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Lumber des These truss MiTek® ISM RE: J33917-J33917A - LABERGE StLUCE Site Information: Customer Info: Ann LaBerge Project Name: M Lot/Block: Subdivi; Address: Refuge Lane City: Port St Lucie / St Luce Co State: F Name Address and License # of Structural Engi Name: Address: City: General Truss Engineering Criteria & Design Loading Conditions): Design Code: FBC2017/TP12014 Wind Code: ASCE 7-10 [All HeighII Roof Load: 40.0 psf This package includes 25 individual, dated Truss D With my seal affixed to this sheet, I hereby certify tt conforms to 61G15-31.003, section 5 of the Florida values are in accordance with ANSI/TPI 1 section 6.3 signs rely on lumber values established by others. fv%xv " MiTek USA, Inc. 6904 Parke East Blvd. el: Custom Tampa, FL 33610-4115 n: rida er of Record, If there is one, for the building. License #: State: (Individual Truss Design Drawings Show Special 1 Program: MiTek 20/20 8.2 Speed: 170 mph Load: N/A psf gn Drawings and 0 Additional Drawings. I am the Truss Design Engineer and this index sheet and of Professional Engineers Rules. No. I Seal# I Truss Name Date No. Seal# 1 Truss Name I Date 1 IT13643764IA01 3/30/18 118 1 T13643781 PBB 3/30/18 12 I T13643765 I A02 1 3/30/18 119 1 T13643782 1 PBC 1 3/30/18 13 I T13643766 I A03 1 3/30/18 120 1 T13643783 1 PBD 1 3/30/18 14 1 T1 3643767 1 A04 1 3/30/18 121 1 Ti 36437841 V4 1 3/30/18 15 1 T13643768 1 B01 GE 1 3/30/18 122 1 T13643785 1 V8 1 3/30/18 16 1 T13643769 1 B02 1 3/30/18 123 1 T13641,3786 1 V12 1 3/30/18 17 I T13643770 1 B03 1 3/30/18 124 J T1364-37871 V16 1 3/30/18 18 1 T13643771 1 C01 1 3/30/18 125 1 T13648788 1 V20 1 3/30/18 19 1 T13643772 1 CO2 1 3/30/18 110 1 T13643773 1 CO3G 1 3/30/18 Ill I T1 3643774 1 C04G 1 3/30/18 112 1 T13643775 1 C05 1 3/30/18 113 1 T13643776 1 D01 GE 1 3/30/18 114 1 T13643777 1 D02 1 3/30/18 115 1 T13643778 1 M5 1 3/30/18 116 1 T13643779 1 MV3 1 3/30/18 117 1 T13643780 1 PBA 1 3/30/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (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. %%%'k � . ... DJ'', 380 . r r - r ��'• Paz ST E OF 4tJ I��I�t1 Thomas A. Mani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 30,2018 FILECOPYbam-nii,Thomas 1 of 1 Client: 1'r'5.0LIOSTART °Project: l' ! Address: Date: 8/22/2017 Page 1 of 2 Designer: Job Name: DESIGN SOFTWARE - Project #: LVLO1 LP-LVL 290OFb-2.OE 1.750" X 11.875" 4-Ply - PASSED Level: Level 1 1 SPF 2 Hanger (HHUS7.25/10) " H7" 21A 1/I 21'4 1/ 2" Member Information I Reactions lb (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 4 Design Method: ASD 1 1996 1538 0 0 0 Moisture Condition: Dry Building Code: IBC 2012 2 1994 1536 0 0 0 Deflection LL: 480 Load Sharing: Yes Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp <= 100°F Bearings Bearing Input In Cap. React D/L Total Ld. Case Ld. Comb. Length Analysis lb 1 - SPF 3.500" 1.500" 79% 1538 / 1996 3534 L D+L Analysis Results 2- 3.313" 1.500" 45% 1536 / 1994 3529 L D+L Hanger Analysis Actual Location Allowed Capacity Comb. Case Moment 18099 ft-lb 10'8 3/8" 41397 ft-lb 0.437 (44%) D+L L Shear 3435 Ib 1'2 5/8" 15794 lb 0.217 (22%) D+L L LL Defl inch 0.427 (L/588) 10'8 3/8" 0.523 (L/480) 0.820 (82%) L L TL Defl inch 0.756 (L/332) 10-8 3/8" 1.047 (L/240) 0.720 (72%) D+L L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.329", Long Term = 0.493" 3 Fasten all plies using 2 rows of SDW22634 at 24" o.c. Maximum end distance not to exceed . 12". 4 Refer to last page of calculations for fasteners required for specified loads. 5 Simpson fasteners applied from a single side of the member use tip values where published. 6 Fill all hanger nailing holes. 7 Girders are designed to be supported on the bottom edge only. 8. Top must be laterally braced at a maximum of 10'3 3/8" o.c. 9 Bottom unbraced. 10 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side I Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform Near Face 120 PLF 187 PLF 0 PLF 0 PLF 0 PLF 9'-4" flr joist Self Weight 24 PLF I Notes Manufacturer Info Louisiana-Pacific Corp This component analysis is based on the loads, geometry and other conditions as entered by the user 414 Union Street, Suite 2000 and listed in this report The user is responsible to ensure the accuracy of the Input and the appicability to Nashville, TN 37219 the actual conditions of the structure for which this (888) 820-0325 component is intended. This analysis is valid only for the www.lpcorp.Com product listed. Copyright 2016 All rights reserved by Louisiana Pacific APA: PR-L280, ICC-ES: ESR-2403, LADES: RR-25783, Florida: FL15228 Corp. 414 Union St Suite 2000, Nashville, TN 37219 This design is valid until 12/31/2017 LP SolidStart Design Version 1.0 (Build 16.7.095) Powered by iStruct- Client: -Project: S O RT Date: 8/22/2017 Designer: Page t°rz + Address: Job Name: OFMARE DESIGN SOFTWARE Project #: LVL01 LP-L-VL 290OFb-2.OE 1.760" X 11.876" 4-Ply - PASSED - Level: Level 11 7/8" 1 SPF 2 Hanger (HHUS7.25/10)4 H7" 21'4 1/2" 21'4 1/2" Multi -Ply Analysis Fasten all plies using 2 rows of SDW22634 at 24" o.c.. Maximum nd distance not to exceed 12" Capacity 76.7 % Load 230.0 PLF Yield Limit per Foot 300.0 PLF Yield Limit per Fastener 300.0 lb. Yield Mode Lookup Edge Distance 2" Min. End Distance 3" I I I l Notes Manufacturer Info Louisiana-Pacific Corp This component analysis Is based on the loads. geometry and other comStions as entered by the user and listed In this report. The user is responsible to 414 Union Street, Suite 2000 ensure the accuracy of the input and the applicability to Nashville, TN 37219 the actual conditions of the structure for which this (888) 820-0325 component is intended. This analysis is valid only for the product fisted. W W W.I000fD.COm Copyright 2016 Al fights reserved by Louisiana Pacific Corp. 414 Union St Suite 2000, Nashville, TN 37219 This design is valid until APA: PR-L280, ]CC -ES: ESR-2403, LADBS: RR-25783, Florida: FL15228 12/31/2017 LP SolidStart Design Version 1.0 (Build 16.7.095) Powered by i5truct- Client: Date: 8/22/2017 Page 1 012 1 t j,l SOLI-D STA RT"i d: Designer: Address: Job Name: pF51GN SOFTWARE - - Project #: LVLO1 LP-LVL'.290OFb-2.OE 1.760" X 11.876" 14-Ply - PASSED Level: Level (. G - 1 SPF 2 Hanger (HHUS7.25/10) 21'4 1/2" HT' 21'4 1/2" Member Information I Reactions Ib (Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 4 Design Method: ASD 1 1996 1538 0 0 0 Moisture Condition: Dry Building Code: IBC 2012 2 1994 1536 0 0 0 Deflection LL: 480 Load Sharing: Yes Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp <= 100°F Bearings Bearing Input In Cap. React D/L Total Ld. Case Lid. Comb. Length Analysis lb 1 - SPF 3.500" 1.500" 79% 1538 / 1996 3534 L D+L 2- 3.313" 1.500" 45% 1536 / 1994 3529 L D+L Hanger Analysis Results I Analysis Actual Location Allowed Capacity Comb. Case Moment 18099 ft-lb 10'8 3/8" 41397 ft-lb 0.437 (44%) D+L L Shear 3435 lb 1'2 5/8" 15794 Ib 0.217 (22%) D+L L LL Defl inch 0.427 (U588) 10-8 3/8" 0.523 (U480) 0.820 (82%) L L TL Defl inch 0.756 (U332) 10'8 3/8" 1.047 (U240) 0.720 (72%) D+L I L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection: Instant = 0.329", Long Term = 0.493" 3 Fasten all plies using 2 rows of SDW22634 at 24" o.c. Maximum end distance not to exceed 12". 4 Refer to last page of calculations for fasteners required for specified loads, 5 Simpson fasteners applied from a single side of the member use tip values where published. 6 Fill all hanger nailing holes. 7 Girders are designed to be supported on the bottom edge only. 8 Top must be laterally braced at a maximum of 10'3 3/8" o.c. 9 Bottom unbraced. 10 Lateral slenderness ratio based on single ply width. ID Load Type Location Trib Width Side 'Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform Near Face 1 120 PLF 187 PLF 0 PLF 0 PLF 0 PLF 9'-4" flrjoist Self Weight 24 PLF Notes Manufacturer Info Louisiana-Pacific Corp This component analysis is based on the loads, geometry and other conditions as entered by the user and listed In this report The user is responsible to 414 Union Street, Suite 2000 ensure the accuracy of the Input and the applicability to Nashville, TN 37219 the actual mnGtons of the structure for which this (888) 820-0325 component is intended. This analysis is valid only for the www.IDcomcom product fisted. Copyright 2016 All rights reserved by Louisiana Pacific APA: PR-L280, ICC-ES: ESR-2403, LADBS: RR-25783, Florida: FL15228 Corp. 414 Union St Suite 2000, Nashville, TN 37219 This design is valid until 12/31/2017 LP SolidStart Design Version 1.0 (Build 16.7.095) Powered by iStruct- Client: Date: 8/22/2017 Page 2 of 2 1 T" S O L I D STA RT'Pro;ect: Designer: DESIGN SOFTWARE Address: Job Name: Project #: LVLO1 LP-LVL 290OFb-2.OE 1.750" X 11.875" 4-Ply - PASSED Level: Level 2 Hanger (HHUS7.25/10) CN 11 7/8" • 1 SPF H7" 21'4 1121' 21'4 1/2" Multi -Ply Analysis Fasten all plies using 2 rows of SDW22634 at 24" o.c.. Maximum end distance not to exceed 12" Capacity 76.7 % Load 230.0 PLF Yield Limit per Foot 300.0 PLF Yield Limit per Fastener 300.0 lb. Yield Mode Lookup Edge Distance 2" Min. End Distance 3" ' I I I I i Notes Manufacturer Info Louisiana-Pacific Corp This component analysis is based on the loads, geometry and other conditions as entered by the user 414 Union Street, Suite 2000 and listed in this report The user is responsible to ensure the accuracy o1 the Input and the applicability to Nashville, TN 37219 the actual conditions o1 the structure for which this (888) 820-0325 component is Intended. This analysis is valid oNy for the www.iOcoro.com product ed. C dght 2018 Al rights reserved by Louisiana Pacific Copyright APA: PR-L280, ICC-ES: ESR-2403, Corp. 414 Union St Suite 2000, Nashville, TN 37219 This design is valid until LADBS: RR-25783, Florida: FL15228 12/31/2017 LP SolidStart Design Version 1.0 (Build 16.7.095) Powered by i5truct- Job Truss Truss Type Qty Ply �LABERGE T13573219 J33917-J33917A A01 ROOF SPECIAL 1 2 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 3x6 i 2 1 20 3x6 = 2x4 I I 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:01 2018 Page 1 I D:e 1 ZK?Nn4BvfTKjw36zS_t2zCxUd-Iz7XHiPyCtt4N F45fgxeFp9BBjemQ?dQxeWg?zYObG 26.11-4 29.74 32-8-1 4 513-0 5.4-3 5.4-3 ' 2-8-0 1-44 1-4-12 1-4-0' D 11-4 4-4-12 1-4-0' 5x12 = 3.0010 1-3-4 1-8-12 2x4 11 8.00 12 2x4 11 2x4 11 8 2x4 11 3x6 = 2x4 11 3x6 i 9 2x4 11 2x4 2=4 I I 3x6 i 10 11 6 7 2 II 1213 i�x4 I I x 4x8 �i -� 2 14 2x4 II 5 6x8 = 2x4 II 4x6 = 3x6 2x4 II 2x4 II 3x6 �i 15 4x6 — 3 4 5x6 �- 6.00 12 16 3x4 Boa 17 19 18 5x10 = 48 = 2x4 II LOADING (psf) SPACING- 1-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 TCDL 10.0 Lumber DOL 1.25 BC 0.52 BCLL 0.0 Rep Stress Incr NO WE 0.21 BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS DEFL. in (loc) I/defl Ud PLATES Vert(LL) 0.05 14 >999 240 MT20 Vert(CT) -0.30 14-39 >999 180 Horz(CT) 0.07 12 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 9-13: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 5-18: 2x6 SP No.2, 12-14: 2x6 SP SS WEBS 2x4 SP No.3 `Except' 10-14,8-14: 2x6 SP No.2 REACTIONS. (lb/size) 1 B=2180/9-6-14, 19=-322/9-6-14, 20=-402/9-6-14, 12=12B3/0-3-8 Max Horz 20=316(LC 8) Max Uplift 19=376(LC 18), 20=-446(LC IS) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/779, 3-5=0/1640, 5-7=0/493, 7-8=268/245, 8-10=198610, 10-11 =1 977/0, 11-12=-2669/0 BOT CHORD 19-20=-283/229, 17-18=2160/0, 5-17=1346/109, 16-17=1495/0, 15116=463/0, 14-15=110/291, 12-14=0/2635 WEBS 3-19=0/723, 17-19=541/0, 3-17=-848/0, 5-16=0/1111, 7-16=-91U/U, 7-15=0/664, 8-15=-637/0, 11-14=766/0, 8-14=0/2014, 2-20=01465, 2-19=-640/0 ' Scale=1:99.1 GRIP 244/190 Weight: 513 lb FT = O% Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered' at 0-9-0 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 (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=38ft; eave=511; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 19=376, 20=446. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard `IIIII11111111" %%` MPS A GEN No 39380 � * r Intl Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: �— ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE 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 property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 iQuality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 March 22,2018 Job Truss Truss Type Qty Ply �LABERGE T13573219 J33917-J33917A A01 ROOF SPECIAL 1 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=30, B-13=-30, 18-35=10, 14-17=10, 12-14=-132(F=-122) 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:01 2018 Page 2 ID:e1 ZK?Nn4BvrrKjw36zS_t2zcxUd-Iz7XHiPyCtt4NF45fgxeFp9BBjemQ?dQxeWg?zYObG ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11•7473 rev. 10/03/101 S BEFOREUSE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only., Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE I T13573220 J33917-J33917A A02 ROOF SPECIAL 9 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 0.130 s Mar 11 2U18 fit! rek Industries, Inc. I nu Mar zz 11:37:Uz zU18 Page 1 ID:el ZK?Nn4BvrrKjw36zS_t2zCxUd-D9hwU2QcjW?khXgGfMCABTML9bzFVl?nfaN3CRzYObF 5 7-14 10-10-14 16-3-1 21-7-4 28 4-0 32 8-1 38-0-0 9 4 5-7-14 5-3-0 5-4-3 5-4-3 6-8-12 4 4-1 5-3-15 4 5x8 3.00112 Scale = 1:89.2 8.00 12 2x4 I I 7 3x6 = 3x6 i>5x8 2x4 3x6 i 10 6 5 11 12 N 4x8 �i 4 3x6 = 3x6 1i 3x6 i 14 3 5x6 i 6.00 12 2 0 15 3x4 1 �16 18 17 5x10 = 3x4 = 3x6 II 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.29 13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.50 13-24 >650 180 BCLL 0.0 ' Rep Stress Incr YES WB, 0.74 Horz(CT) 0.23 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 222 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 4-17: 2x6 SP No.2 WEBS 1 Row at midpt 7-13 - WEBS 2x4 SP No.3 REACTIONS. (lb/size) 17=2112/0-8-0, 11=1008/0-4-0 Max Horz 17=632(LC 8) Max Uplift 17=-1618(LC 8), 11=-641(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-354/425, 2-4=-795/1028, 4-6=672/416, 6-7=-1008/620, 7-9=-2364/1416, 9-10=-2373/1332, 10-11=-2797/1628 1 BOT CHORD 1-18=266/394, 17-18 495/586, 16-17=-2078/1552, 4-16=-1491/1078 115-16=-898/452, 14-15=385/864, 13-14=-382/997, 11-13=-1488/2698 WEBS 2-18=251/303, 16-18=374/399, 2-16=573/671, 4-15=613/1122, 6-15=-891/613, 6-14=-125/501, 7-14=-373/192, 7-13=-989/1844, 9-13=-374/376, 10-13=-509/354 NOTES- 1) Unbalanced roof live loads have been considered for this design. I ``III I I I II f 1III 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL'i 6.Opsf; h=20ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; Lumber ,� pp PS A, A • �e �j, ; DOL=1.60 DOL=1.60 % O\+` •,. E N q2 �� plate grip ���,<� .•'�G S+'•. •• �' •'. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 39380 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=1618,11=641. 'b 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum 44/ ' sheetrock be applied directly to the bottom chord. 0 , If Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.1 Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply LABERGE I T13573221 J33917-J33917A A03 ROOF SPECIAL 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 11:37:03 2018 Page 1 I D:el ZK?Nn4BvrrKjw36zS_t2zCxUd-hLFIhNREUg7bJhPTD4jPjguUt?KCEAPwuE7dltzYObE 7-8-0 15-1-5 21-7-4 28-4-0 32 8-1 38 0-0 7-8-0 755 65 15 6-8-12 4-4-1 5 3 15 4-0 5x10 zz 3.00112 Scale = 1:89.4 8.00 12 2x4 I I 6 3x6 c 7 8 2x4 5x6 i 9 5 10 11 w I� 12 3x6 5x8 = 3x6 = 4x8 i 4 13 3 3x4 2x4 �� 14 6.00 12 2 3x6 15 1 3x4 16 5x10 3x6 = 71 7 A 1. A n 1. A A 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) 0.41 12 >884 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.54 12-22 >669 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.29 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 206 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 10-12: 2x4 SP No.1 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3'Except* 4-16: 2x6 SP No.2 REACTIONS. (lb/size) 16=1902/0-8-0, 10=1218/0-4-0 Max Horz 16=632(LC 8) Max Uplift 16=-1325(LC 8), 10=-795(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-366/360, 2-4=-461/551, 4-5=-1294/642, 5-6=-1485/970, 6-8=-3138/2027, 8-9=-3137/1944, 9-10=-3609/2228 1 BOT CHORD 1-16=230/351, 15-16=-606/365, 13-15=-785/1378, 12-13=-710/1423, 10-12=206813483 WEBS 4-16=1480/1047, 4-15=702/1304, 5-15=736/585, 5-13=121/320, 6-12=1288/2249, 8-12=-374/371, 9-12=487/339, 2-16=-199/303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.0psf; h=20ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; erid vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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) 16=1325, 10=795. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. I `%011111111///A. �,, No 39380 F Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Isifor an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. (Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE T13573222 J33917-J33917A A04 ROOF SPECIAL 1 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 3x6 i 2x4 2 1 n 3x6 = u.13U s mar 11 zul6 MI i etc Inoustnes, Inc. I nu Mar zz 11:3/:u4 zuld rage 1 ID:e1ZK?Nn4BvfrKjw36zS_t2zCxUd-9YpgvjRsF7FSxr fnnEeGuRdEPjlzn146usAHKzYObD 26.11.4 29-74 32-8-1 34-114 15-15 21-74 24-34 I 5.7 8-0-0ll013 7-5-5 65-15 2--0 4-0 30-0-1-20 9-00 14-12 0-114 Scale = 1:91.5 5xl2 = 3.00112 2x4 I I 8.00 12 2x4 11 2x4 11 6 2x4 II 3x6 ::z 2x4 II 2x4 11 >2x4 II 2x4 = 5x5 �i 9 2x4 II 5 10 11 w r� 4 II 2x4 II 2x4 II 4x6 = 2x4 II 48�i 2x4 II 14 13 2x4 II o 3 3x4 i 2x4 II 14 6.00 12 15 3x6 i 3x4 16 6x8 33-7-4 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.09 12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.37 12-38 >976 180 BCLL 0.0 Rep Stress Incr NO WE 0.19 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 480lb FT=O% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 I TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 10-12: 2x6 SP SS WEBS 2x4 SP No.3 *Except* 4-16,8-12: 2x6 SP No.2, 6-12: 2x8 SP No.2 REACTIONS. (lb/size) 16=1139/0-8-0, 10=1600/0-4-0 Max Horz 16=316(LC 8) Max Uplift 16=475(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1 TOP CHORD 2-4=-230/275, 4-5=-908/61, 5-6=1161/66, 6-8=-3265/0, 8-9=-3255/0, 9110=3898/0 BOT CHORD 15-16=-312/174, 13-15=-152/927, 12-13=0/1110, 10-12=0/3821 i WEBS 4-16=-927/340, 4-15=-122/880, 5-15=-513/147, 5-13=01302, 9-12=-708/0, 6-12=0/2654 NOTES- 1) 2-ply truss to be connected together with IOd (0.131"xY) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered atIO-9-0 oc. ill\1 1111111111 j ��/�� Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. ,%%%�-nPg A A �e �j� 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 O\V` •,. • • • E N $�•, 9�j/ ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. G ��� 3) Unbalanced roof live loads have been considered for this design. ,���,`�`,.�� 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=38ft; eave=5ft; Cat. NO 39380 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide '• 44/ 1.10 ' will fit between the bottom chord and any other members. O ��✓ 0i�T Q;•• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) ��� R Q 16=475. �j�s , 9) This trussstructural wood sheathing be applied,directly to the top chord and 1/2" gypsum applied ��i10 N A� sheet rock be directly to the bottom chord 1111111 %�� LOAD CASE(S) Standard Thomas A. Alban! PE No.39380 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cert 6634 Uniform Loads (pif) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-6=30, 6-11=30, 16.34=10, 12-16=10, 10-12=132(17=122) Date: March 22,2018 I ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall 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 oftrusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE I T13573223 J33917-J33917A B01GE GABLE 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.13u s Mar 11 Zu18 MI I eK Industries, Inc. I nu Mar 22 11:3I:Ub ZU18 Page 1 I Diet ZK?Nn4BvrrKjw36zS_t2zCxUd-5wwQKPT6n[VAA881 uCG6LJ W2gCR7RWkMaCLHMCzYObB 164 -0 19-0-0 21-7-4 7S2 6.2-14 0.9.E 14-0 '1.4-0 1-" 1-3-4' 7-1-15 4b10 4.9-3 1-10-11 2x4 11 2x4 11 2x4 I I 2x4 11 5x8 = 2x4 11 2x4 I I Sx8 M18SHS = Sx6 WB = 8.0o 12 2x4 II 5 2x4 115 5 7 2x4 II 56 8 2x4 II 2x4 2x4 11 4 I 2x4 11 3x6 i 2x4 11 4x8 2x4 II 2x4 11 3 2 28 2 I 4x6 11 9 2x4 11 5x 2 a II 2x4 1 2x4 1 I 3x4 1 2x4 I I I • 27 26 25 24 57 23 22 20 19 18 17 16 15 14 13 12 11 10 3x6 —_ 2x4 II 3x6 = 3x4 = 3x8 = 21 2x4 II 2x4 II 2x4 11 2x4 11 58 2x4 i 2x4 II 2x4 II 2x4 II 2x4 II 2x4 11 3x6 11 2x4 I I 2x4 I I 14W LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.06 23-24 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.11 24-26 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 8-9: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 I BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 9-10,4-28,28-29: 2x6 SP No.2 JOINTS OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-4-0 except (jt=length) 27=0-8-0. (lb) - Max Horz 27=597(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 11 except 23=540(LC 5), 17=220(LC 5), 27=695(LC 8), 10=51O(LC 8), 22=-104(LC 3) Max Grav All reactions 250 lb or less at joint(s) 20, 19, 18, 16, 15, 14, 13, 12, 11 except 23=1338(LC 13), 23=1089(LC 1). 17=451(LC 16), 27 =I943(LC 1), 10=522(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. iI TOP CHORD 1-2=-273/165, 2-4=-731/676, 4-5=-595/644, 5-7=-352/587, 7-8=352/587, 8-9=-432/505, 9-1 0=-501/530 BOT CHORD 26-27=484/986, 24-26=484/987, 23-24=-260/579 WEBS 2-26=0/261, 2-24=487/351, 24-28=-115/512, 5-28=135/542, 5 29=810/221, 23-29=879/278, 7-23=-472/407, 8-17=-421/237, 2-27=-896/569 PLATES GRIP MT20 244/190 M18SHS 244/190 Scale = 1:85.1 Weight: 400 lb FT = 0% Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc puffins (6-0-0 max.): 5-8. Rigid ceiling directly applied. 1 Row at midpt 2-24, 5-29, 7-23, 8-17 1 Brace at Jt(s): 28, 29 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind ,(normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIIrPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except (jt=lb) 23=540, 17=220, 27=695, 10=510, 22=104. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ,,,\\\I11111►11111, A, �.` �� • G E N No 39380 jz F : 41J 111 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEIPAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use onlywith MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Jr.. s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.' Tampa, FL 36610 Job - Truss Truss Type City Ply LABERGE T13573224 J33917-J33917A B02 Piggyback Base 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 I 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:07 2018 Page 1 ID:e 1 ZK7Nn4BvfTKjw36zS_t2zCxUd-Z7UoXIUIY2e1 oijESwnLuW3BBdIAz4Wps5quezYObA 7-1-15 7-1-15 4-5.10 4-9-3 5xe = Scale = 1:71.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.22 9-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.41 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.07 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 256 lb FT = O% LUMBER- TOP CHORD 2x4 SP No.2 D Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 7BH 2-0-0 oc purlins (4-3-5 max.): 4-6. WEBS 2x4 SP No.3 D Rigid ceiling directly applied. 1 Row at midpt 2-14, 5-12, 6-10, 2-17, 7-9 REACTIONS. (lb/size) 17=1576/0-8-0, 9=1453/0-4-0 Max Horz 17=598(LC 7) Max Uplift 17=921(LC 8), 9=787(LC 8) Max Grav 17=1649(LC 13), 9=1593(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=335/165, 2-4=1771/1046, 4-5=1470/1055, 5-6=1470/1055, 6-7= j1485/935, 7-8=280/242, 8-9=-278/242 j BOT CHORD 16-17=-819/1900, 14-16=-81911901, 12-14=-613/1584, 10-12=-449/1219, 9-10=-379/966 WEBS 2-16=0/252, 2-14=3941363, 4-14=125/476, 4-12=149/359, 5-12=480/420, 6-12=-345/672, 7-1 0=-1 27/491, 2-17=1837/927, 7-9=1534/723 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas, where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=921, 9=787. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied Idirectly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. `,,�11111111/11�',I No 39380 .0 i %0T •0;O P �_41 OR ' , 9 ON A Inn Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not�- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.' Tampa, FL 36610 Job Truss Truss Type City Ply LABFRGE I T13573225 J33917-J33917A B03 Piggyback Base 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:07 2018 Page 1 ID•e17K7Nn46vrrKiw36zS t27CxL1d-77L1oXIL11Y2e1oliFSwnLuW3DacoeA2QWns5aue7YObA 5x5 = 3x4 = 1 3x4 = 3x4 = 3x8 = 3X6 II Scale = 1:59.9 3X4 = -0-0 1 5-5 2 -4- 1 8 -0 7-0-0 0.4- 7-1-5 I 6-115 6-11-5 Plate Offsets (X,YI— f5:0-6-4,0-2-41.f6:0-2-8,0-3-01.f13:0-2-8.0-2-121 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 0.59 Vert(LL) -0.07 9-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.12 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) -0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 198 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 7-8: 2x6 SP No.2 REACTIONS. (lb/size) 8=727/Mechanical, 13=1521/0-8-0 Max Horz 13=785(LC 7) Max Uplift 8=643(1-C 5), 13=1197(LC 8) Max Grav 8=928(LC 13), 13=1521(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-8, 5-11, 6-9. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=356/349, 2-3=-431/524, 3-5=-563/277, 5-6=-496/424, 6-7=496/424, 7-8=-778/660 BOT CHORD 1-13=-224/347, 11-13=-818/466, 9-11=-585/556, 8-9=275/254 1 WEBS 3-11=3771862, 5-11=-314/332, 5-9=166/297, 6-9=458/484, 7-9=-583/761, 2-13=-184/278, 3-13=-1245/925 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.0psf; h=20ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas, where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.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=643, 13=1197. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. except end verticals, and 7-9 ``,`IIIItI11fII�',I NS A. q�e,i��i No 39380 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 with possible personal Injury and property damage. For general guidance regarding the n/i iTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE T13573226 J33917-J33917A C01 Attic 10 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 11:37:08 2018 Page 1 ID:e1ZK?Nn4BvfTKjw36zS_t2zCxUd-1J2Bl5VNJMmuPSIQOdlaQkcR1021vX4f1 WgOQ5zYOb9 ,1 4-12, 4-8-8 6 0-151 11-11-4 17-9-9 ,19-2-0, 23-10-8 25-3-4, 1 4-12 4-8-8 1-4-7 5-10-5 5-10-51�-7 4 8-8 1 4-12 4x8 = I 1x4 11 4x8 = Scale = 1:63.1 3x6 i 4 29 5 30 cz 6 US 8.00 12 3 7 3x8 18 20 21 22 19 3xB 2 1x4 = 4x8 = 4x4 II 1x4 = 4 I 8 x 1 1 17 0 9 0 , 3x4 = I 1 1 3x4 = US = 16 15 14 13 12 11 3x8 II 7x6 — 6x8 = 6x8 = 7x6 — US II 4.10-4 14-2-0 -0•q 23-10-8 23-1,1-8 0-0-12 4-8-8 1145.8 4-8-8 0-1-0 Plate Offsets (X,Y)—f4:0-5-12.0-2-01.16:0-5-12,0-2-01,112:0-3-0.0-5-41,f15:0-3-0.0-5-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.28 12-15 >989 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.43 12-15 >647 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(CT) 0.01 11 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Attic -0.27 12-15 645 360 Weight: 251 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x8 SP SS 'Except' 2-0-0 oc purlins (4-11-2 max.): 4-6, 2-17, 8-10. Except: 1-17,9-10: 2x4 SP No.3, 13-14: 2x8 SP No.2 5-6-0 oc bracing: 16-17, 10-11 WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied. 2-16,8-11: 2x6 SP No.2 WEBS 1 Row at midpt 15-18, 12-19 JOINTS 1 Brace at Jt(s): 20, 21, 22 REACTIONS. (lb/size) 16=1211/0-8-0, 11=121110-7-4 Max Horz 16=652(LC 7) r Max Uplift 16=569(LC 8), 11=-488(LC 8) Max Grav 16=1424(LC 17), 11=1424(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-882/404, 3-4=-864/552, 4-5=-1224/937, 5-6=-1224/937, 6-7=-864/554, 7-8=-881/404, 16-17=-1784/566, 2-17=-1738/535, 10-11 =-1 784/475, 8-10=-1738/486 i BOT CHORD 15-16=623/479, 12-15=283/833 WEBS 15-18=326/301, 3-18=-341/303, 12-19=326/301, 7-19=341/303, 2-15 304/1436, 8-12=-304/1436, 4-21=488/687, 5-21=382/354, 6-21=-488/687 ' NOTES- 1011111111111I 1I1 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=i6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. �1 A ``t�MPS II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. No 39380 4) Plates checked for a plus or minus 0 degree rotation about its center. * .. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 on member(s). 18-20, 20-21, 21-22, 19-22 4ij psf) 8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-15 9) Provide truss to bearing 0 0 ••, �(/ �i '� �••• Q;•• mechanical connection (by others) of plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) ( Q ����� ��� �s 16=569, 11=488. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum . sheetrock be applied directly to the bottom chord. �1I1/j� N AI 11) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE Thomas A. Albani PE No.39380 VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. MiTek USA, Inc. FL Cert 6634 TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 6904 Parke East Blvd. Tampa FL 33610 13) Attic room checked for U360 deflection. Date: March 22,2018 I ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE,PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Isalways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS[fTP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE I T13573227 J33917-J33917A CO2 Attic 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 4-8-8 6-0-151 11-11-4 4-8-8 1;7 5-105 4x8 = 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 11:37:10 2018 Page 1 ID:el ZK?Nn4BvfrKjw36zS_t2zCxUd-_iAx9nWdrzObfmRp72L2V9hmcgiVNPUyVgJUVzzYOb7 5-10-5 '1-4-7' 4-4-12 ' 1-8-6 1x4 11 4x8 = Scale = 1:63.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL L25 TC' 0.49 Vert(LL) -0.38 12-15 >738 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.48 12-15 >580 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(CT) 0.01 11 n!a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Attic -0.35 12-15 489 360 Weight: 251 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x8 SP SS 'Except' 1-17,9-10: 2x4 SP No.3, 13-14: 2x8 SP No.2 WEBS 2x4 SP No.3 `Except* 2-16,8-11: 2x6 SP No.2 I BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (5-0-0 max.): 4-6, 2-17, 8-10. Except: 5-4-0 oc bracing: 10-11 5-6-0 oc bracing: 16-17 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 15-18, 12-19 JOINTS 1 Brace at Jt(s): 20, 21, 22 REACTIONS. (lb/size) 16=1124/0-8-0, 11=1154/0-3-8 Max Horz 16=652(LC 6) Max Uplift 16=605(LC 8), 11=539(LC 8) Max Grav 16=1441(LC 17), 11=1479(LC 16) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or -less except when shown. TOP CHORD 2-3=-888/430, 3-4=-873/569, 4-5=-1222/952, 5-6=-1222/952, 6-7=-859/566, 7-8=878/435, 16-17=-1791/613, 2-17=-1748/582, 10-11 =1 923/562, 8-10=-18781561 BOT CHORD 15-16=620/482, 12-15=306/834 WEBS 15-18=362/282, 3-18=376/285, 12-19=367/286, 7-19=-382/289, 2-15=1348/1436, 8-12=-379/1554, 4-21=-486/678, 5-21=382/354, 6-21=-491/696 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpj=0.18; MWFRS (directional); cantilever left and right exposed ; end; vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 18-20, 20-21, 21-22, 19-22 8) Bottom chord live load (40.0 psf) and additional bottom chard dead load (0.0 psf) applied only to room. 12-15 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=605,11=539. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 13) Attic room checked for U360 deflection. ,0011111111111 %%OMp,S A 4�6l���i �� `r •' �GENg •,92�i No 39380 10 .00.. Q : �; 11111 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East 61vd. Tampa FL 33610 Date: ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For'general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 March 22,2018 Job Truss Truss Type I Qty Ply LABERGE T13573228 J33917-J33917A CO3G ATTIC GIRDER I 1 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 4x8 = 3x6 i 4 <3x8 o3 VII 17 16 3x8 11 7x6 = 12 4-8-6 9-11-13 I1x411 5 27 c, M 23 1 4x8 = 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:11 2018 Page 1 ID:e1 ZK?Nn4BvfrKiw36zS_t2zCxUd-SukJN6XFcH8SGvO?hlsH2MEuED616tJ6jU321 QzYOb6 't-4-7 ' 4-8-6 2-0-14 48 = 3x6 22 20 4x4 II 1 1x4 = NAILED NAILED 4x4 = 3x8 - 3x4 II 89 10 14 13 7x6 = 11 6x8 = 7x6 = 12 Sx5 = NAILED NAILED 25-11-0 131-10-11 19-2-0 23512 23-1 Scale = 1:69.4 0-0-12 4-e-8 535 3-10-14 5-35 4-4-12 - 0 2-0-14 Plate Offsets (X Y)— 14:0-5-12.0-2-01,16:0-5-12.0-2-01.f12:0-3-0.0-5-41.f13:0-3-0,0-5-41.f16:0-3-0,0-5-41 LOADING (psf) SPACING- 3-6-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.30 13-16 >949 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.42 13-16 >676 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.54 Horz(CT) 0.01 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Attic -0.28 13-16 623 360 Weight: 558 Ib FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x8 SP SS *Except* 1-18: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* BOT CHORD 2-17: 2x6 SP No.2 JOINTS REACTIONS. (Ib/size) 17=2111/0-8-0, 12=2349/0-4-0 Max Horz 17=1206(LC 7) Max Uplift 17=1023(LC 26), 12=1633(LC 8) Max Grav 17=2704(LC 15), 12=3247(LC 30) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ! TOP CHORD 2-3=-1743/745, 3-4=1573/963, 4-5=2211/1655, 5-6=2211/1655, 6-7=11611/985, 7-8=1735/740, 8-9=465/391, 9-10=326/294, 10-11=227/320, 17-18=-3480/1054, 2-18=-3404/1001 BOT CHORD 16-17=-1156/840, 13-16=-602/1610, 12-13=-310/417, 11-12=356/416 1 WEBS 16-19=-582/519, 3-19=-608/524, 13-20=-615/585, 7-20=642/590, 21-23=362/269, 22-23=-305/244, 2-16=-616/2817, 8-12=-2871/835, 8-13=-817/2836, 941=-664/536, 9-12=-1281 /899, 4-21=-64/314, 6-22=-56/324, 3-21=-371 /315, 7-22=-390/301, 5-23=-693/643, 6-23=-943/1249, 4-23=917/1228 2-0-0 oc pudins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Except: 6-0-0 oc bracing: 17-18 Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 1, 4, 6, 10, 19, 20, 9, 23 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 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=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end, vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 psf) on member(s). 19-21, 21-23, 22-23, 20-22 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-16 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) ,,��►111111//���, O,p,S A. No 39380 441 S10N A �E� .�`,, 11111I Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: March 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicabiiity of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314., Tampa, FL 36610 Job Truss Truss Type IQty Ply [ABERGEJ33917-J33917A T13573228 CO3G ATTIC GIRDER 1 2 b Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 I 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:11 2018 Page 2 ID:el ZK?Nn4BvfTKjw36zS_t2zCxUd-SukJN6XFcH8SGv0?hlsH2MEuED616tJ6jU321 QzYOb6 NOTES- 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 14) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, TF E FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 15) Attic room checked for L/360 deflection. LOAD CASE(S) Standard 1) Dead.+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=105, 24=105, 4-6=-105, 6-9=105, 9-10=105, 16-17=35, 13-16=52, 11-13=35, 19-20=17, 18-24=35 Concentrated Loads (lb) Vert: 10=-83(F) 11=28(F) 9=-27(F) 12=-9(F) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.: Tampa, FL 36610 Job Truss Truss Type Qty Ply �LABERGE T13573229 J33917-133917A C04G Attic Girder 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:13 2018 Page 1 I D:e1 ZK?Nn4BvfTKjw36zS_t2zCxUd-OHr400YV8uOAWDAOoAul7nJCP1 kXaiyOBoY951zYOb4 19-2-0 r1-4-12i 48.8 i6-0.15i 10-0-6 ,11-1d-4 i13.10-2 , 17-9.9 19.1-11 25-11-4 1-4.12 48.6 11.7 3-11-7 1-10i 14 1-10.14 3-11-7 1-0-2 6.9-0 4x8 = 1x4 I I 4x8 ¢0.6 Scale = 1:65.8 US 8.00 12 i 4 26 5 6 4x8 = 3x4 = 4x4 = 3 7 8 9 3x8 8 0 2I 22 21 19 2 1x4 4x8 4x4 x4 1' x4 I 1 I `} 17 Y 0 3 I I 16 15 14 i I 13 12 28 11 29 10 3x6 II 4x6 —_ 6x8 = 6x8 = 4x6 — 7x6 = 4x8 II HUS26 HUS26 i 48-8 9-11-13 13-10-11 19-2-0 23�-12 25-11-0 411 5 3-5 3=10-14 5�-5 44-12 2 4 8 Plate Offsets (X.Y)— 14:0-5-12.0-2-01. 16:0-5-12,0-2-01, 110:Edoe.0-3-81, 111:0-3-0,0-5-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.25 12-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.32 12-15 >874 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(CT) -0.00 11 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Attic -0.20 12-15 848 360 Weight: 570 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, - BOT CHORD 2x8 SP No.2 "Except' except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6, 7-9, 1-17: 2x4 SP No.3 2-17. Except: WEBS 2x4 SP No.3 *Except* 6-0-0 oc bracing: 16-17 9-10: 2x4 SP No.2, 2-16: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 12-15. JOINTS 1 Brace at Jt(s): 9, 20, 21, 22 REACTIONS. (lb/size) 16=1102/0-7-4, 11=2793/0-3-8 Max Horz 16=792(LC 7) Max Uplift 16=615(LC 26), 11=-2145(LC 5) Max Grav 16=1590(LC 15), 11=3454(LC 30) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1051/457, 3-4=925/560, 4-5=1308/980, 5-6=1308/980, 6-7=997/615, 7-8=830/472, 8-9=-493/409, 9-10=993/1075, 16-17=2083/662, 2-17=-2032/628 BOT CHORD 15-16=781/474, 12-15=525/944, 11-12=-439/438, 10-11=-291/262 ' WEBS 15-18=-344/316, 3-18=-357/317, 12-19=668/537, 7-19=681/536, 8-12=-879/2301, 8-11=-2284/1094,9-11=1128/904,20-22=-408/315,2-15=-450/1716,3-20=259/271, 7-21=-314/294, 5-22=-395/366, 6-22=-641/790, 4-22=575/767 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-8-0 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=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=26ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas;where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Ceiling dead load (5.0 psf) on member(s). 18-20, 20-22, 21-22, 19-21 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-15 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=615, 11=2145. 1111 `OMP'SI AI� ` No 39380 '••O R C? % IIII Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: WARNING • Verf/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE,PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.' Tampa, FL 36610 March 22,2018 Job Truss Truss Type Qty Ply �LABERGE T13573229 J33917-J33917A C04G Attic Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:13 2018 Page 2 j ID:e1ZK7Nn4BvtTKjw36zS_t2zCxUd-OHr400YV8uOAWDAOoAul7nJCP1kXaiyOBoY95lzYOb4 NOTES- 13) Use USP HUS26 (With 16d nails into Girder 8 16d nails into Truss) or equivalent ,spaced at 1-9-0 oc max. starting at 24-0-8 from the left end to 25-9-8 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 16) Attic room checked for L/360 deflection. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-60, 2-4=-60, 4-6=60, 6-7=-60, 7-9=-60, 15-16=-20, 12-15=-30, 10-12=-20, 18-19=-10, 17-23=-20 Concentrated Loads (lb) Vert: 10=721(B) 29=710(B) I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. , Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE T13573230 J33917-J33917A C05 ATTIC 10 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 '1-4-12' 4-8-8 '14-7' 48 = 3x6 i 4 8.00 12 3 3x8 G 16 19 2 1x4 = x4 I I 1 15 3x6 3x4 = 14 4-90„4 1 i6 IT X6 _ 12 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:14 2018 Page 1 I D:e1 ZK?Nn4BvrrKjw36zS_t2zCxUd-sTPS?8Z8uCW 17NIaMuF _g?rLeR5iJDHYQSHiekzYOb3 11-11419-2-0 23-6-12 5-10-5 9-10-5 1-4-7 4-4-12 1x4 11 08 = Scale = 1:63.1 24 5 25 6 3x6 - 18 4x8 = IF 20 3x X8 \\ 11 23-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.28 10-13 >984 240 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.43 10-13 >644 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.01 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Attic -0.27 10-13 651 360 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x8 SP SS *Except* 11-12: 2x8 SP No.2, 1-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* BOT CHORD 2-14,8-9: 2x6 SP No.2 WEBS JOINTS REACTIONS. (lb/size) 14=1201/0-8-0, 9=1066/0-4-0 Max Horz 14=698(LC 7) Max Uplift 14=562(LC 8), 9=411(LC 8) Max Grav 14=1404(LC 15). 9=1320(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. li TOP CHORD 2-3=876/397, 3-4=859/550, 4-5=-1217/932, 5-6=-1217/932, 6-7=-857/545, 7-8=858/391, 14-1 5=1 772/551, 2-15=-1727/521, 8-9=-17421420 BOT CHORD 13-14=670/473, 10-13=344/812 WEBS 13-16=-328/300, 3-16=343/303, 10-17=-345/355, 7-17=359/357, 2-13 298/1425, 8-10=-404/1476, 4-18=-484/679, 5-18=382/354, 6-18=-538/694 I PLATES GRIP MT20 2441190 Weight: 246 lb FT = O% Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-11-5 max.): 4-6, 2-15. Except: 5-6-0 oc bracing: 14-15 Rigid ceiling directly applied. 1 Row at midpt 13-16, 10-17 1 Brace at Jt(s): 18, 19, 20 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=D.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 16-19, 18-19, 18-20, 17-20 8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied, only to room. 10-13 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=562, 9=411. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 13) Attic room checked for U360 deflection. 11111111111111�, ONS A. No 39380 111111110 Thomas A. Mani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE T13573231 J33917-J33917A D01GE GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 1x4 II 1x4 II 3 2 8.13u s Mar 11 zu18 MI I eK Inaustries, Inc. I nu Mar'L'L 11:3/:1b LU18 rage 1 ID:el ZK?Nn4BvrrKjw36zS—t2zCxUd-KfzgDUamfWeuD(KmwbwDCCOi4rbZ2iLhe61 FABzYOb2 11-10-0 i 22-4-0 11-10-0 I 10-0-0 4x4 = Scale=1:52.8 6.00 12 1x4 II 10 1x4 II 1x4 II I9�11 1x4 II 8 3x4 i I 1x4 II 7 6 1x4 II 5 4 1x4 II 12 1x4 II 1x4 II 13 3x4 1415 1x4 II 16 1x4 17 II 1x4 II 2x4 11 18 19 r.�o��o��m���o��mo�m00000��oo�����mo�000�amo�oo� r r 224-0 Plate Offsets (X,Y)— r28:0-2-8.0-3-01 1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) n/a file 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.00 20 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 173 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD I Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 I except end verticals. WEBS 2x4 SP No.3 I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-4-0. (lb) - Max Horz 1=413(LC 7) Max Uplift All uplift 1001b or less atjoint(s) 20, 29, 31, 3-'--'-" 2,34,2, 25, 24, 22 except 1=131(LC 6), 28=-11 O(LC 7), 30=-114(LC 8), 33=102(LC 8), 35=184(LC 8), 26=-114(LC 8). 23=-100(LC 8), 21=-21 O(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 20, 1, 29, 30, 31, 32, 33134, 27, 26, 25, 24, 23', 22, 21 except 28=357(LC 8), 35=250(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=381/364, 2-3=334/299, 3-4=-312/284, 4-5=288/255, 5-7=263/237, 7-8=-239/298, 8-9=-219/376, 9-10=183/418, 10-11=-159/418, 11-12=143/376, 12-13 112/298 WEBS 10-28=-341/137 NOTES- 1) Unbalanced roof live loads have been considered for this design. 11111 111 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=2ft; Cat. ������ PS A. g1l�i�� 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end, vertical left and right exposed; Lumber ,� 0M DOL=1.60 plate grip DOL=1.60 ��� �` .•C E N S'•,'9jL 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 '• �' F •'. Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. No 39380 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. — 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with ally other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1(/ will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 29, 31, 32, 34, Q Q;•� ����� 27, 25, 24, 22 except (jt=lb) 1=131, 28=110, 30=114, 33=102, 35=184, 26=114, 23=100, 21=210. �••••,0 R , �? •,�SO N A` 1-��,�`. Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Ml'ek® connectors. This design is based any upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE T13573232 J33917-J33917A D02 Common 4 1 Job Reference o tional test UOasi I russ, Ft. coerce, FL 34846 6-1-7 5-8-9 i 8.00 12 3x4 4x4 -i 3 i 2 11 10 12 1x4 3x4 = I3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 TCDL 10.0 Lumber DOL 1.25 BC 0.42 BCLL 0.0 Rep Stress Incr YES WB 0.67 BCDL 10.0 Code FBC2017rrPI2014 -Matrix-AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* �I 7-8: 2x6 SP No.2 REACTIONS. (lb/size) 12=948/0-8-0, 8=820/0-8-0 Max Horz 12=414(LC 7) Max Uplift 12=584(LC 8), 8=442(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 24=897/644, 4-6=896/644, 6-7=-251/193 BOT CHORD 11 -1 2=322/973, 9-11=119/661, 8-9=-319/732 WEBS 2-11=263/333, 4-11=-208/445, 4-9=213/446, 6-9=251/327, 2-12=-951%607 6-8=833/413 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 11:37:16 2018 Page 1 ID:e1 ZK?Nn4BvfrKjw36zS_t2zCxUd-osXCQgbOQpmlNhvyUJSSIQxodEsin5crtmnpidzYOb1 17-6-9 22-4-0 5-8-9 4-9-7 4x6 11 Scale = 1:50.1 4 3x4 5 4x4 6 2x4 II 7 I 16 9 8 3x4 = 5x5 = DEFL. in (loc) I/deft Ud PLATES GRIP Vert(L-) -0.09 9-11 >999 240 MT20 244/190 Vert(CT) -0.14 9-11 >999 180 Horz(CT) 0.02 8 n/a n/a Weight: 131 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=241t; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=584, 8=442. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. S • • ��i No 39380 % .,�sS�O N A` Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verify design Paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1i 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 {�` /A� iTek• 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 itll fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE T13573233 J33917-J33917A M5 Jack -Open 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 N O M 3x6 3.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:16 2018 Page 1 TKjw36zS_t2zCxU d-osXCQgbO Q pml Nh vyUJSSIQxmwEs4n Dortmn pidzYOb1 Scale = 1:38.0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. I TC 0.57 BC 0.39 W3 0.14 Matrix -AS DEFL. in Vert(LL) -0.02 Vert(CT) -0.05 Horz(CT) -0.01 (loc) I/deft L/d 3-4 >999 240 3-4 >999 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 38 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=176/0-4-0, 2=132/Mechanical, 3=44/Mechanical Max Horz 4=384(LC 8) Max Uplift 4=32(LC 6), 2=196(LC 8), 3=210(1_C 8) Max Grav 4=209(LC 8), 2=172(LC 13), 3=192(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 3-4=-288/181 WEBS 1-3=235/374 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL 6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 11111, ,,���� /�, I,�,' will fit between the bottom chord and any other members. `-n �OPS q< 5) Refer to girder(s) for)truss to truss connections. ``I` e , G E•N 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=lb) &* �•�\ 2=196,3=210.... S. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum No 39380 sheetrock be applied directly to the bottom chord. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. i Y :• 44/ ��,O�s • • O R A11111 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply LABERGE I T13573234 J33917-J33917A MV3 Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC20171TPI2014 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=93/3-2-6, 3=93/3-2-6 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:17 2018 Page 1 ID:elZK?Nn4BvrrKjw36zS_t2zCxUd-H25adAcOB7uc gU910zhHdTlleHvWiiF_6QWME3zYObO 3-2-6 3-2-6 Scale = 1:9.4 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.15 I Vert(LL) n/a - n/a 999 MT20 244/190 BC 0.10 Vert(CT) n/a - n/a 999 WE 0.00 Horz(CT) -0.00 3 n/a n/a Weight: 10 lb FT = 0% - BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 1=78(LC 5) Max Uplift 1=-48(LC 8), 3=-53(LC 8) Max Grav 1=93(LC 1), 3=95(LC 13) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when showni, NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCD1_66.0psf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) 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, 3. `%%IttJIIII11111III `♦��'��..\'�G E NSF• ,92���'. NO 39380 � r � * ry- r r � ' z �� N A� Thomas A. Albans PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING - V.,Hy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For, general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.1 Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE I T13573235 J33917-J33917A PBA Piggyback 24 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 I 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:18 2018 Page 1 ID:e1ZK?Nn4BvfTKjw36zS_t2zCxUd-IEfzrWceyROTc 2LbjUwgrO982aeF8P7K4GvnWzYOb? 5-10-5 11-8-10 5-10-5 5-10-5 = Scale: 1/2"=l' 4x4 8.00 12 I 2 45 dI Id 3x4 = 6 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rFP12014 CSI. TC 0.33 BC 0.26 WB 0.07 Matrix-S DEFL. in Vert(ILL) 0.01 Vert(CT) 0.02 Horz(CT) 0.00 (loc) I/deft Ud 5 n/r 120 5 n/r 120 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 41 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD I Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=228/10-2-12, 4=228/10-2-12, 6=415/10-2-12 I Max Horz 2=176(LC 6) Max Uplift 2=181(LC 8), 4=-181(LC 8), 6=160(LC 8) Max Grav 2=228(LC 1), 4=241(LC 14), 6=415(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-257/179 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 2=181, 4=181, 6=160. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. r `,111111111111111 A. :���,�� ,• \'� G E N S�. •92� ice' No 39380 ' X. � S•'•.OR1, 'Cj,��� 411?�i`S��N Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 111II.7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply LABERGE T13573236 J33917-J33917A PBB GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 11:37:19 2018 Page 1 ID:e1ZK?Nn4BvfrKjw36zS_t2zCxUd-DQDL2sdGjk8KE8dX9R?9N2ZOcS_M_czHZk?TJyzYOb_ 7-1-15 1 14-3-14 7-1-15 I 4x4 7-1-15 = Scale: 3/8"=1' 6 1x4 II 1x4 II 5 7 8.00 12 1x4 II 1x4 I 4 8 1x4 II tx4 II 3 9 12 Z"'z 0 0. 0 0 d 3x4 = 18 17 16 15 14 13 12 1 x4 11 1 x4 11 1 x4 11 1 1 x4 11 1 x4 11 1 x4 11 1 x4 11 3x4 = 10 �1 io r� d d 1 14-3-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 71 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-3-14. (lb) - Max Horz 1=-218(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 11, 16, 17, 14, 13 except 8), 18=147(LC 8), 12=147(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 11, 2, 10, 15, 16, 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 1-2=250/281 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. 6), 2=-106(LC 8), 10=106(1_C 18, 14, 13, 12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCD I=6.Opsf; h=20ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withlany other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11. 16, 17, 14, 13 except (jt=lb) 1=169, 2=106, 10=106, 18=147, 12=147. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. ,,��>>� a urrrrri .,,%*- 0 s A. No 39380 i' 1 ies,r0 III Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING • Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing ta/� iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314Blvd. . Tampa, 6904 Parkrk 3e East ast Job Truss Truss Type City Ply LABERGE T13573237 J33917-J33917A PBC GABLE 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 I 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:20 2018 Page 1 ID:el ZK?Nn4BvrrKjw36zS_t2zCxUd-hdnjGBevU2GBrICkjBWOvG5YysJlj2XQoOlOgOzYOaz 7-1-15 14-3-14 7-1-15 7-1-15 4x4 = Scale: 3/8"=1' 4 8.00 12 1x4 II 1x4 II � _ 5 2 6 1 7 o m I� o d d 3x4 = 10 9 8 3x4 = 1 x4 11 I 1 x4 11 1 x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 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 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 55 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-3-14. (lb) - Max Horz 1=218(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 7, 2, 6 except 1=-113(LC 6), 10=-277(LC 8), 8=-277(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 7, 2, 6 except 9=268(LC 13), 10=376(LC 13), 8=374(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 1-2=244/254 WEBS 3-10=306/318, 5-8=304/318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCD LI=6.Opsf; h=20ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 1 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 ANSUTPI 1. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withlany other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2, 6 except Qt=lb) 1=113, 10=277, 8=277. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base trliss as applicable, or consult qualified building designer. `,11111111//�/� `% OMp,S�i4* No 39380 OR Ills , Thomas A. Albans PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED-3- REFERENCE PAGE Ml1.7473 rev. 1010312016 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply LABERGE T13573238 J33917-J33917A PBD GABLE 2 1 Job Reference (optional) East Coast Truss, ' Ft. Pierce, FL 34946 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:21 2018 Page 1 ID:el ZK7Nn4BvrrKjw36zS_t2zCxUd-9pK5TXfXFM01TSnwGs1 dSTejjFfXSVmal2UaMrzYOay 7-1-15 + 13-10-11 7-1-15 M-12 4x4 = Scale = 1:33.2 1 13-10-11 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 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 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 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S I Weight: 54 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-10-11. (lb) - Max Horz 1=215(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) 7, 2, 6 except 1=-111(LC i 6), 11=-277(LC 8), 8=277(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 7, 2, 6 except 10=267(1_C 13), 11=376(LC 13), 8=374(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=241/251 WEBS 3-11=3061318, 5-8=-304/318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;i end vertical left and right exposed; 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) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2, 6 except Qt=lb)1=111,11=277,8=277. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. ♦♦♦����p,S A!,A��'��i �•` `rO • � C E N S ' •; 9iji��i No 39380 X ,: 14/ OR Thomas A. Alhanl PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the piTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITPII quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply LABERGE T13573239 J33917-J33917A V4 Valley I 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 I 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:24 2018 Page 1 ID:e1ZK?Nn4BvrrKjw36zS_t2zCxUd-ZOOE5ZhPYHncKvWVy_bK46GFUTfCft OjOjEz9zYOav 2-M 4-0-0 2-M 2-M 3x4 = Scale = 1:9.4 2 8.00 12 2x4 i 1 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 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: 12 lb FT = 0% LUMBER- i BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=121/4-0-0, 3=121/4-0-0 Max Horz 1=48(LC 6) Max Uplift 1=-66(LC 8), 3=66(1_13 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ) NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL 6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable 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 area' where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. olk,1111111111,, .�pMPS A, A46,��ii No 39380 � r 5-0 N A� 1�;; �%� Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEIPAGE 114II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �y� 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, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.; Tampa, FL 36610 Job Truss Truss Type Clty Ply LABERGE T13573240 J33917-J33917A V8 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:24 2018 Page 1 ID:el ZK?Nn4BvfTKjw36zS_t2zCxUd-ZOOE5ZhPYHncKvvvVy__bK46GALTepft00jOjEz9zYOav 4-0-0 8-0-0 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 10.0 Lumber DOL 1.25 BC 0.21 BCLL 0.0 Rep Stress Incr YES WB 0.04 BCDL 10.0 Code FBC2017ITP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=151/8-0-0, 3=151/8-0-0, 4=261/8-0-0 Max Horz 1=112(LC 7) Max Uplift 1=-114(LC 8), 3=-114(LC 8), 4=77(LC 8) Max Grav 1=151(LC 1), 3=158(LC 14), 4=261(LC 1) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown) 4x4 = Scale = 1:18.4 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 28 lb FT = 0% 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. NOTES- i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.0psf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 1=114,3=114. `,, A 1111111//��,,, %%�� 0 .` •r• No 39380 � r � * r I ♦ .,S/0 NM_ 1�%%�,, Thomas A. Albanl PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ©WARNING- verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. -- Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE T13573241 J33917-J33917A V12 GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pi, 8 7 6 3x4 3x4 1x4 II I 1x4 II 1x4 II 1:37:22 2018 Page 1 yPByljFiE7vHzYOax Scale = 1:25.5 1 12-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight: 45 lb FT = 0% 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-0-0. (lb) - Max Horz 1=175(LC 6) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 5, 7 except 8=-269(LC 8),I6=269(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 7=268(LC 1), 8=362(LC 13), 6=362(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=303/315, 4-6=303/315 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable 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. `fit 11 f ►�� 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 fit between the bottom ♦♦♦% p,S A. will chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except ♦ ���`� �� G E IV Qt=1b) 8=269, 6=269. No 39380 10 s' -ON Ail - Thomas A. Albans PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING -Verify design paramefers and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not�- a truss system. Before use, the building designer must verify the applicability of design parameters and properly'Jnoorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LABERGE T13573242 J33917-J33917A V16 GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:22 2018 Page 1 ID:e1 ZK?Nn4BvrrKjw36zS_t2zCxUd-d?uThtf9OfWu5cM6gZYs_hBrdfybBypjFiE7vHzYOax 8-M 8-0-0 4x4 = 3x4 i 8 7 6 3x4 1x4 II 5x5 = 1x4 II Scale = 1:33.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress incr YES WB 0.11 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix-S Weight: 64 lb FT = 0% LUMBER- BRACING - 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 16-0-0. (lb) - Max Horz 1=239(LC 7) Max Uplift All uplift 100 lb or less at Joint(s) 1, 5 except 8=-322(LC 8), 6=-322(LC 8) Max Grav All reactions 250lb or less atjoint(s) 1, 5 except 7=258(LC 13), S=435(LC 13), 6=435(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=344/361, 4-6=344/361 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable 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 bottom ; 4�e /�� a live load of 20.Opsf on the chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between bottom `% 0\�`P; . • • • • • G E N 3 • •.; 9.1, �� will the chord and any other members. ���,`�` . •• �' F �� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Qt=lb) 8=322,6=322. No 39380 = 1k �� Fs • • • ,O R I Thomas A. Albans PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance�regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply LABERGE T13573243 J33917-J33917A V20 GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 11:37:23 2018 Page 1 ID:el ZK?Nn4BvfrKjw36zS_t2zCxUd-5CSsuDgnnzflilxJOH45Xuj?z3HxwOTtUMzgRjzYOaw 10-M 20-0-0 10-04) 10-0-0 4x4 = 1x4 II 1x4 II 1xv" _ 1x4 II 1x4 II Scale=1:41.2 20-0-0 Plate Offsets (X,Y)— I10:0-2-8,0-3-01 I LOADING (psf) SPACING- 2-0-0 CSI. I I DEFL. in (loc) Udeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 '1 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.32 1 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W3 0.15 I Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S II Weight: 85 lb FT = 0% LUMBER- BRACING - 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 20-0-0. (lb) - Max Horz 1=-303(LC 6) Max Uplift All uplift 100 lb or less at joints) 7 except 1=-116(LC 6), 11=-316(L08), 12=232(LC 8), 9=-316(LC 8). 8=232(1_C 8) Max Grav All reactions 250lb or less atjoint(s) 1, 7 except 10=404(LC 13), 11 �487(LC 13), 12=303(LC 13), 9=487(LC 14),8=303(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-11=346/365, 2-12=-250/276, 5-9_ 345/365, 6-8=250/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.5psf; BCDL=6.0psf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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) 7 except (jt=lb) 1=116, 11=316, 12=232, 9=316, 8=232. `%01111111111111/ %�``PS E N q<e,2 No 39380 on O N A 1��,%% 1n11 Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 AWARNING - V. ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 r Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-11fi For 4 x 2 orientation, locate plates 0- 'hug from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request PLATE SIZE The first dimension is the plate 4 x 4 width measured -perpendicular - to sfots. 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 numberwhere bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 Tf1P CHf1Rn.q o Ci-2 C2-3 q 4 WEBS U dam U O I— c7.8 c6a cea BOTTOM CHORDS 8 7 6 5 0 of O 2 U d O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS 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 16 MiTek � MiTek Engineering Reference Sheet: MII-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 ft. spacing," or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.