12 1-7-0 4-10-12 4-3-4 2-11-4 4x5 = Scale = 1:64.9 8.00 R-2 4 avd I I 3x6 11 4x8 = 3x4 11 3x4 11 6x8 4xl2 = 2-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.22 11-12 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.49 11-12 >664 240 BCLL 1 0.0 * Rep Stress Incr YES WB 0.64 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.0711-12 >999 240 Weight: 196lb Fr=20% LUMBER- BRACING - TOP CH09D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 5-13,7-10: 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 5-12 2-15,8-9: 2x6 SP No.2 WEBS 1 Row at midpt 3-12, 4-12 REACTIONS. (lb/size) 15=1537/0-7-4, 9=1338/0-7-4 Max Harz 15=488(LC 11) Max Uplift 15= 727(LC 12), 9— 541(LC 12) FORCES. I (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOF D 2-3=-19721748, 3-4=-1560/692, 4-5=-1812/889, 5-6=-17821792, 6-7=-2457/1047, 7-8=-2247/877, 2-15=-1718/851, 8-9— 1558/629 BOT CHORD 14-15— 346/603, 5-12= 285/227, 11-12=-572/1585, 7-11� 406/270 WEBS 3-12= 731/384, 4-12=-659/1423, 6-12=-673/385, 6-11=-201/450, 2-14=-398/1121, 8-11=-653/1741, 12-14=-435/1335 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp Ci Encl., GCpi=0.18; MW FRS (directlonal) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 13-8-4, Exterior(2) 13-8-4 tc 16-8-4 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=727, 9=541. I Walter P. Finn PE No,22839 Mi rek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNI?fG - Verify design parameters and READ NOTES ON THIS AND MCLUDED MITEKREFERANCE PAGEMII.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 deslgri 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. Addiftonal 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 MOW fabricaflor . storage, delivery, erection and bracing of trusses and truss systems, seeANS&V11 Cualdy CrHeda, DSB-89 and SCSI BuHdtng Component 6904 Parke East Blvd. Safety /n/onnalfanavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Nexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209716 75533 , B1 Roof Special 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Sep 28 12:01:59 2018 Page 1 ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-hkLigKOBRwiBB?ws3oNbwDl8K6W maiRKbvhrb9yZ6Ds 2-0-12 2-11-4 10-5-4 13-8-4 20-8-0 27-4-8 2-0-12 2-11.4 7.6-0 3-3-0 6-11-12 6-8-8 5x8 = 8.00 Scale = 1:65.2 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, BOT CHORD 2x4 SP M 30 `Except' except end verticals. 3-17,5-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 3-15, 8-13 2-18: 2x6 SP No.2 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (Ib/size) 10=1350/Mechanical, 18=1548/0-7-4 Max Harz 18= 451(LC 10) Max Uplift 10= 546(1_C 12), 18= 731(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 2408/885, 3-5=-1948/778, 5-6= 2126/1027, 6-8— 1621/744, 8-10— 2021/822, 2-18= 1680/753 BOT CHORD 15-16=-807/2179, 5-15= 683/449, 11-13= 516/1488, 10-11 =-51 6/1488 WEBS 3-15=-915/442, 13-15=-95/994, 6-13=-210/441, 8-13=-767/423, 2-16=-823/2040, 16-18= 395/320, 6-15=-571/1200 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=451t; L=27fh eave=oft; Cat. II; Exp C;IEncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, interior(1) 0-11-4 to 13-8-4, Exterior(2) 13-8-4 to 16-8-4 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) 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) 10=546, 18=731. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103,2015 BEFORE USE Design valkl 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 6ViiTele 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, scoAA1S&7Pll QualifyCdleda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety /nforma//onovaliable from Truss Plate institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply BUSBY T15209717 75533 B2 Common 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Sep 28 12:02:00 2018 Page 1 ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-9wv42gl pCECi2p8V2dWvgTRHHtWyXJCYUpZQP7byZ6Dr -2-0-12 6-8-0 13-8-4 20-8-8 27-4-8 2-0-12 6-8-0 7-0-4 7-0-4 6-8-0 4x6 11 Anne 9 I 6xB = 3x4 = 3x6 = 3x4 = 4x12 11 Scale=1:61.6 9-2-11 18-1-13 27-4-8 9-2-11 8-11-3 9-2-11 Plate Offsets (X Y)— (9:0-9-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.24 10-12 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.40 10-12 >823 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.08 10-12 >999 240 Weight: 163lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-13: 2x6 SP No.2 WEBS 1 Row at midpt 3-13 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 13=154810-7-4, 9=1350/Mechanical Max Horz 13=-451(LC 10) Max Uplift 13= 731(LC 12), 9=-546(LC 12) Max Grav 13=1578(LC 17), 9=1433(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-725/312, 3-5=-1992/886, 5-7— 1986/915, 7-9— 2017/831, 2-13=-766/454 BOT CHORD 12-13=-514/1591, 10-12= 187/1096, 9-10— 522/1486 WEBS 5-10=-355/821, 7-10=-649/428, 5-12=-335/796, 3-12=-601/410, 3-13= 1522/646 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=17ft; B=45ft; L=27ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 13-8-4, Exterior(2) 13-8-4 to16-8-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.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 100 lb uplift at joint(s) except Qt=lb) 13=731, 9=546. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED mfrEKREFERANCE PAGE MIF7473 rev, 1010312015 BEFORE USE Design valid for use only with MITek8 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 h always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek7 fabrication,' storage. delivery. erection and bracing of trusses and truss systems, seeANSf/►pfl GuafBy Crlfeft DS849 and BCSI Building Component 6904 Parke East Blvd. safety lnlohnallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply BUSBY I T15209718 75533 B3 Roof Special 1 1 Job Reference (optional) unamnerSi I russ, Inc., tort Fierce, rL 6.13V s mar 11 zVlts NII I eK Inausines, Inc. rr1 Sep zts 1z:uz:ui zultl rage 7 I D:ktEEmrbmUYewaHR5i?gf9?yZV4D-d7TSF02RzXYvQ14EBDQ30egSawMC2c1 d2DAyflyZ6Dq 2-0-12 6-8-0 13-8-4 16-10-4 1 -6 0 22-3-11 27-4-8 2-0-12 6-8-0 7-0-4 3-2-0 0-7- 2 4-9-8 5-1-0 5x8 = 8.00 12 5 17 16 '- 14 13 3x6 I l 4x4 = 3x6 = 4x8 = 3x4 11 6-8-0 5-5-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.05 14-16 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.13 14-16 >999 240 BCLL . 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.06 12 >999 240 LUMBER- , BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except` 6-13: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 `Except` WEBS 9-10: 2x4 SP M 30, 2-17: 2x6 SP No.2 REACTIONS. (lb/size) 10=1342/Mechanical, 17=1541/0-7-4 Max Horz 17=612(LC 11) Max Uplift 10= 553(LC 12), 17=718(LC 12) FORCES. ,(lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1893/761, 3-5=-1506/743, 5-6= 1868/987, 6-7= 1794/899, 7-8= 1052/598, 1 8-9=-1052/598,9-10— 1335/764,2-17=-1567/865 BOT CHORD 16-17=-741/854, 14-16=-1013/1888, 11-12=-871/1628 WEBS 3-14� 776/416, 5-14=-145/345, 12-14=-673/1295, 7-12=-477/373, 7-11=-930/443, 8-11=-454/340, 9-11=-809/1539, 2-16=-494/1204, 5-12=-559/1014 Scale = 1:66.7 I9 PLATES GRIP MT20 244/190 Weight: 216lb FT=20% Structural wood sheathing directly applied or 5-0-3 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-14, 7-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=27ft; eave=oft; Cat. II; Exp C;IEncl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 13-8-4, Extedor(2) 13-8-4 to'116-9-8, Interior(1) 17-6-0 to 27-2-12 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has 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) except Qt=lb) 10=553, 17=718. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING - Verily design parameter end READ NOTES ON THIS AND INCLUDED mtrEK REFERANCE PAGEMII-7473 rev. 101=015 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, seeANSUMil QualifyCrBedo, DSB-69 and 8CS1 BuIld(ng Component 6904 Parke East Blvd. safety /nfoi nationavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job i Truss Truss Type city Ply BUSBY T15209719 75533 B4 Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Sep 28 12:02:02 2018 Page 1 ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-5J 1 gTM34jrgl2SfRkxxlYsNhMJiMn7tnHtvVBUyZ6Dp 2-0-12 6-8-0 13-8-4 16-0-01 -to 4 22.1-6 27-4-8 2-0-12 6-8-0 7.0-4 2-3-12 -10-4 5-3-2 5.3-2 5x8 = 8.00 F12 5 3x6 11 3x6 11 4x4 = 3x6 = 3x8 = 3x4 11 13-8-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL P0.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.05 14-16 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.14 14-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.07 7-12 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except` 7-13: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 "Except' 9-10,2-17: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 10=1338/Mechanical, 17=1537/0-7-4 Max Harz 17=639(LC 11) Max Uplift 10= 584(LC 9), 17=-713(LC 12) Max Grav 10=1427(LC 17), 17=1538(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1856/756, 3-5= 1460/735, 5-6=-1650/912, 6-7-1426/767, 7-8=-1420/764, 2-17=-1515/862 BOT CHORD 16-17=-830/949, 14-16=-1072/1919, 7-12=-1079/676, 11-12-582/969, 10-11=-582/969 WEBS 5-14=-136/336, 8-12=-481/940, 8-11=0/292, 8-1 0=-1 467/803, 2-16=-485/1193, I 12-14— 734/1336, 3-14=-776/418, 5-12_ 466/860 Scale=1:66.7 PLATES GRIP MT20 244/190 Weight: 218 lb FT = 20% Structural wood sheathing directly applied or 5-1-7 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 7-12 1 Row at midpt 8-10, 3-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; IEncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 13-8-4, Extedor(2) 13-8-4 to 16-0-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has 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) 10=584, 17=713. Welter P. Finn PE No,22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 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 requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualifyCrBeda, DSB-89 and BCSI SuBdbg Component 6904 Parke East Blvd. Safety /ntolmationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply BUSBY T15209720 75533 B5 Roof Special 1 1 Job Reference o tional GnamDers, I russ, Inc., I -on vierce, 1-L O. IJV J IVIGI I 1 GV I O IYII I CA IIIVUJII ICJ, II N,. I II �cY Gv IG.vG.v�, �v I V I 2-0-12 6-8-0 13-8-4 1 -6- 5 20-10-6 27-5-4 2-0-12 6.8.0 7-0-4 0-10- 1 6-3-6 6-6-14 ' 45 = Scale=1:66.2 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except` 6-12: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except` 8-9,2-15: 2x6 SP No.2 REACTIONS. (lb/size) 9=1278/Mechanical, 15=1287/5-8-12, 14=316/0-3-8 Max Horz 15=673(LC 9) Max Uplift 9=-601(LC 9), 15= 596(LC 12), 14=-144(LC 12) Max Grav 9=1406(LC 17), 15=1294(LC 14 14=346(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-14861591, 3-5=-1332/673, 5-6=-1312/754, 6-7=-1222/684, 7-8- 241/260, 2-15=-1288/755 BOT CHORD 14-15= 872/945, 13-14=-872/945, 6-11=-715/467, 10-11- 632/1006, 9-10=-632/1006 WEBS 3-13=-467/348, 3-11=-475/233, 5-11=-479/864, 7-11=-334/607, 7-10=0/367, 7-9=-1433/800, 2-13= 381/1011, 11-13= 912/1491 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=27ft; eave--ift Cat. II; Exp C;I Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, interior(1) 0-11-4 to 13-8-4, Exterior(2) 13-8-4 to 14-6-15 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.6b plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has 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 91irder(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) 9=601, 15=596, 14=144. 8.00 12 5 4x4 = 3x8 = 3x4 11 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-8-7 oc bracing. Except: 1 Row at midpt 6-11 WEBS 1 Row at midpt 8-9, 3-11, 7-9, 11-13 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev. 10/03/20f5 BEFORE USE. Design vaiiq for use only with Mllek® 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 derslgn. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the delivery, erection and bracing of trusses and Truss systems, seeANSWIf Qua/ByCrBedn, DSO-69 and BCSI Building Component e East Blvd. 6904 Parke East Safety Inronnotionovailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Safety Tampa, Job i Truss Truss Type aty Ply BUSBY T15209721 75533 C Common 1 1 Job Reference (optional) chambers I I runs, Inc., 1-ort tierce, hL d.1 su s mar i 1 zulu ivn i eK inaustries, inc. r-n cep zu iz:uz:us zu m rage , ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-ZVbCgi3iU9ocgcEdleSX53vgij2N WjrwWXf3kwyZ6Do -2-0-12 7-6-4 15-1-4 2-0-12 7-6-4 7-7-0 w 4x6 11 Scale=1:37.9 3 4x8 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.05 5-6 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.10 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.01 6 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` BOT CHORD 2-7,4-5: 2x6 SP No.2 REACTIONS. (lb/size) 7=930/0-7-4, 5=718/0-8-0 Max Horz 7=31 O(LC 11) Max Uplift 7=-483(LC 12), 5=-286(LC 12) FORCES. l(lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-872/355, 3-4=-854/358, 2-7=-1010/614, 4-5— 795/389 BOT CHORD 6-7=-369/582, 5-6=-264/461 WEBS 3-6=0/276, 2-6= 140/391, 4-6— 103/341 4 11 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 86 lb FT = 20% Structural wood sheathing directly applied or 5-9-8 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C;i Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 7-6-4, Exterior(2) 7-6-4 to 10-6-4 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=483, 5=286. . Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634. 6984 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING- Verity des/gn parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEM11-7473 rev. 10103/2015 BEFORE USE Design valid for use only with MITek® connectors. Ibis 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 MiTek7 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalion, storage, delivery, erection and bracing of trusses and truss systems, seeANSW11 Caal"yCdteda, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety In/ollnationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209722 75533 C1 Roof Special 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Sep 28 12:02:04 2018 Page 1 I D:ktEEmrbmUYewaHR5i?gf9?yZV4D-1 h9bt24KFSwTHmopsLzmdHS?77KyF7z4kAOcGMyZ6Dn -2-0-12 2-11-4 7-6.4 12-1-4 15-0.8 2-0-12 2-11-4 4-7-0 4-7-0 2-11-4 4x5 I I Scale=1:37.9 i i i 8.00 F12 36 3 5x8 = 13 14 15 16 3x5 5 5x8 = 6 2 10 g 3x10 = 17 18 3x10 = io 'to 12 11 8 73x6 II 3x6 11 3x5 = 36 = 2-11-4 12-1-4 15.0-8 2-11-4 9-2-0 2-11-4 Plate Offsets (X Y)-- [2:0-3-8 Edge] [6.0-3-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.23 9-10 >778 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.50 9-10 >355 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.08 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.05 9-10 >999 240 Weight: 90lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 12=927/0-7-4, 7=724/0-7-4 Max Harz 12=308(LC 11) Max Uplift 12=-478(LC 12), 7=-289(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-970/396, 3-4— 1487/697, 4-5=-1500/731, 5-6=-984/421, 2-12=-1100/605, 6-7=-888/398 BOT CHORD 11-12=-256/199, 3-10=-638/355, 9-10=-166/570, 5-9=-643/388 WEBS 4-9=-368f792, 4-10= 346/768, 2-11= 286/758, 6-8=-310/747 Structural wood sheathing directly applied or 5-9-8 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C;IEncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 7-6-4, Exterior(2) 7-6-4 to 10-6-4 izone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip,DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=478, 7=289. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE Design valld for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not uss a trsystem. 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWIi CualllyCdteda, DS8-89 and SCSI BulldIng Component 6904 Parke East Blvd. Safety infonnalionavallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209723 75533 D ROOF SPECIAL 1 1 i Job Reference (optional) F cnamoersi I russ, Inc., t-on Fierce, rL m 0 0 u.i Ju s mar i i zuT a ivii i eK inausmes, mc. rn oep zu i z:uz:uo zui a rage I ID:ktEEmrbmUYewaHR5i?af9?vZV4D-Vuiz5O5vOm2KvwNOQ3U?AU?7fXbz XSDza8AoovZ6Dm 5x6 = 6.00 FIT 7 29 Scale=1:88.6 20 1a 18 17 i1 1b JL 15 14 1d 12 3x6 3x6 = 4x8 = 5x8 WB= 4x8 = 5x8 = 3x6 II 4x5 = 4x5 = 6x8 = 3x6 = 5-4-0 7-0-5 11-9-1 49-1-0 LOADING (psf) TCLL 20.0 TCDL 20.0 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/T"P12014 CS1. TC 0.78 BC 0.77 WB 0.52 Matrix -MS DEFL. in (loc) Udefl Lid Vert(LL) -0.42 15-17 >999 360 Vert(CT) -0.85 15-17 >543 240 Horz(CT) 0.05 12 n/a n/a Wind(LL) 0.19 17 >999 240 PLATES GRIP MT20 244/190 Weight: 268lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-5,9-11: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at micipt 7-15, 10-14, 7-17, 3-18 WEBS 2x4 SP No.3 *Except* 10-14,3-18: 2x4 SP M 30, 10-12,3-20: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (Ili) - Max Harz 2=342(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 11=-141(LC 10), 2=-268(LC 12), 12= 1130(LC 12), 20= 1092(LC 12) Max Grav All reactions 250 lb or less at joint(s) 11, 2 except 12=2481(LC 1), 20=2439(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-277/783, 3-5=-3010/1412, 5-6=-2716/1381, 6-7=-2766/1566, 7-8=-2805/1570, 8-9=-2737/1375, 9-10— 3002/1396, 10-11= 267/628 BOT CHORD 2-20= 610/289, 18-20=-610/289, 17-18=1173/2961, 15-17=-599/1891, 14-15= 1151/2795, 12-14=-535/269, 11-12= 535/269 WEBS 7-15= 666/1339, 8-15=-519/431, 9-15=-589/327, 9-14=-552/326, 10-14=-1433/3353, 10-12= 2289/1224, 7-17— 666/1322, 6-17=-518/430, 5-17— 598/341, 5-18=-569/327, 3-18=-1446/3446, 3-20— 2269/1171 11 iv 0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L--I9ft; eave=6ft Cat. II; Exp C;,Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 2-10-14, Interior(1) 2-10-14 to 24-6-8, Exterior(2) 24-6-8 to 29-5-6, Interior(1) 35-1-0 to 49-1-0 zone; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 11, 268 lb uplift at joint 2, 1130 lb uplift at joint 12 and 1092 lb uplift at joint 20. I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/032015 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 WE 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 MdTeW 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, seeANSi/IpIi QualityCrffeda, DSB-89 and BCSI Budding Component 6904 Parke East Blvd. Safety/ntamlallanovailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply BUSBY T75209724 75533 D1 ROOF SPECIAL 3 1 Job Reference (optional) cnamoers li russ, mc., rorr r,erce, rL I Scale = 1:90.8 14-0-0 19-3-4 24-6-8 29-9-12 34-8-0 35r1-0 41-1-0 6-6-15 5-3-4 4-10 4 0.5-0 6-0-0 5x6 = 6.00 12 7 35 � o Sro i0 26 [a 24 23 Or Ze °° 21 20 17 16 3x6 13x6 = 4x8 = 4x6 = 6x8 = 3x4 11 3x4 11 6x8 = 4x5 = 4x5 = 5x8 = 6x8 = 6xl0 = 5-4-0 14-0-0 19-3-4 27-9-5 �9-9-12 34-8-0 41-1-0 43-9-0 49-1-0 , 1 5-4-0 8-8-0 5-3-4 8-6-1 ? 2-0-7 4-10-4 6-5-0 2-8-0 5-4-0 Plate Offsets (X Y)-- [18:0-6-12 0-4-01 [19:0-2-0 0-2-121 [24:0-3-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.40 21-23 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.81 21-23 >566 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.07 16 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.19 21-23 >999 240 Weight: 286lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 4-5,10-12: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-10-6 oc bracing. BOT CHORD 2x4 SP M 30 `Except` WEBS 1 Row at midpt 3-24, 7-23, 7-21 9-20,11-17: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except' 3-26,13-16: 2x6 SP No.2, 3-24,13-18: 2x4 SP M 30 REACTIONS. (Ib/size) 2=175/0-8-0, 14=-237/0-8-0, 26=2381/0-8-0, 16=2908/0-8-0 Max Harz 2=341(LC 11) Max Uplift 2= 277(LC 12), 14=-382(LC 17), 26=-1062(LC 12), 16=-1266(LC 12) Max Grav 2=212(LC 21), 26=2381(LC 1), 16=2908(LC 1) FORCES. �(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2371784, 3-5=-2891/1365, 5-6=-2588/1330, 6-7=-2646/1522, 7-8=-2564/1461, 8-9— 3208/1665, 9-10= 2864/1425, 10-11=-3064/1461, 11-13=-825/381, 13-14— 926/2229 BOT CHORD 2-26=-607/300, 24-26=-607/300, 23-24=-1077/2866, 21-23=-503/1799, 20-21 =-1 89/310, 9-19— 1013/600, 18-19= 273/938, 11-18=-1474/745, 14-16— 2097/970 WEBS 3-26=-2218/1136, 3-24= 1373/3339, 5-24=-546/314, 5-23=-600/342, 6-23=-517/429, 7-23=-671/1314, 7-21= 574/1145, 8-21=-952/648, 19-21=-605/1955, 8-19= 538/1022, 11-19= 902/1984, 16-18=-2133/989, 13-16=-2011/922, 13-18= 1179/2972 NOTES- ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C;1Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 2-10-14, Interior(1) 2-10-14 to 24-6-8, Extedor(2) 24-6-8 to 129-5-6, Interior(1) 35-1-0 to 51-1-0 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 277 lb uplift at joint 2, 382 lb uplift at joint 14, 1;062 lb uplift at joint 26 and 1266 lb uplift at joint 16. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MU-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component not �� a truss system. Before use, the building designer must verify the applicablllty of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANS&VII GaalHyCrSerla, DSB-89 and SCSI Build/ng Component 6904 Parke East Blvd. Tampa, FL 33610 Safety InformoAonovailable from Truss Plate Institute, 218 N. Lee Meet. Suite 312, Mexancida, VA 22314. Job Truss Truss Type Qty Ply BUSBY T15209725 75533 D2 ROOF SPECIAL 1 1 I Job Reference o tional GnamberS �i russ, Inc., fort Fierce, t-L -2-0-0, 5-4-0 14-0-0 19-3-4 2-0-0 5.4-0 8.8-0 5-3-4 6.o0 12 0. 13V S MW r l GU io 1" l tlN Il luu"Z, III" "I O VI lc.Vc.vo cv,v V. , I D:ktEEmrbmUYewaHR5i?gf9?yZV4D-wTO5jP7gJ hQvmN 6b5B2io7ddukdgBuBffoMgP7yZ6Dj ?4-6-8 29-9-12 35-1.0 43-9.0 49-1-0 51-1-0, 5-3-4 5-3-4 5-3-4 8-8-0 5-4-0 12-0-0 Scale = 1:89.3 5x6 = 7 31 22 41 20 19 ,o uv 17 16 14 3x6 I I 3x6 = Us = 5x8 W B = 4x8 = 6x8 = 3x6 11 4x5 4x5 = 6x8 = 3x6 = 35-1.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.42 17-19 >999 360 MT20 244/190 TCDL 20.o Lumber DOL 1.25 BC 0.77 Vert(CT) -0.85 17-19 >542 240 BCLL ' 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.05 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.19 19 >999 240 Weight: 272lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-5,9-10: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 7-17, 11-16, 7-19, 3-20 WEBS 2x4 SP No.3 *Except` 11-16,3-20: 2x4 SP M 30, 11-14,3-22: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=341(LC 11) Max Uplift All uplift 100 lb or less at joints) except 2=-277(LC 12), 14=-1084(LC 12), 12= 277(LC 12), 22— 1084(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 12 except 14=2441(LC 1), 22=2441(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-239/793, 3-5=-3011/1420, 5-6=-2718/1387, 6-7=-2766/1579, 7-8=-2808/1577, 8-9= 2742/1389,9-11=-3011/1422,11-12= 246/627 BOT CHORD 2-22=-612/301, 20-22= 612/301, 19-20=-1129/2970, 17-19=-555/1903, 16-17=-1136/2806, 14-16=-539/305, 12-14=-539/305 - WEBS 7-17= 670/1342, 8-17=-517/430, 9-17=-598/345, 11-16=-1430/3368, 9-16=-552/324, 11-14= 2268/1163, 5-20= 571/323, 7-19=-671/1320, 6-19= 518/430, 5-19— 598/344, 3-20=-1426/3453, 3-22=-2272/1162 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 2-10-14, Interior(1) 2-10-14 to 24-6-8, Extedor(2) 24-6-8 to 29-5-6, Interior(1) 35-1-0 to 51-1-0 zone; porch left and right exposed;C-C formembers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This trussi 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 277 lb uplift at joint 2, 1084 lb uplift at joint 14, 277 lb uplift at joint 12 and 1084 lb uplift at joint 22. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERANCE PAGE Mll--7473 rev. 1010MOIS 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 nc �� a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk: prevent 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, seeMsblPII Aua/ByCdfeda, DSO-89 and SCSI BuIldlgg Component 6904 Parke East Blvd. Safety Infoenaf anovattable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 336110 Job Truss Truss Type Qty Ply BUSBY T15209726 75533 D3 ROOF SPECIAL 1 i 1 Job Reference (optional) t,namoers ji russ, inc., run rierce, rL 1-P-0.01 5-4-0 7-5. 2-0-0 5-4-0 2-1 I m 0 I D:ktEEmrbmUYewaH R5i?gf9?yZV4D-srW sB595rlgd?hG: >4-6-8 29-9-12 35-1-0 38-8-0 41-7-15 5-3-4 5-3-4 5-3-4 3-7-0 2-11-15 5x6 = 6.00 12 8 35 7-5-1 ' 2-0-0 ' Scale = 1:89.3 15 r? Iv 0 26 25 Z4 23 22 o0 20 19 '. 17 16 4x5 = 5x6 W B = 5x6 = 5x6 W B = 4x8 = 4x6 = 4x5 = 4x5 = 4x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL WOO Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 'Except` 21-24: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 3-26,11-17: 2x6 SP No.2 OTHERS 2x4 SP No.3 I REACTIONS. All bearings 0-8-0. 19-3-4 21-0-5 28-0-11 1,9-9-1$ 35-1-0 38110 ,40-11-8 49-1-0 5-3-4 9 7-0-5 1-9-1 5 3-4 3-7-0 23-8 8-1-8 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC 0.72 Vert(LL) -0.48 20-22 >834 360 MT20 244/190 BC 0.88 Vert(CT) -1.01 20-22 >395 240 WB 0.80 Horz(CT) 0.16 14 n/a n/a Matrix -MS Wind(LL) 0.41 19-20 >980 240 Weight: 269lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-6-12 oc bracing. WEBS 1 Row at midpt 8-22, 8-20 (lb) - Max Harz 2=341(LC 11) I Max Uplift All uplift 100 lb or less at joints) except 2= 560(LC 12), 14=-847(LC 12), 26=-753(LC 12), 17= 763(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=958(LC 1), 14=1446(LC 1), 26=1556(LC 1), 17=1269(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1811/822, 3-5=-3643/1645, 5-6=-3722/1744, 6-7= 3174/1548, 7-8=-3286/1756, 8-9= 3128/1663,9-10= 3004/1451110-11=-3109/1424,11-13= 3040/1315, 13-14= 3371/1979 BOT CHORD 2-26= 687/1813, 25-26= 687/1813, 23-25— 1407/3699, 22-23= 1410/3704, 20-22=-632/2179, 19-20=-1084/2907, 17-19=-1076/2895, 16-17=-1814/3183, 14-16=-1814/3183 WEBS 5-25=-546/314, 6-22— 920/501, 7-22=-581/465, 8-22=-831/1697, 8-20= 662/1427, 9-20=-609/483, 10-20_ 359/190, 10-19=-382/229, 3-26=-1625/755, 11-17=-633/366, 13-17=-397/781, 3-25= 813/2093 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45fh L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 2-10-14, 1nterior(1) 2-10-14 to 24-6-8, Extedor(2) 24-6-8 to 29-5-6, Interior(1) 35-1-0 to 51-1-0 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates lare 3x4 MT20 unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 560 lb uplift at joint 2, 847 lb uplift at joint 14, 753 lb uplift at joint 26 and 763 lb uplift at joint 17. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 I ® WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10103/2015 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent is always repuired 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, seeANSUIWIf OualByCdfeda, DSB-89 and SCSI BuOding Component 6904 Parke East Blvd. Safety InfomvaBonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply BUSBY T15209727 75533 D4 ROOF SPECIAL 3 1 Job Reference (optional) chambers I russ, Inc., ron vierce, t-L 2-0-0 4-8-11 8-7- 2-0-0 4-8-11 3-10 3.50 12 3x6 % 4x6 3x4 II , 5� 3 33 mt 2 o V ® 4x10 = 26 25 4x5 = 3x5 = 3x6 11 5-4-12 i� 193-4 o. raas Ividt I I za la rva I en nruuaule5, a lu. riI aaN co IG. I cv to rage 1 I D:ktEEmrbmUYewaHR5i?gf9?yZV4D-K24E LRAjccoUdrr9mJbPPI FDkyhOOAX6 LmbUOSyZ6Dg 24-6-8 29-7-8 35-1-0 38-8-0 41-7-15 49-1-0 51-1.0 93-4 5-3.4 5-1-0 5-5-8 3-7-0 2-11-15 7-5-1 2-0-0 Scale=1:90.8 5x6 = 6.00 F12 8 35 3x5 4x5 734 9 5x6 % 5x6 6 10 4x6 z 3x4 11 3x6 ZZ 12 13 36 14 20 15I, Iq 23 21 6 37 22 38 19 18 17 16 4x12 = 4x6 = 3x8 = 4x5 = 3x4 11 4x10 = 4x6 = 6x8 = 3-7-0 49-1-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.49 16-32 >255 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.58 21-23 >622 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.03 16 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 278lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc purlins. BOT CHORD 2x4 SP M 30 `Except" BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. 5-25: 2x6 SP No.2, 9-19: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except` 11-16: 2x6 SP No.2 REACTIONS. All bearings 0-8-0 except Qt=length) 25=0-7-4. (16) - Max Harz 2=341(LC 11) Max Uplift All uplift 100 lb or less at joints) except 2= 531(LC 12), 25=-858(LC 12), 16-1195(LC 12), 14=-458(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=571(LC 21), 25=1860(LC 1), 16=2404(LC 1), 14=451(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-495/769, 3-5=-456/808, 5-6=-2152/1110, 6-7=-2351/1339, 7-8-1426/880, 8-9=-1425/883, 9-10=-15441832, 10-11 =-522/293,11-12= 285/941, 12-14=01627 BOT CHORD 2-26-650/430, 25-26=-496/493, 24-25-1812/914, 5-24=-1627/585, 23-24= 301/84, 21-23=-595/1781, 20-21= 400/1311, 9-20=-295/185, 16-18=-903/509, 14-16=-512/75 WEBS 5-23=-645/2259, 6-23=-807/512, 7-23=-371/644, 7-21=-744/552, 8-21=-482/814, 9-21= 307/253, 18-20= 25/447, 10-20=-391/911, 10-18=-1322/696, 11-16=-1817/638, 12-16-668/593, 24-26-1190/940, 11-18-674/1839 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=1.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L—_49ft; eave=6ft; Cat. 11; Exp C; IEncl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-0 to 2-10-14, Interior(1) 2-10-14 to 24-6-8, Exterior(2) 24-6-8 to 29-5-6, Interior(1) 35-1-0 to 51-1-0 zone; porch left and right exposed;C-C for members and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 lost 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 531 lb uplift at joint 2, 858 lb uplift at joint 25, 1195 lb uplift at joint 16 and 458 lb uplift at joint 14. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 0 WARNING- verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 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 twliding 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII CualByCrBeda, DSB-89 and BCSf BuIlding Component Safety /ntpnnaBonavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209728 75533 DGEC GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Sep 28 12:02:12 2018 Page 1 I D:ktEEmrbmUYewaHR5i?gf9?yZV4D-oEdcZnALNwwLF_QM K16eyznROLAf7nsFaQKl YuyZ6Df 2-0-12 1-8-0 1- 15 7-6-4 13-3-5 13 -4 15-1-4 17-1-4 2-0-12 1-8-0 0- - 5 5-8-5 5-9-1 0- - 5 1-8-0 2-0-0 44 = 30 29 28 27 26 25 24 23 22 21 20 19 18 3x6 11 3x6 I I Scale = 1:37.2 15-1-4 Plate Offsets (X Y)-- f2:0-2-9 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.02 17 n/r 120 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.05 17 n/r 90 BCLL : 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) -0.00 18 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight:111 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-1-4. (Ib) Max Horz 30=-31O(LC 10) Max Uplift All uplift 100 ib or less at joints) 25, 26, 27, 28, 23, 22, 21, 20 except 30=-382(LC 12), 18— 365(LC 12), 29— 167(LC 18), 19= 117(LC 17) Max Grav All reactions 250 lb or less at joint(s) 24, 25, 26, 27, 28, 29, 23, 22, 21, 20, 19 except 30=423(LC 21), 18=402(LC 22) FORCES. i(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-30=-413/562, 7-8= 199/293, 8-9— 250/349, 9-10= 250/349, 10-11=-199/293, 16-18=-397/523 WEBS 9-24=-270/113 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3)-2-0-12 to 0-10-1, Exterior(2) 0-10-1 to 7-6-4, Comer(3) 7-6-4 to 10-6-4 zope; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate griplDOL=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 ANSIfTPI 1. 4) All plates late 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss, has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25, 26, 27, 28, 23, 22, 21, 20 except (jt=lb) 30=382, 18=365, 29=167, 19=117. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 Q WARNING- Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 10/0372015 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 oNy. 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, seeANSW11 QualByCrlfeda, DSB-89 and BCSI BugdhV Component 6904 Parke East Blvd. Safety/ntainallonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandrla, VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply BUSBY T15209729 75533 j DGEK GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Sep 28 12:02:13 2018 Page 1 I D:ktE EmrbmUYewaH R5i?gf9?yZV4D-GQB_m7Bz8D2Cs8_YuketVAKcrIVpsC 1 Op44b4LyZ6De 18-10-8 i-2-0-12 1-8-0 1-9,15 9-5-4 17-0-9 17 -8 2-I 0-11-4� 2-0-12 1-8-0 0- -75 7-7-5 7-7-5 0• •15 1.8-0 2-0-12 4x4 = 10 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x5 11 5x6 = 3x5 11 10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.02 19 n/r 120 TCDL 20.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.05 19 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) -0.00 20 n/a n/a BCDL 1;0.0 Code FBC2017lrP12014 Matrix-R Scale=1:44.9 PLATES GRIP MT20 244/190 Weight: 148lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 18-10-8. (Ib) - Max Horz 34=-364(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 28, 30, 31, 32, 26, 24, 23, 22, 21 except 34=-318(LC 12), 20= 319(LC 12), 29= 105(LC 12), 33=-105(LC 11), 25= 103(LC 12) Max Grav All reactions 250 lb or less at joint(s) 28, 29, 30, 31, 32, 33, 26, 25, 24, 23, 22, 21 except 34=371(LC 21), 20=373(LC 22), 27=300(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-34=-356/442, 7-8=-202/284, 8-9= 271/366, 9-1 0=313/415, 10-11=-313/415, 11 -1 2=-274/369, 12-13=205/286, 18-20=-360/440 WEBS 10-27=-331/175 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 13=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Comer(3)-2-0-12 to 0-11-4, Exterior(2) 0-11-4 to 9-5-4, Comer(3) 9-5-4 to 12-5-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate 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) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable stutls spaced at 1-4-0 oc. 8) This trussihas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 28, 30, 31, 32, 26, 24, 2,3, 22, 21 except 01=1b) 34=318, 20=319, 29=105, 33=105, 25=103. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERANCE PAGE MO-7473 rev. 10/0 MIS 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 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. Addilional 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, seeANSI/IPI1 Oua/MyCl feria, DSB-89 and BCS/ Bufding Component 6904 Parke East Blvd. Safety lnforMoffonavaiiable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply BUSBY T15209730 75533 G ROOF SPECIAL 1 1 Job Reference (optional) Chambers (Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Sep 28 12:02:15 2018 Pagel I D:ktEEmrbmUYewaH R5i?gf9?yZV4D-DpJI BoDEgrJv6S8x?9g LabPxYZ2nKOThGOZh9DyZ6Dc -2-0-12 4-8-4 7-2-4 11-11-4 16-8.4 21-1-4 24 11-4 22.0-12 2-0-12 4-8-4 2-6-0 4-9-0 4-9-0 4-5-0 3-7-0 4-4-8 Scale=1:53.8 4x5 11 m b I 3x6 11 4x4 = 3x4 = 3x6 = 4x10 = 6x8 = 4x4 = 3x6 11 2-6-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 20.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 1 2-17,9-10,7-12: 2x6 SP No.2 16-8-4 29-0-12 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC 0.37 Vert(LL) 0.6813-15 >368 240 MT20 244/190 BC 0.67 Vert(CT) -0.61 13-15 >414 240 WB 0.68 Horz(CT) 0.01 10 n/a n/a Matrix -MS Weight: 184lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-3-3 oc bracing. WEBS 1 Row at midpt 5-15, 5-13, 7-13 REACTIONS. (lb/size) 17=968/0-7-4, 12=2416/0-8-0, 10= 340/Mechanical Max Horz 17=375(LC 11) Max Uplift 17=-774(LC 12), 12=-2050(LC 12), 10= 471(LC 23) Max Grav 17=968(LC 1), 12=2440(LC 2), 10=354(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 923/1030, 3-4=-804/964, 4-5=-1127/1289, 5-6=-247/417, 6-7=-291/296, 7-8= 1905/1520, 8-9— 983/863, 2-17=1005/1060, 9-10=-711/506 BOT CHORD 16-17— 361/297, 15-16= 843/688, 13-15=-140/343, 12-13= 1520/2158, 11-12=-638/946 WEBS 4-15=-813/748, 5-15=-1289/848, 5-13=-892/926, 6-13=-381/171, 8-12=-1316/1811, 8-11=-598/337, 2-16=-865/797, 9-11=-733/1065, 7-12=-1481/1768, 7-13=-2208/1704 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=29ft eave=oft Cat. II; Exp C;;Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 4-8-4, Exterior(2) 4-8-4 to 14-11-1, interior(1) 14-11-4 to 16-8-4, Exterior(2) 24-8-4 to 27-8-4 zone; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has 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=774, 12=2050, 10=471. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 , Q WARNING- veN1y design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312016 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 Welding of individual truss web and/or chord members only. Additional temporary and permanent bracing McTeW prevent Is always required nor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, rstorage. delivery, erection and bracing of trusses and truss systems, seeANSUVII Cual9y CrIfeft DSB-89 and BCSI Building Component 6904 Parke East Blvd, Sotety/nfolmaflonavolable from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T75209731 75533 G1 Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Sep 28 12:02:16 2018 Pagel I D:ktEEmrbmUYewaH R5i?gf9?yZV4D-h?t7PBDsQBRmkcj7ZtBa6py_TzTd3PIrV21 FhgyZ6Db -2-0-12 6-8-4 9-4.4 11-11-4 14-8-4 22-8-4 29-0-12 2-0-12 6-8-4 2-6-0 2-9-0 2-9-0 8-0-0 6-4-8 Scale = 1:55.2 4x4 = 3x6 II 4x4 = 3x4 = 3x8 = 3x6 = 4x4 = 3x6 II 14-8-4 2-6-0 3x4 = 29-0-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.09 10-11 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.24 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 I Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.09 11 >999 240 Weight: 197 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 7-8-2 oc bracing. 2-16,8-9: 2x6 SP No.2 REACTIONS. (lb/size) 16=1621/0-7-4, 9=1423/Mechanical Max Harz 16=375(LC 11) Max Uplift 16=-761(LC 12), 9= 576(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1843/876, 3-4= 1812/962, 4-5=-1881/1014, 5-6= 1919/1055, 6-7=-2102/1135, 7-8=-17551871, 2-16=-1650/945, 8-9=-1419/740 BOT CHORD 15-16— 361/545, 14-15= 638/1443, 13-14=-770/1675, 11-13=-920/1957, 10-11=-620/1353, 9-10=-160/272 WEBS 3-14=-344/667, 4-14=-588/327, 4-13=-677/398, 5-13=-996/1783, 6-11— 277/243, 7-11=-354f730, 2-15=-439/1130, 8-10= 465/1240, 6-13=-1291/730 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 6-8-4, Exterior(2) 6-8-4 to 14-8-4, Interior(1) 14-8-4 to 28-10-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has 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 at=lb) 16=761, 9=576. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MI EKREFERANCE PAGEMII-7473 rev. 1NOW015 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcaflon,,storage, delivery, erection and bracing of trusses and truss systems, seeANSYM11 CualMyCrifed d DS8.49 and BCS►Building Component 6904 Parke East Blvd. Safety /nforinaffonavallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply BUSBY I T15209732 75533 G2 Hip 1 1 Job Reference (optional) unamoers I russ, Inc., rort rierce, rl- ts.idu s Iviar i i Zu1 u Nd I eK Inausmes, Inc. rrr oep zu iz:uz:i i zu1 is rage 1 1 D:ktEEmrbm UYewaHR5i?gf9?yZV4D-9CRVcU E U BSZd LmIJ7ai pfOVHRMnLorA_ki2oD6yZ6Da -2-0' 12 , 4-5-14 8-8-4 14-8-4 20-8-4 24-8-12 29-0-12 2-0-,12 4-5-14 4-2-6 6-0 0 6-0-0 4-0-8 4-4-0 Scale=1:52.2 4x5 = 3x8 = 4x4 = 4 16 17 5 18 619 11 I�. 14 6x8 = 3x8 = 3x6 = 3x8 = 6x8 = 2x3 I I 1-0.0-1-81.14:0-2-8.0-1- 6-0-0 20-8-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 13-14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.24 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.05 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.06 11 >999 240 Weight: 185lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 8-8-5 oc bracing. 2-14,8-9: 2x6 SP No.2 WEBS 1 Row at midpt 5-13, 5-10 REACTIONS. (lb/size) 14=1621/0-7-4, 9=1423/Mechanical Max Horz 14=355(LC 11) Max Uplift 14=-761(LC 12), 9=-576(LC 12) Max Grav 14=1642(LC 17), 9=1444(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-467/176, 3-4= 1705/923, 4-5=-1462/859, 5-6=-1434/840, 6-7_ 16761924, 7-8=-351/178, 2-14=-565/355, 8-9=-350/192 BOT CHORD 13-14=-707/1502, 11-13=-714/1685, 10-11� 714/1685, 9-10=-650/1284 WEBS 3-13= 256/196, 4-13=-245/561, 5-13=-542/254, 5-11=0/264, 5-10= 568/258, I 6-10=-244/555, 3-14--1652/894, 7-9=-1573/800 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp C;I Encl., GCPI=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 8-8-4, Exterior(2) 8-8-4 to 24-10-4, Interior(1) 24-10-4 to 28-10-0 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions'shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has 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) 14=761, 9=576. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: m September 28,2018 A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1-7473 rev, 101032015 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 syslein. Before use, the building designer must vedfy 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 iViiTeW 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, seeANSi?PII CuaiByCRelfa, DSB-89 and BCSI Bugdi7g Component 6904 Parke East Blvd. Safety/nfonnaBanavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty I Ply BUSBY T15209733 75533 G3 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Sep 28 12:02:18 2018 Page 1 I D:ktEEmrbmUYewaHR5i?gfVyZV4D-dO?tpgF6ymhUzvtW gID2CE1 M2m8ZXQw7yMnMIYyZ6DZ 2-0-12 5-5-14 10-8-4 18.8.4 23-8-12 29.0-12 2=0-12 5-5-14 5-2-6 8-0-0 5-0-8 5-4-0 Scale=1:53.7 7x8 MT18HS = 5x6 i 4 17 1819 5 3x6 11 4x4 = 3x8 = 3x6 = 3x4 = 4x4 = 3x6 11 29-0-12 LOADING (psf) TCLL 20.0 TCDL 20.0 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 0.73 BC 0.35 WB 0.50 Matrix -MS DEFL. in (loc) Vdefl Lid Vert(LL) -0.09 10-12 >999 360 Vert(CT) -0.20 10-12 >999 240 Horz(CT) 0.03 8 n/a n/a Wind(LL) 0.05 12 >999 240 PLATES MT20 MT18HS Weight: 187lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, BOT CHORb 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 8-11-3 oc bracing. 2-14,7-8: 2x6 SP No.2 WEBS 1 Row at midpt 5-12 REACTIONS. (lb/size) 14=1621/0-7-4, 8=1423/Mechanical Max Horz 14=412(LC 11) Max Uplift 14= 761(LC 12), 8= 576(LC 12) Max Grav 14=1621(LC 17), 8=1439(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1897/876, 3-4=-1712/900, 4-5=-1473/858, 5-6=-1697/906, 6-7=-1813/853, j 2-14=-1682/932,7-8=-1475/725 BOT CHORD 13-14=-286/423, 12-13=-680/1571, 10-12= 467/1266, 9-10= 632/1406 WEBS 3-12=-478/257, 4-12=-107/433, 5-1 0=-1 24/424, 6-10=-424/246, 2-13=-605/1318, 7-9= 533/1250 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp C;lEncl., GCpt=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 10-8-4, Exterior(2) 10-8-4 to 22-11-3, interior(1) 22-11-3 to 28-10-0 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions Shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates late MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joint(s) except Qt=lb) 14=761, 8=576. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NliTek° prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallon, storage. delivery, erection and bracing of trusses and truss systems, seeANS&VII QualityCfBeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety infotinationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply BUSBY T15209734 75533 G4 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Sep 28 12:02:19 2018 Page 1 ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-5aZG1 AGkj3pLb3SiE?kHkRac9AUKGnGHBOXvl?yZ6DY 2-0-12 6-5-14 12-8-4 16-8-4 22-8-12 29-0-12 2-0-12 6-5-14 6-2-6 4-0-0 6-0-8 6-4-0 Scale=1:61.7 4x5 = 4x5 = annfio 0 18 3x6 II 4x4 = 3x6 = 3x4 = 4x4 = 3x6 11 3x4 = 6-5-14 12-8.4 16-8-4 22-8-12 za-u-12 6-5-14 6-2-6 4-0-0 6-0-8 6-4-0 Plate Offsets (X Y)-- [3.0-3-0 Edge] [5:0-2-8 0-1-13] [6:0-2-8 0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.27 13-14 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.35 13-14 >968 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 185 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 8-11-9 oc bracing. 2-15,8-9: 2x6 SP No.2 REACTIONS. (Ib/size) 15=1621/0-7-4, 9=1423/Mechanical Max Horz 15=469(LC11) Max Uplift 15=-761(LC 12), 9= 576(LC 12) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2020/874, 4-5= 1695/856, 5-6=-1453/820, 6-7=-1698/876, 7-8=-1941/852, 2-15=-1748/921, 8-9=-1540/714 BOT CHORD 14-15=-305/500, 13-14_ 663/1641, 11-13_ 372/1206, 10-11=614/1492 WEBS 4-13=-698/379, 5-13=-196/519, 6-11=-220/527, 7-11=-633/368, 2-14= 542/1286, 8-10=-484/1282 NOTES- i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=29fh eave=4ft; Cat. II; Exp C;,Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 12-8-4, Exterior(2) 12-8-4 to I16-8-4, Interior(1) 20-11-3 to 28-10-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions,shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has 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) 15=76119=576. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED WEKREFERANCE PAGE MA-7473 rev. f0/03,2015 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 6904 Parke East Blvd. fabrlcaflon, storage, delivery. erection and bracing of trusses and truss systems, seeANSVW11 CualByCifedd, DS049and BCSI SuQdfngComponent Safety lnfo1ma11onavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209735 75533 GRA Hip Girder 1 1 Job Reference (optional) L;namDM II russ, Inc., rorr Fierce, rL 6. IOU S IVRa I I GU 10 IVII I — II IUUD I ICJ, II— nI oeP co I '.0 I I D:ktEEmrbm UYewaH R5i?gf9?yZV4D-1 zgOSsH_Fh33gNc4MQnlpsfza_8_kklafK00MtyZ6DW 2-0=12 3-0-0 8-5-0 13-8-4 18-11-8 24-4-8 27-5-4 2-0;12 3-0-0 5-5-0 5-3-4 5-3-4 5-5-0 3-0-12 Scale = 1:49.5 I 4x8 = 2x3 II 3x8 = 3x6 = 2x3 II 48 = a nn' F, 0 3 18 19 20 4 21 22 23 24 5 25 6 26 27 7 28 29 8 1 3x6 I 3x4 = V- 4x10 — 5x6 WB— 2x3 II 4x10 = 3x4 = 3x6 II 3-0-0 8-5-0 13-8-4 18-11-8 244-8 27-5-4 3-0.0 5-5-0 5-3-4 5-3-4 5-5-0 3-0-12 Plate Offsets (X Y)-- [3:0-6-0 0-2-0] [8:0-6-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.11 13 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.28 13 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.22 13 >999 240 Weight: 153lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 5-4-4 oc bracing. 2-17,9-10: 2x6 SP No.2 OTHERS 2x4 SP No.3 I REACTIONS. (lb/size) 17=1376/0-7-4, 10=1178/0-8-0 Max Horz 17=186(LC 7) Max Uplift 17= 1024(LC 8), 10= 836(LC 8) Max Grav 17=1773(LC 36), 10=1577(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1762/94513-4=-3138/1725, 4-5=-3138/1725, 5-7=-3187/1755, 7-8=-3187/1755, 8-9=-1852/1005, 2-17=-1750/1031, 9-10=-1552/842 BOT CHORD 15-16— 761/1443, 13-15=-1906/3718, 12-13=-1906/3718, 11-12=-788/1483 WEBS 3-16=-375/203, 3-15=-1034/1978, 4-15=-502/317, 5-15=-635/343, 5-12=-593/317, 1 7-12= 502/322, 8-12=-995/1935, 8-11=-331/184, 2-16=-818/1562, 9-11= 800/1506 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=16omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17fh B=45ft; L=27ft; eave=4ft; Cat. II; Exp C;!Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=1024,110=836. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 312 lb down and 272 lb up at 3-0-0, 126 lb down and 73 lb up at 5-0-12, 122 lb down and 73 lb up at 7-0-12, 122 lb down and 73 lb up at 9-0-12, 122 lb down and 73 Ib!up at 11-0-12, 122 lb down and 73 lb up at-13-0-12, 122 lb down and 73 lb up at 14-3-12, 122 lb down and 73 lb up at 16-3-12, j22 lb down and 73 lb up at 18-3-12, 126 lb down and 73 lb up at 20-3-12, and 126 lb down and 73 lb up at 22-3-12, and 312 lb down and 272 lb up at 24-4-8 on top chord, and 92 lb down and 102 lb up at 3-0-0, 25 lb down and 16 lb up at 5-0-12, 25 lb down and 16 lb up at 7-0-12, 25 lb down and 16 lb up at 9-0-12, 25 lb down and 16 lb up at 11-0-12, 25 lb down and 16 lb up at 13-0-12, 25 lb down and 16 lb up at 14-3-12, 25 lb down and 16 lb up at 16-3-12, 25 lb down and 16 lb up at 18-3-12, 25 lb down Walter P. Finn PE No.22839 and 16 lb !up at 20-3-12, and 25 lb down and 16 lb up at 22-3-12, and 92 lb down and 102 lb up at 24-3-12 on bottom chord. The MiTek USA, Inc. FL Cart 6634 designtselection of such connection device(s) is the responsibility of others. 699 Parke East Blvd. Tampa FL 33610 8) 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(S) Standard . F,�,„��. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 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 building design. Bracing Indicated Is to Welding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcaflon.''storage, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 Cual9y Cdleda, DS8.69 and BCS18o9ding Component 6904 Parke East Blvd. Safety InfonnaBonavatlable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Nexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209735 75533 GRA Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Sep 28 12:02:21 2018 Page 2 ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-1 zgOSsH_Fh33gNc4MQnipsfza_8_kklafK00MtyZ6DW LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 80, 2-3=-80, 3-8=-80, 8-9= 80, 10-17=-20 Concentrated Loads (lb) Vert 3=82(F) 8=82(F) 16=56(F) 11=56(F) 30=5(F) 31=5(F) 32=5(F) 33=5(F) 34=5(F) 35=5(F) 36=5(F) 37=5(F) 38=5(F) 39=5(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE 114I1.7473 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 buildIs alwiaayys re4uuired for stability anddIs to prevent to prevent collapse with lIndividual truss possible personal Injury and proprd erly damage. rs F r general guidance rAddillonal egardinand g he Went bracing MiTek" fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII GualByCiftdo, DSO-69 and BCSI Build/ng Component 6904 Parke East Blvd. Safety lnformanonavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply BUSBY T15209736 75633 GRB Roof Special Girder 1 q a7 Job Reference (optional) Gnamoers truss, Inc., 1-0171 Fierce, FL ts.i3u s molar ii zuia Nn 1 eK mausrnes, mc. rn zap zc iz:uz:z3 zuio rage i I D:ktEEmrbmUYewaH R5i?gf9?yZV4D-_LomtYJ FnlJn3hlTTrpDvHkGsnlYCaZt6eV7RmyZ6DU 4-8-11 lj-7-4 1% 0 19-3-4 24-6-8 29.7-8 35-1-0 39-0.0 4-8.11 3-10-9 5-45-3-4 5-1-0 5-5-8 3-11-0 5x6 I 6.00 F12 6 3x5 i 5 3.50 12 5x6 5x6 4 8 6x8 6x12 O 9 HUS26 3x5 3 4x5 = 2 1 Hill &2ul 18 HUS26 HUS26 HUS26 HUS26 17 15 144 23 24 25 27 28 29 30 16 31 32 7x8 = 33 34 1235 36 37 11138 10 20 1926 7x8 MT18HS = 7x10 = HUS26 6x8 = 5xl2 MT18HS 11 HUS26 5x12 MT18HS 11 8xi0 = 3x8 11 6x10 = HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 Scale = 1:81.3 mI9 Plate Offsets (X Y)-- [1'0-7-12 0-0-6] [70'0-4-8 0-2-OJ [13:0-5-e 0-3-8J 114:0 4-U U 4-4j t16:u-U-u U-z-1ZJ ha:u-l-lz u-a-uj 111:u-3-rs,u-a tsh L ro:u-rs-4,uw-uL tzuv-o-o,u-4-�1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.14 13-14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.35 13-14 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.08 10 n/a n/a BCDL 10.0 i Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.20 13-14 >999 240 Weight: 8291b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x6 SP No.2 `Except` except end verticals. 16-18,13-16: 2x6 SP 240OF 2.OE, 7-12: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 `Except' 6-0-0 oc bracing: 19-20,18-19,17-18. 3-17,6-14,9-11: 2x4 SP M 30, 9-10: 2x6 SP No.2 REACTIONS. (lb/size) 1=200010-8-0, 19=13200/0-7-4, 10=9821/0-8-0 Max Harz 1=434(LC 7) Max Uplift 1=-1738(LC 8), 19=-7234(LC 8), 10= 4227(LC 8) Max Grav 1=2014(LC 14 19=13200(LC 1), 10=9821(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2306/2550, 2-3=-3149/5533, 3-4= 12262/5423, 4-5— 12942/5834, 5-6=-10387/4745, 6-7=-10386/4745, 7-8=-12709/5620, 8-9= 8724/3814, 9-10= 9743/4210 BOT CHORD 1-20=-2477/2223, 19-20=-1030/395, 18-19=-12318/6527, 3-18=-9785/4774, 17-18=-5013/2991, 15-17=-5094/11800, 14-15=-4959/11534, 13-14=-4788/11378, 12-13= 817/2051, 7-13=-1208/2990, 11-12= 619/1487 WEBS 2-20=-1815/2444, 18-20= 2935/3357, 2-18=-7456/5499, 3-17=-8287/17236, 4-17=-2473/1183, 4-15=-345/156, 5-16=1428/3201,5-14=-3448/1673,6-14=-4009/8799, 7-14=-3256/1431, 11-13=-3065/7279, 8-13=-1 300/3074, 8-11 =-5065/2275, 9-11=-4653/10895 NOTES- 1) 3-ply truss to be connected together with 1Od (0.131"ff) 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: 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. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=39ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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) 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) except Qt=lb) 1=1738, 1'9=7234, 10=4227. 9) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-1-6 from the left end tot 36-5-4 to connect truss(es) to back face of bottom chord. Walter P. Finn PE No.22839 Mj rek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITea connectors. This design Is based only upon parameters shown, and Is for an individual building component, not Dot a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSW11 GUafHyCrSerfa, DSSd9 and SCSI SUSd1Ag Component Tampa, FL 33610 Safety lnfofinatfonavollable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply BUSBY T15209736 75533 GRB Roof Special Girder 1 3 Job Reference (optional) l:namDerSi I russ, Inc., rorr Fierce, t-L 6.16U s mar 11 Zg16 MI I eK Industries, Inc. rrl Jep Z6 1Z:UZ:Z:3 Zulu rage z I D:ktEEmrbmUYewaHR5i?gf9?yZV4D-_LomtYJ FnlJn3hITTrpDvHkGsnlYCaZt6eV7RmyZ6DU LOAD CASE(S) Standard 1) Dead +'Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform) Loads (plf) iVert: 1-4= 80, 4-6=-80, 6-8=-80, 8-9= 80, 1-19= 20, 13-18— 20, 10-12=-20 Concentrated Loads (lb) iVert: 16=-1 165(B) 14=-1 258(B) 22=-1 334(B) 23=-1 334(B) 24=-1 334(B) 25=1334(B)26=-168(B)27=-772(B)28=-696(B)29— 530(B)30=-1140(B)31=-1173(B) 32= 946(B) 33=-1318(B) 34=-1322(B) 35= 1330(B) 36=-1330(B) 37=-1330(B) 38=-1330(B) Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M!!EK REFERANCE PAGE MO-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 MOW Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricailon, storage, delivery. erection and bracing of trusses and truss systems, seeAN!%WIl QualityCdtetfa, DSO-89 and RCS! BuOd/ng Component 6904 Parke East Blvd. Safety/ntonnationavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type aty Ply BUSBY T15209737 75533 GRID ROOF SPECIAL GIRDER 1 3 Job Reference (optional) l:namDers Ilruss, Inc., ror coerce, rL a. I0a b IYIGr 1 1 Gu 10 rvrr I en Ir R]UJu lub, I lu. rl l oup co IGVG.Gu cv I a ray. i I D:ktEEmrbmUYewaH R5i?gf9?yZV4D-OwUvVZL74DhLw8U28zMwW wMic?I UPxAJocjn25yZ6DR 2-0-0 5-2.12 5- -0 9-7-6 14-0-0 19-3-4 24-6-832-2-8 36-4-0 2-0-0 5-2-12 1-1-4 4-3-6 4-4-10 5-3-4 5-3-4 3-f0-0 3-10-0 4-1-8 5xs II 6.00 FIT 8 Scale=1:78.0 Lo 21 co a co 20 ca is ov 18 0� — 17 - "'."' — 16 „' 14 "" 13 "' 12 4x5 = 3x10 11 HUS26 HUS26 5x8 MT18HS = 7x8 = HUS26 10x10 = 6x8 = 7x8 = Sx12 MTi SHS I HUS26 i HUS26 HUS26 5x12 = 7x8 = HUS26 HUS26 HUS26 6x8 = HUS26 HUS26 HUS26 i HUS26 HUS26 HUS26 HUS26 HUS26 I 5-4-0 9-7-6 14-0-0 19-3-4 24-6-8 28-4-836-4-0 5-4-0 4-3-6 4-4-10 5 3-4 5-3-4 3-10-0 3-10-0 4-1-8 Plate Offsets (X Y)-- [3:0-6-0 0-1-8] [6 0-4-8 Edge] [13:0-3-0 0-4-4] [14:0-3-8 0-4-8] [17:0-3-8 0-4-8] [18:0-3-8 0-4-12] [20:0-3-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.22 17-18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.51 17-18 >723 240 MT18HS 244/190 BCLL 10.0 Rep Stress [nor NO WB 0.93 Horz(CT) 0.09 12 n/a n/a BCDL to.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.25 17-18 >999 240 Weight:811 lb FT=20% LUMBER- , BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP 240OF 2.0E `Except' 12-15: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 `Except` 3-20,7-17,8-16,11-13: 2x4 SP M 30, 11-12,3-21: 2x6 SP No.2 REACTIONS. (lb/size) 2=-0/0-8-0, 12=13002/0-8-0, 21=13614/0-8-0 Max Harz 2=303(LC 7) Max Uplift 2=REL, 12=-4603(LC 8), 21= 6453(1-13 8) Max Grav 2=702(LC 10), 12=14039(LC 2), 21=13826(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2848/909, 3-5— 18517/5371, 5-6= 22772/7279, 6-7— 19024/6206, 7-8=-13292/4476, 1 8-9= 13238/4483, 9-10=-13216/4418, 10-11= 10635/3503, 11-12= 13293/4384 BOT CHORD 2-21=-824/2578, 20-21=-824/2578, 18-20=-5216/17715, 17-18=-6983/21788, 16-17=-5454/16978,14-16=-3782/11758,13-14=-3073/9448 WEBS 3-20= 8273/19271, 5-20= 4100/1848, 5-18� 2121/4922, 6-18=-515/1556, 6-17=-6067/1929, 7-17= 2659/8702, 7-16=-8327/2759, B-16=-3784/11438, 9-16=-224/274, 9-14— 407/116, 10-14=-123714030, 10-13= 4725/1611, 11-13— 4066/12522, 3-21= 12150/5339 Structural wood sheathing directly applied or 5-1-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-21,20-21. NOTES- 1) 3-ply truss to be connected together with 10d (0.131 "x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 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: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; !Encl., GCpi=0.18; MW FRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 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 rr' echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=4603,�21=6453. 9) "A" indicates Released bearing: allow for upward movement at joint(s) 2. 10) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-9-12 from the left end to 34-0-4 to connect truss(es) to front face of bottom chord. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28.2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. f0JMO15 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 buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing MiTeW prevent is always requlied for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatlon.Isiorage, delivery, erection and bracing of trusses and truss systems, se0ANSU1PI1 Cualdy Ciffeda, DS"9 and BCS1 SuIlding Component Tampa, FL 33610 Safety tn/orrnationavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Mexandrla, VA 22314. Job Truss Truss Type city Ply BUSBY T15209737 75533 GRID ROOF SPECIAL GIRDER 1 3 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Sep 28 12:02:26 2018 Page 2 I D:ktEEmrbmUYewaHR5i?gf9?yZV4D-OwUvVZL74DhLw8U28zMwW wM is?I UPxAJocjn25yZ6DR LOAD CASE(S) Standard 1J Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-80, 6-8=-80, 8-11— 80, 2-12=-20 Concentrated Loads (Ib) Vert: 16=-1572(F) 13=-1572(F) 25— 194(F) 26=247(F) 27=-1403(F) 28— 1403(F) 29=-1403(F) 30— 1403(F) 31=-1572(F) 32= 1572(F) 33= 1572(F) 34= 1572(F) 36— 1572(F) 37= 1572(F) 38=-1572(F) 39_ 1572(F) 40=-1572(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE Design valid for use only with MITek® connectors. fits 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 IViiTew Is always reclulred 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, seeANSU1PI1 CualltyCdfoda, DSB-69 and SCSI80dfng Component 6904 Parke East Blvd. Safety Intolmalionavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply BUSBY T15209738 75533 GRG ROOF SPECIAL GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Fri Sep 28 12:02:28 2018 rage 1 I ID:ktEEmrbmUYewaHR5i9gf9?yZV4D-KJbfwFNNcgx3ASeRGOPOcLS9boaVsxhcGvCt6zyZ6DP -2-0-12 2-8-4 5-2-4 8.6-12 11-11-4 15-3-12 18-8-4 21-1.4 22-8-4 , 26-8-4 29-0-12 , 2-0-12 2-8-4 2-6-0 3-4-8 3-4-8 3-4-8 3-4-8 2-5-0 1-7-0 4-0-0 2-4-8 Scale=1:65.2 4x5 11 3x6 11 3x4 = 3x4 = 3x8 = 3x6 = 3x8 = 3x4 = 3x6 = 3x4 = 3x4 11 2-8-4 2-9-8 29-0-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.06 16-18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.13 16-18 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.55 Horz(CT) 0.01 12 n/a n/a - BCDL 10.0 i Code FB02017ITP12014 Matrix -MS Wind(LL) 0.04 18 >999 240 Weight: 192lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-14,2-21,11-12: 2x6 SP No.2 REACTIONS. (lb/size) 21=1009/0-7-4, 14=1688/0-8-0, 12=163/Mechanical Max Horz 21=375(LC 7) Max Uplift 21=-672(LC 8), 14=-942(LC 8), 12=-239(LC 5) Max Grav 21=1176(LC 36), 14=1688(LC 1), 12=214(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-990/494, 3-4=-1257/629, 4-5=-1186/551, 5-6=-1255/715, 6-7=-921/547, 1 7-8= 837/380, 9-10=-207/554, 2-21 =-1 149/677 BOT CHORD 20-21=-329/252, 19-20— 376/942, 18-19= 509/1465, 16-18= 132/705, 15-16=-55/274, 14-15=-601/340 WEBS 3-20=-269/116, 3-19=-373/846, 4-19=-612/297, 4-18=-462/309, 5-18=-366/267, 6-18=-467/924, 6-16=-178/309, 7-16=-375/273, 8-16=-193/586, 8-15=-863/401, 9-14= 1303/600, 10-14=-689/464, 2-20=-418/881, 9-15= 495/1129 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL11.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional); end vertical left and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss, has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has 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) 21=672, 1',4=942, 12=239. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 222 lb up at 2-8-4, 115 lb down and 65 lb up at 21-6-8, 115 lb down and 65 lb up at 23-6-8, and 115 lb down and 65 lb up at 25-6-8, and 92 lb down and!84 lb up at 27-4-8 on top chord, and 73 lb down and 118 lb up at 2-8-4, 51 lb down and 6 lb up at 21-6-8, 62 lb down and 6 lb up at 23-6-8, and 62 lb down and 6 lb up at 25-6-8, and 62 lb down and 5 lb up at 27-4-8 on bottom chord. The WalterP. Finn PE No.22839 design/seiection of such connection device(s) is the responsibility of others. MTekUSA, Inc. FL Cart 6634 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). 6904 Parke East Blvd. Tampa FL 33610 Date: LOAD CASE(S) Standard September 28,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE M11-7473 rev. laV3/2013 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indk;ated Is to buckling of Individual truss web aril/or chord members only. Additional temporary and permanent bracing M6Tek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII Cual9y CrRedd, DSB-89 and BCSI Building Component Safety Inforinallollavaitable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply BUSBY T15209738 75533 GRG ROOF SPECIAL GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL S.T:iu s mar i i zui a rvn I eK industries, inc. rn Sep zo i2:02:26 20Io rdye c I D:ktEEmrbmUYewaH R5i?gf9?yZV4D-KJbfwFN Ncgx3ASeRGOPOcLS9boaVsxhcGvCt6zyZ6DP LOAD CASE(S) Standard t) Dead + Rbof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 3-4=-80, 4-6=-80, 6-8= 80, 8-10=-80, 10-11=-80, 12-21=-20 Concentrated Loads (lb) Vert: 3=104(B) 20=63(B) 29=6(B) 30=6(B) 31=6(B) 32=-1(B) ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312016 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,mnoT �� a truss system. Before use, the building designer must veilly 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon,�storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII CualffyCdterla, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnallonavatlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply BUSBY T15209739 75533 J1 Jack -Open 6 1 Job Reference (optional) unamoers truss, Inc., r-on coerce, r-L o. ov a I I LV — "-- ' �� V � - ' M ID:ktEEmrbmUYewaHRSi?gf9?yZV4D-oV927bOON83wncDdg5wd8Y_HoCzhbW UIUZyRePyZ6DO -2-0-12 1-0-0 2-0-12 1-0.0 m m 4 3x6 11 Scale=1:12.5 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.00 5 >999 240 Weight: 8lb FT=20%a LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=450/0-7-4, 3=-155/Mechanical, 4= 34/Mechanical Max Harz 5=196(LC 12) Max Uplift 5=-311(LC 12), 3=-155(LC 1), 4= 37(LC 18) Max Grav 5=450(LC 1), 3=144(LC 12), 4=9(LC 10) FORCES. I(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-434/523 NOTES- ' 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24fh eave=4ft; Cat. II; Exp C;1 Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=311. 3=155. Walter P. Finn PE No.22839 Mi rak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev, 10/0=15 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 MbTek° 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, seeAAIS&VI1 Cua/ByCgoda, DSO-69 and SCSI BUgd/ng Component 6904 Parke East Blvd. Safety In►annaOorlavotlable from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply BUSBY T15209740 75533 J3 Jack -Open 12 1 Job Reference o tional n-o o�.... 4 GnamDers I, ruSs, mc., rorr rrerce, rL ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-oV927bO0N83wncDdg5wd8Y_FvCwObW UIUZyRePyZ6DO -2-0-12 3-0-0 2-0-12 3-0-0 3x4 11 z Scale=1:19.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.69 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.00 4-5 >999 240 BOLL 1 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Weight: 15lb FT=20% LUMBER- � BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP N0.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=386/0-7-4, 3=58/Mechanical, 4=12/Mechanical Max Harz 5=268(LC 12) Max Uplift 5=-208(LC 12), 3=-65(LC 9), 4=-10(LC 9) Max Grav 5=386(LC 1), 3=84(LC 17), 4=44(LC 3) FORCES. ,(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5— 352/346 Structural wood sheathing directly applied or 3-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- i 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 2-11-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 3, 4 except Qt=lb) 5=208. Welter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII--7473 rev. 1010312016 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 ��qo O {VITP.k° Is always required for stabiitty 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, seeANSI/111711 QuoW CrBeft DSO-89 and BCSI BuUdlog Component 6904 Parke East Blvd. Safety in/onnuffen3vailabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandila, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209741 75533 JA Jack -Open i 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri 0-9-0 28 12:02:30 2018 Page 1 Ri)cH6KvkviDh BsvZ6DN Scale = 1:15.6 3x4 I I 1-4-8 2-9.0 1-4-8 1-4--8 Plate Offsets (X Y)-- 12:0-2-0 0-1-12] (3:0-3-0 0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.00 5-6 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.00 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) -0.00 5-6 >999 240 Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 `Except* TOP CHORD Structural wood sheathing directly applied or 2-9-0 oc purlins, 1-3: 2x4 SP M 30 except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=371/0-8-0, 4=46/Mechanical, 5=8/Mechanical Max Horz 6=230(LC 12) Max Uplift 6=-227(LC 12), 4=-58(LC 9), 5=-7(LC 9) Max Grav 6=371(LC 1), 4=57(LC 17), 5=39(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-356/366 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C;IEncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 2-0-0, Exfefior(2) 2-0-0 to 2-8-4 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has 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, 5 except Qt=lb) 6=227. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 A WARNING - VerUy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 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 verity the applicability of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU7p11 Quality Criteria; DS8-89 and BCS1 BuQd/ng Component Tampa, FL 33610 Safety IntannoNonavailabte from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Job Truss Truss Type City Ply BUSBY T15209742 75533 JA2 Jack -Open 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL I 6.13u s Mar 11 2uits MIT etc Industries, Inc. rn Sep 28 12:02:3i Zino rage i I D:ktEEmrbmUYewaHR5i?gf9?yZV4D-I uHoYH PGul Ke 1 vN?xWy5Dz4b6OcJ3P_2ytRYjlyZ6DM -2-0-0 2-9-0 2-0-0 2-9-0 3x4 11 Scale=1:18.2 Plate Offsets (X Y)-- [2:0-2-0 0-1-121 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 0.65 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MR Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=371/0-8-0, 3=46/Mechanical, 4=8/Mechanical j Max Horz 5=253(LC 12) Max Uplift 5=-205(LC 12), 3=-58(LC 9), 4=-10(LC 9) Max Grav 5=371(LC 1), 3=71(LC 17), 4=39(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-340/339 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave--#t; Cat. II; Exp QlEncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 2-8-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=205. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE Design vailo 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 tmss web and/or chord members only. Additional temporary and permanent bracing McT®k7 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, seeANSU1P11 Cua/HyCrNeda, DSO-89 and BCSI Buli'ding Component 6904 Parke East Blvd. Safety/ntofmallonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job - Truss Truss Type Qty Ply BUSBY I T15209743 75533 K Common 1 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Sep 28 12:02:32 2018 Page 1 I D:ktEEmrbmUYewaHR5i?gf9?yZV4D-D4rAmdQuf3SVe3xCVETKmBcnyPuroioBAXB5FkyZ6DL 2-0-12 , 4-10-6 9-5-4 14-0-2 18-10-8 20-11-4 2-0-12 4-10-6 4-6-14 4-6-14 4-10 6 2-0-12 4x4 = 6x8 = 3x6 = 3x8 = _ 6x8 = Scale = 1:45.7 Plate Offsets (X Y)-- [2:0-2-0 0-1-12] [6:0-2-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.58 Vert(LL) -0.12 9-11 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.25 9-11 >888 240 BOLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.02 9 >999 240 Weight: 117lb FT=20% LUMBER-, BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS I 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 11=1106/0-7-4, 6=1106/0-7-4 Max Horz 11=379(LC 11) Max Uplift 11=-545(LC 12), 8=-545(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-426/190, 3-4— 1087/477, 4-5=-1087/477, 5-6=-427/190, 2-11— 590/387, 6-8=-589/387 BOT CHORD 9-11=-211/983, 8-9= 188/1011 WEBS 1 4-9— 271/722, 5-9=-417/286, 3-9=-417/286, 3-11=-940/437, 5-8=-941/437 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Intedor(1) 0-11-4 to 9-5-4, Exterior(2) 9-5-4 to 12-5-4 tone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdpIDOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 11=545, 8=545. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10102,2015 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 applicablliry 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 Is always required for stability and to prevent collapse wBh possible personal Injury and property damage. For general guidance regardng the MiTek7 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII QuaflfyCrIfeda, DSB-89 and BCS1 BuUdlrtg Component 6904 Parke East Blvd. Safety infognaRonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209744 75533 K1 Roof Special 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Sep 28 12:02:33 2018 Page 1 ID:ktEEmrbmUYewaHR5i?gfg?yZV4D-hHPYzyRWQNaMGDW 03x_ZJ09xypCLX72LPBwenByZ6DK -2-0-12 2-11-4 9-5-4 15-11-4 18-10-8 20-11-4 2-0-12 2-11-4 6-6-0 6-6-0 2-11-4 2-0-12 4x5 = 6x8 = 3x4 11 3x4 11 6x8 = 6-6-0 ' 6-6-0 2-11.4 Scale = 1:46.0 LOADING (psf) TCLL 20.0 TCDL 20.0 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/fP12014 CS1. TC 0.69 BC 0.59 WB 0.80 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.04 11-12 >999 360 -0.10 11-12 >999 240 0.05 8 n/a n/a -0.03 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 122lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-3 oc puffins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 3-13,5-9: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 14=1106/0-7-4, 8=1106/0-7-4 Max Horz 14=-379(LC 10) Max Uplift 14= 545(LC 12), 8=-545(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 1607/547, 3-4— 1163/457, 4-5=-1164/460, 5-6_ 1662/537, 2-14=-1239/573, 1 6-8=-1178/580 BOT CHORD 11-12=-401/1546, 10-11=-369/1611 WEBS 4-11= 153/599, 5-11=-873/402, 3-11=-807/409, 2-12=-427/1343, 6-10= 436/1385, 12-14=-334/314, 8-10— 292/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=17ft B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 9-5-4, Exterior(2) 9-5-4 to 12-5-4 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip IDOL=1.60 3) This trusshas 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 100 lb uplift at joint(s) except Qt=lb) 14=545, 8=545. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 10 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 fabrlcatlon.lstorage, delivery, erection and bracing of trusses and truss systems, seeAA1S&V11 Gual6yCrBeda, DSB-89 and BCSI BuIlding Component 6904 Parke East Blvd. Safety In/ormaHonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply BUSBY T15209745 75533 K2 Common 2 1 Job Reference (optional) unamDers I russ, Inc., 1701E r'1e1Ge, r-L O. IOU .J IVIdI I I — 10 IVI I I CA I I IUU-1 ICJ, II IL. r —1, — I c —9. 1 I D:ktEEmrbmUYewaHR5i?gfg?yZV4D-df W JOeSmy_g4VXgnAM 11 OpEKCdwV?3DetVPls3yZ6Dl 4-10-6 9-5-4 14-0-2 , 18-10-8 4-10-6 4-6-14 4-6-14 4-10 6 3x4 I 4x4 = 9 6x8 = 6 3x6 = 3x8 = 6x8 = Scale=1:44.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.12 6-7 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.25 6-7 >888 240 BCLL 0.0 - Rep Stress Incr YES WB 0.69 Horz(CT) 0.02 6 n/a n/a BCDL 1,0.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.02 7 >999 240 Weight: 109lb FT=20% LUMBER- j BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS ' 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 9=929/0-7-4, 6=929/0-7-4 Max Horz 9=31B(LC11) Max Uplift 9— 378(LC 12), 6= 378(LC 12) Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2_ 411/190, 2-3=-1105/513, 3-4= 1105/513, 4-5— 410/190, 1-9= 400/215, 5-6=-400/215 BOT CHORD 7-9=-387/962, 6-7=-380/957 WEBS 3-7=-322/752, 4-7=-426/304, 2-7=-426/304, 2-9=-971/395, 4-13 -971/395 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Ops1; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. Ii; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-5-4, Exterior(2) 9-5-4 to 12-5-4 lone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip,DOL=1.60 3) This truss' has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=378, 6=378. Walter P. Finn PE No.21839 ll USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 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 syste{n. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall a' building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always reoiulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTeW fabrfcalfon, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII CuaBy Cf1iferA0. DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. Safety/nfo"allonavailable from Truss Plate institute, 216 N. Lee Street. Suite 31Z Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply BUSBY T75209746 75533 KJ2 Diagonal Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek industries, Inc. Fri Sep 28 12:02:35 201 B Page 1 ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-dfWJOeSmy_g4VXgnAM 11 OpEJDdy_?DzetVPls3yZ6Dl -2-11-0 1-10-7 3-8-14 2-11-0 1-10-7 1-10-7 Scale = 1:17.7 5xs 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.03 4-5 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.32 Vert(CT) 0.05 4-5 >817 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.07 3 n/a n/a BCDL 110.0 Code FBC2017ITP12014 Matrix -MR Wind(LL) -0.04 4-5 >999 240 Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS I 2x6 SP No.2 BOT CHORD REACTIONS. (lb/size) 5=319/0-9-14, 3— 17/Mechanical, 4=-54/Mechanical Max Harz 5=172(LC 8) Max Uplift 5=-522(LC 8), 3=-102(LC 5), 4=-90(LC 17) Max Grav 5=529(LC 28), 3=100(LC 22), 4=78(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-484/445 Structural wood sheathing directly applied or 3-8-14 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=4�5ft; L=24ft; eave=4ft; Cat. 11; Exp C; !Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=522,37102. 6) "NAILED", indicates 3-10d (0.148"x3") or 2-12d (0.148x3.25") toe -nails per NDS guidlines. 7) 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 (pit) Vert: 1-2= 80, 2-3= 80, 4-5=-20 Concentrated Loads (lb) Vert: 6=268(F=134, B=134) 7=80(F=40, B=40) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 sysiem. 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, seeANSLIIPII QualifyCrRede, DS8.89 and SCSI BuildIng Component 6904 Parke East Blvd. Solaty lnformoHol3va lable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply BUSBY T15209747 75533 i KJ3 Diagonal Hip Girder 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13u s Mar i i zuio Mi r ek inausmes, mu. rn Sep eo rcvc.ov 4v I O rage i ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-5r4hb_TPjlyx7gFzk4YGwl nW Cl JckgDn59gJOVyZ6DH -2-11-0 4-2-3 2-11-0 4-2-3 4x5 11 4-2-3 4-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.03 4-5 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.06 4-5 >822 240 BCLL �0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.07 3 n/a n/a BCDL f 0.0 Code FBC2017f-FPI2014 Matrix -MR Wind(LL) -0.04 4-5 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x4 SP M 31 WEBS : 2x6 SP No.2 BOT CHORD REACTIONS. (lb/size) 5=314/0-9-14, 3=16/Mechanical, 4=-38/Mechanical Max Harz 5=183(LC 8) Max Uplift 5=-527(LC 8), 3= 106(LC 5), 4=-72(LC 17) 1 Max Gram 5=541(LC 28), 3=116(LC 28), 4=70(LC 24) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5= 500/453 Scale=1:18.8 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% Structural wood sheathing directly applied or 4-2-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft L=24fh eave=4fh Cat. II; Exp C;'Encl., GCpi=0.18; MW FRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=527, 3=106. 6) 'NAILED'} indicates 3-1 Od (0.148°x3") or 2-12d (0.148°x3.25") toe -nails per NDS guidlines. 7) 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 (pIq Vert: 1-2= 80, 2-3=-80, 4-5= 20 Concentrated Loads (lb) Vert: 6=268(F=134, B=134) 7=80(F=40, B=40) Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING- verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 Not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of 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, WeANSVIPII Qualify CWeda, DSB-89 and BCS1 Buf7ding Component 6904 Parke East Blvd. Safety/nfonna6bnovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply BUSBY T15209748 75533 MVA Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fn Sep 28 12:02:37 2018 Pagel ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-Z2e3pKU1 Ub4olgg91n3VTEKe4QhcT63wKpusWyyZ6DG 9-8-0 14-4-8 9-8-0 4-8-8 3x4 11 Scale = 1:29.7 4 3x4 7 6 5 2x3 11 2x3 11 3x4 11 980 - 488 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL '0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 55lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-4-8. (Ib) - Max Harz 1=327(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 1 except 5=-116(LC 9), 7=-234(LC 12), 6= 194(LC 12) Max Grav All reactions 250 lb or less at Joint(s) 1, 5 except 7=512(LC 1), 6=390(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 393/272, 2-3=-309/213 WEBS 2-7=-399/305, 3-6=-315/233 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C;IEncl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 14-2-12 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 100 lb uplift at joint(s) 1 except Qt=lb) 5=116, 7=234, 6=194. Welter P. Finn PE No22839 rATek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 Ist a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. prevent of 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, seeANSVIPI7 CuallfyCriteria, DSO-89 and BCSI SuQdhV Component 6904 Parke East Blvd. Safety lnto6oNonavaliable from Truss Plate institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209749 75533 MVB Valley 1 1 Job Reference (optional) L;namoers Iuss, Inc., fort Fierce, I-L 5-1-2 0.1JV s Mar 1 1 ZV 10 WHIM InVUbMes, IM. rII OUP eO IZ:VZ;00 LV 10 Faye I ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-1 ECROgVfFvCfM_PMrUaVSsoHq_gCZ94ZTePTOyZ6DF 3x4 11 3 3x4 5 4 3x4 11 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.31 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 4 n/a n/a BCDL 110.0 Code FBC2017/TP12014 Matrix-S LUMBER-' BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORb 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD I REACTIONS. (lb/size) 1=158/9-9-10, 4=203/9-9-10, 5=502/9-9-10 Max Horz 1=237(LC 11) Max Uplift 1=-47(LC 8), 4=-101(LC 9), 5=-236(LC 12) Max Grav 1=158(LC 1), 4=228(LC 17), 5=502(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-333/238, 3-4= 206/257 WEBS 2-5=-391/335 PLATES GRIP MT20 244/190 Scale=1:23.1 Weight: 35 lb FT = 20% 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: AS10E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17fh B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; IEncl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 9-7-14 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 100 lb uplift at joint(s) 1 except Qt=lb) 4=101, 5=236. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII CuaXy CrUedo, DS8.69 and BCS1 BuildUrg Component 6904 Parke East Blvd. Safety Intotinaffanovaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply BUSBY T15209750 75533 MVC Valley 1 1 Job Reference (optional) cnamoers iruss, mc., rorr t-ierce, rL ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-1 ECROgVfFvCfM_PMrUak?SsjCgzvCai4ZTePTOyZ6DF 5-0-3 3x4 11 2 Scale = 1:15.8 3 I 3x4 i I 3x4 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 0.91 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.37 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 i Code FBC2017/TPI2014 Matrix-P Weight: 18lb FT=20% LUMBER-: BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=213/5-0-3, 3=213/5-0-3 Max Harz 1=147(LC 9) Max Uplift 1= 81(LC 12), 3= 92(LC 9) Max Grav 1=213(LC 1), 3=232(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-219/298 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave--lft; Cat. II; Exp C;IEncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 4-10-7 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22839 tfUTek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE M11-7473 rev. 10103/2015 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 appllcobllity 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSYMI f Quality CrBedo, DSB-89 and BCSi BuOdIng Component 6904 Parke East Blvd.fabrication.'storage, Safety /nfohnaf anavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209751 75533 MVD Valley 1 1 Job Reference (optional) unambers truss, Inc., r-On Fierce, t-L 3x4 I D:ktEEmrbmUYewaHR5i?gf9?yZV4D-WOmpEOVHODKV_8_YPC5zYfP5XEOFxlyDn7Nz?gyZ6DE 3x4 II 2 3 Scale = 1:8.7 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.11 DEFL. in (loc) Udefl Ud Vert(LL) n/a n/a 999 PLATES GRIP MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.04 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/TP12014 Matrix-P Weight: 7 lb FT = 20 LUMBER- ' TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 1 2x4 SP No.3 REACTIONS. (lb/size) 1=79/2-4-3, 3=79/2-4-3 Max Horz 1=55(LC11) Max Uplift 1=-30(LC 12), 3_ 34(LC 12) Max Grav 1=79(LC 1), 3=86(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=451t; L=24ft eave=4ft; Cat. II; Exp C; lEncl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 100 lb uplift at joint(s) 1, 3. Welter P. Finn PE No.22839 MTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M➢-7473 rev. IO/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 aril 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 MOW 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, seeANSI/IPII GualByCdfeda, DS"P and BCSI BuIIding Component 6904 Parke East Blvd. Safety Infomraf anovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply BUSBY T15209752 75533 SDGE1 GABLE 1 1 I Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL F - ' �.-� �y� I D:ktEEmrbmUYewaH R5i?gf9?yZV4D-w? Rys1 Y9J8i4rbi74KfgAI1 XBRJUBHOgU5cdc9yZ6D B 1-11-5 29.4-8 2 0.12 1-9-6 B-3-12 14-8-4 21-2-2 27-8-0 27-Q-15 2-012�.� 6-4-8 6+I-8 6-5-14 6-5-14 0- 15 2-0-12 0-1-15 1-6-9 1 Scale=1:70.9 45 I 3x4 I I 28 2726 25 24 292 22 21 3x4 = 5x6 - 3)(4 =17 78 15 7% 13 12 11 1 U 3x4 11 1-11-5 29-4-8 1-9-6 9-44 10-6a 19-1-1 20-0-4 27-8-0 z7-arts , 1-9-6 7.4-15 -1-1 B-6-14 b-11-'3 7-7-12 Plate Offsets (X Y)-- [2'0-2-9 0-2-8) [3:0-4-3 0-2-4J [4:0-4-0 o-3-Uj Is:0-4-0 U-s-oj I/:u-4-� u 2-uj,16:v-2-a,u-z-csl,lly:u--u,u-3-ut,11 LOADING l(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0A0 Vert(LL) -0.17 18-20 >785 360 TCDL 20.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.32 18-20 >403 240 BCLL 10.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.03 10 n/a n/a BCDL 110.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.07 18-20 >999 240 LUMBER-� TOP CHORD BOT CHORD WEBS OTHERS I REACTIONS. (lb) I i I i 2x4SPM30 2x4SPM30 2x4 SP No.3 2x4 SP No.3 PLATES MT20 GRIP 244/190 Weight: 350lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-26, 6-12 All bearings 9-4-4 except Qt=length) 21=0-3-8, 21=0-3-8, 17=0-3-8. Max Horz 28=521(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 23, 24, 27, 15, 14, 11 except 28=-226(LC 12), 26=-411(LC 12), 12= 401(LC 12), 10_ 211(LC 12), 22=-284(LC 17), 16=-348(LC 1), 21= 217(LC 12), 17=-268(LC 12) Max Grav All reactions 250 lb or less at joint(s) 22, 23, 24, 25, 27, 16, 15, 14, 13, 11 except 28=288(LC 1), 26=1189(LC 17), 12=1186(LC 18), 10=278(LC 1), 21=419(LC 1), 21=419(LC 1), 17=539(LC 1) FORCES. 1 (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-12521633, 5-6= 12511629, 6-7=-276/223, 2-28=-250/330, 8-10= 235/317 BOT CHORD 27-28=-399/436, 26-27= 399/436, 25-26=-162/1106, 24-25=-162/1106, 23-24=-162/1106, 22-23=-162/1106,21-22=-162/1106,2021=-162/1106,18-20=0/806,17-18=-101/897, 16-17=-101/897,15-16- 101/897,14-15=-101/897,13-14=-101/897,12-13- 101/897 WEBS 3-26=-634/306, 4-26=-1169/324, 4-20=-514/367, 5-20- 207/442, 5-18=-194/437, 6-18= 552/403,7-12=-690/328,6-12=-1121/304 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=17ft; B=45ft; L=29ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 14-8-4, Exterior(2) 14-8-4 tQ 17-8-4 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate 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) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 24, 27, 15, 14, 11 except Qt=lb) 28=226, 26=411, 12=401, 10=211, 22=284, 16=348, 21=217, 17=268. I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARMING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/rEKREFERANCE PAGE M11-7473 rev. 10103,2015 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 sot 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 MfTek7 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, seeANSU1PI1 Qua/ByCdfelta, DSB-89 and BCSI SuHdfng Component 6904 Parke East Blvd. Safety infomtaRonovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 T15209753 75533 SDGEB GABLE I 1 I 1 IJob Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. F I D:ktEEmrbmUYewaH R51?gf9?yZV4D-Ka75U3a2b24fi3RimSC 1-9-15 25.8-8 i -2-0.12 1.8-0 7-9-1 13.8-4 15-3:4 1%6-0 24-5-4 �5-6-9 27.4-8 2-0.12 1-8-0 5-11-3 5-11.3 1-7-0 4-2-12 4-11-0 1-1-5 1-8-0 0-1-15 0.1-15 4x5 11 7 3x4 11 0 // 14 J26 I 25 24 23 22v — 21 3x4 _- 6x8 — 4x4 I = 3x4 I 12:02:45 2018 Page 1 l Io Scale =1:67.4 3x4 = 1-9-15 25-8-8 0 7-9-1 12-7-12 153-0 24-5-0 25-6-8 i 27-0-8 i 1 6 0 5-173 4-10.11 2-7-8 9-2-0 1-1-5 1-8-0 0-1.15 0-1-15 Plate Offsets (X Y) - [3:0-5-0 0-0-12] [5.0-3-0 Edge] [5:0-0-0 0-1-12] [15:Edge 0-3-8] [18:0-2-8 0-3-0] [20•Edge 0-1-8] [40:0-2-2 0-0-0] LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.21 18-19 >819 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.46 18-19 >377 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.03 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.06 19 >999 240 Weight: 286lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc purlins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. e-20,11-17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 18-19,17-18,15-16. OTHERS 2x4 SP No.3 1 Row at midpt 8-19 WEBS 1 Row at midpt 6-22 REACTIONS. All bearings 12-11-4 except Gt=length) 15=0-7-4, 21=0-3-8. (lb) - Max Horz 26=471(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 23, 21 except 26= 133(LC 12), 15=-255(LC 12), 25= 223(LC 11), 22= 1032(LC 12) Max Grav All reactions 250 lb or less at joint(s) 26, 25, 23, 24 except 15=783(LC 1), 22=1730(LC 1), 21=262(LC 3) FORCES. I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 97/392, 3-4=-560/1009, 4-6= 552/1117, 6-7=-502/248, 7-6=-432/280, 8-9=-490/250, 9-1 1=-1 661/698, 11-13=-1252/463, 13-14=-662/236, 2-26=-156/338, 14-15= 619/245 BOT CHORD 25-26=-474/283, 24-25= 474/283, 23-24=-474/283, 22-23=-474/283, 21-22=-326/79, 20-21=-326/79, 18-19= 126/644, 11 -1 8=-854/443, 15-16= 160/422 WEBS 3-25=-276/284, 3-57= 898/569, 22-57=-891/565, 6-22=-2023/979, 6-19=-433/1063, 9-19— 761/426, 9-18=-411/966, 16-18=-83/454, 13-18=-336/978, 13-16=-501/171, 19-22= 648/557 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=27111; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 13-8-4, Exterior(2) 13-8-4 to 16-8-4 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate 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) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 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 Walter P. Finn PE No.22839 will fit between the bottom chord and any other members. MiTek USA, Inc. FL Cart 6634 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 21 except 6904 Parke East Blvd. Tampa FL 33610 Gt=lb) 26=133, 15=255, 25=223, 22=1032. Date: September 28,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE MII-7473 rev. 1010=015 BEFORE USE —M Design val�d 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 buckling of Individual truss web and/or chord members only. Addiflonai temporary and permanent bracing MiTek7 prevent 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, seeANSUM11 GuaMyCrBeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety tntormaRonovailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209754 75533 VA Valley 1 1 Job Reference (optional.) Chambers Truss, Inc., Fort Pierce, FL 8.I30s Mar 1 1 2018IVII I CR IIIUUDUIeS, Inc;. Fr. oeP—o i—:— . — ,aye I D:ktE EmrbmUYewaH R5i?gf9?yZV4D-onhTi PbgMMCW KDOuJAjcKSBAd3i6484FOjaglwyZ6D7 9-4-5 19-10-13 30-5-5 39.9-9 i 9-4-5 10-6-8 10-6-8 9-4-5 Scale: 3/16"=1' Sx6 = V 5X6 = 21-1-0 5X6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.35 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 168lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP N0.3 `Except` 14-18: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 39-9-9 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (lb) - Max Harz 1=270(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 11 except 12=-242(LC 12), 14= 195(LC 12), 15=-232(LC 12), 20= 242(LC 12), 18= 195(LC 12), 17=-232(LC 12), 19=-1 02(LC 12), 13=-1 02(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 11, 19,13 except 16=449(LC 17), 12=530(LC 1), 14=457(LC 18), 15=600(LC 18), 20=530(LC 1), 18=456(LC 17), 17=601(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 5-6=-199/336, 6-7=-199/328 WEBS 6-16= 261/0, 10-12=-411/327, 8-14= 319/228, 7-15=-392/336, 2-20=-411/327, 4-18=-319/229, 5-17=-393/336 NOTES- ' 1) Unbalanbed roof live loads have been considered for this design. 2)-Wind: ASCE 7-10; VuIt=160mph (3=second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 1-0-4 to 5-0-0, Interior(1) 5-0-0 to.19-10-13, Exterior(2) 19-10-13 to 23-9-9, Intedor(1) 30-5-5 to 38-9-5 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 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 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) 1, 11 except at=lb) 12=242, 14=195, 15=232, 20=242, 18=195, 17=232, 19=102, 13=102. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 I ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 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 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 damaqe. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality CtBeda, DSO-89 and BCSI BaUd&V Component Safety lnformaBonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 , Job Truss Truss Type city Ply T15209755 75533 VB Valley 1 1 J'oubsR"eyference (optional) unamoers I russ, Inc., rorr rrerce, rL ,.w ID:ktEEmrbmUYew.Z5i?gf9?yZV4D-HzFroIb gLNyNb4ttFrtLkl6S5_pbvPdNJOHN' 10-6-8 110-6-8 4-9-7 Scale = 1:49.7 44 = 4 2x3 11 2x3 11 3x6 = 2X3 11 2x3 11 2x3 11 LOADING ,(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL �20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 7 n/a n/a BCDL 110.0 Code FBC2017/TP12014 Matrix-S Weight: 114 lb FT = 20% LUMBER- j BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS; 2x4 SP No.3 REACTIONS. All bearings 30-7-14. (Ib) - Max Horz 1=226(LC 11) Max Uplift All uplift 100lb or less atjoint(s) 1, 7 except 9=-326(LC 12), 12=-326(LC 12), 13=-222(LC 12), 8=-222(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 10=606(LC 17), 9=719(LC 18), 12=719(LC 17), 13--479(LC 1), 8=479(LC 1) FORCES. � (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-188/258, 4-5=-188/252 WEBS 4-10=-330/75, 5-9= 534/409, 3-12_ 535/409, 2-13=-370/297, 6-8=-370/295 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 1-0-4 to 4-1-1, Interior(1) 4-1-1 to 15-3-15, Exterior(2) 15-3-15 to 18-4-11, Interior(1) 25-10-7 to 29-7-10 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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, with BCDL = IO.Opsf. 6) Provide [mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except Qt=lb) 9=326, 12=326, 13=222, 8=222. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10102,2015 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 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 MiTek7 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, seeAAFSWII QualifyCdfeda, DS"9 and SCSI Building Component 6904 Parke East Blvd. Safety /nfolmaf/olravallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply BUSBY T15209756 75633 VC Valley 1 1 Job Reference (optional) cnamoers Truss, mu., ran rieice, rL 10-8-0 I D:ktEEmrbmUYewaHR5i?gf9?yZV4D-19pD65cwuzTEZW AHRbm4PZHTYsNRY34Ys13xppyZ6D5 4x4 = 3 Scale=1:38.0 3x4 i 9 14 8 7 15 6 3x4 2x3 11 3x6 = 2x3 11 2x3 11 21-4-0 LOADINGI (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.42 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S LUMBERii BRACING - PLATES GRIP MT20 244/190 Weight: 80 lb FT = 20 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-4-0. (lb) - Max Harz 1= 185(LC 10) Max Uplift All uplift 100 lb or less at joints) 1, 5 except 6=-333(LC 12), 9=-333(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=458(LC 17), 6=662(LC 18), 9=662(LC 17) FORCES.I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-271/59, 4-6=-515/403, 2-9_ 515/403 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24fh eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 10-8-0, Exterior(2) 10-8-0 to 13-M zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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, with BCDL = 1o.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Qt=lb) 6=333,I9=333. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312015 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 bulldinq 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, seeANSUIpir Gaa/By CtSerlh, DS8.89 and SCSI SuQdfng Component 6904 Parke East Blvd. SalWyIntomroHanavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209757 75533 VD Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I ek Industries, Inc. Fri Sep 28 12:02:49 2018 rage 1 ID:ktEEmrbmUYewaHR5i?gf9?yZV4D-DMNbKRdYfHb5BgIT?IHJympkBGolHXzi5hoVMFyZ6D4 8-0-0 16-0-0 8-0-0 8-0-0 Scale=1:27.0 4x4 = 16-0-0 16-0-0 ((psf) LOADING SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a n/a 999 BCLL j 0.0 Rep Stressincr YES WB 0.09 Horz(CT) 0.00 5 n/a n/a BCDL i10.0 Code FBC2017/TP12014 Matrix-S Weight; 58lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb) - Max Horz 1=-136(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5, 7 except 6=-239(LC 12), 8= 239(LC 12) Max Grav All reactions 250lb or less at joint(s) 1, 5 except 7=333(LC 1), 6=464(LC 18), 8=464(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-7= 257/102, 4-6=-374/316, 2-8=-374/316 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except Qt=lb) 6I239, 8=239. I Welter P. Finn PE No.22839 Mir& USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 10MWO15 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 nn MiTek7 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, seeANSWIT Quality CiBeda, DSB-89 and SCSI Bu8dlag Component Safety fnfOnnaBonovailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Atexandrla. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply BUSBY T15209758 75533 VE Valley 1 1 Job Reference (optional) chambers truss, Inc., port Nlerce, FL - wv a rvm1 1 1 — i ry .. — 11....11—, , „ -.F — , y.. . I D:ktEEmrbmUYewaHR5i?gf9?yZV4D-DMNbKRdYfHb5BgIT?IHJymphoGiOHX4i5hoVMFyZ6D4 5-4-0 10-8-0 5-4-0 5-4-0 Scale=1:18.3 4x5 = 2 4 3x4 i � 2x3 11 3x4 � 10-8-0 10-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 1 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) n/a n/a 999 MT20 244/190 TCDL - 20.0 Lumber DOL 1.25 BC 0.40 Vert(CT) n/a n/a 999 BCLL 1 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-S Weight: 35lb FT=20% LUMBER; TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERSI 2x4 SP No.3 REACTIONS. (lb/size) 1=216/10-8-0, 3=216/10-8-0, 4=512/10-8-0 Max Horz 1= 87(LC 10) Max Uplift 1= 101(LC 12), 3=-101(LC 12), 4=-181(LC 12) Max Grav 1=21 B(LC 21), 3=222(LC 18), 4=512(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-365/295 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24fh eave=4f; Cat. II; Expj C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 5-4-0, Exterior(2) 5-4-0 to 8-4-0 zone; end vertical left and fight exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gablelrequires 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 mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=101;, 3=101, 4=181. Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101V3/2015 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 buss system. Before use, the building desisol gner must verify Tt1e applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of IrxJivfdual truss web and/or chord members only. Addittonal temporary and permanent bracing MiTek' is always requlred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabric6lton, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII CrralllyCrUerlo, DSB�9 and BCSI BuUding Component 6soa Parke East Blvd. S.I.from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply BUSBY T15209759 75533 VF Valley 1 1 Job Reference o ptional l:namDerS I russ, mc., rorr rierce, rL 2-8-0 3x4 i 2 I D:ktEEmrbmUYewaH R5i?gf9?yZV4D-hYw_XmeBQbjypgJfYOoYV_MyZg3i0?hrJ KY2uiyZ6D3 3x6 = 5-4-0 3x4 Scale = 1:11.1 5-4-0 Plate Offsets (X Y)-- [2.0-3-0 Edgel LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.25 DEFL. In (loc) Udefl Lid Vert(LL) n/a n/a 999 PLATES GRIP MT20 244/190 TCDL ' 20.0 Lumber DOL 1.25 BC 0.37 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 FBC2017ITP12014 Matrix-P Weight: 15lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=205/5-4-0, 3=205/5-4-0 Max Harz 1— 38(LC 10) Max Uplift 1=-83(LC 12). 3= 83(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-1 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=4511; L=24ft; eave=4ft; Cat. 11; Exp, C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) ' Thisltruss 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 fit1between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. i Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 28,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 sot 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 MiTeW 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, seeAIJSUIPIi GuaiilyCflfeffa, DS849 and SCSI Building Component 6904 Parke East Blvd. Satoik Infonnaflonavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 w Symbols � Numbering System �,& General Safety Notes PLATE LOCATION AND ORIENTATION 14- 3/ 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. - -I- For 4 x 2 orientation, locate plates 0-1/ib' from outside edge of truss. This symbol indicates the required direction of slots in connector plates, • Plate location details available in MiTek 20120 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. BEARING 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. -DSB-89; -Design-Standard for Bracing_— --__ BCSI; Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate CZonnected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTffIED BY END JOINT NUMBERS/LETTERS 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 MiTO-k MiTek Engineering Reference Sheet; Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties, 5, Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% 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 ff, 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 vrith ANSI/TPI 1 Quality Criteria.