Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Truss
249 Maitland. Avenue, Suite 3000 Altamonte Springs, Florida 32701. P: (321)972-0491 I F: (321)972-04841 E: info@fdseng.com . Website: www.fdseng.com April 27, 2020 Building Department Ref:: :Adams Homes Lot:' Lot 5 Blk :2 Subdivision; Fort:Pierce.= Waterstone RECEIVED Address: :8308 Cristelle: Ct. Model: ' ' . . 2508 .0 -LHG 2CF IUiU. KA- # 20-3010 Permitting De St. Lucie Partment Truss Company: - Builders: First: Source �qurity.. Dateof drawings: 4/22/20 Job No.:' .. 2323058 .. Wind Speed:. .160 . . Exposure:. C Truss Engineer:. ."Joaquin Velez,' To whom, it may concern,_ We have reviewed the -truss design package for the project referenced above. This truss -package. complies .with the. original design -intent and the underlying structure will accommodate all. indicated loads. Weapprove the truss package :without comment based; upon the truss layout: and truss profiles supplied to us by the Truss. Company.with truss profiles sealed by the Truss; Engineer:. . Please:note, this review is only -for.general coriformance:with the.. design: concept of the project: Contractor or sub -contractor is, responsible.for'matching' . structural c is d, letai ' shown in. the construction documents. Contractor or.sub-contractor is ,a p nsi a for confirming all: quantities and dimensions; selecting: appropriate fabncati n pr c sse -and techniques; and coordinating workwith all other trades, Note:. Truss ID's_may vary.- If you Have any questions; please do not:hesiiate to call:: CODE COMPLIANCE Sincerely, LUCIE- COUNTY C' B`,� i�' F., •°OC Erg; ••. ®�� . m &O "° E 0 :..� •; ,� 0 t= .',1 4/27/2 20 wed ••° p � p,•.•••(�i,,`*�.., 'Carl A. Brown, P.E. Luis Pablo Pr�..••' �'ST'vdd M. Born; P.E: FL..# 56.126 FL. W 87864 � � 'Pv!A L E%A oo FL. # 82126 ' f�ia¢saeaesa .. .. . "Doing Business with -a Service:Mindset and an Eye 'for Detail 63 mpkl� Is Ism 111 .111 MEN � =i■ ■ems SIMPSON CONNECTOR SCHEDULE ROOF TRUSS Q . ID11 MODEL ' ,. ROOF UPLIFT SYMBOL 0 -..-J1 W :LUS24 ' _ 895. 490. 1L"' 0 A HTU26: 3600... 1555. ALA 0 .. B :HTU28 4680 2140 1iB,- 0' , . G HTU26-2 3600 2175 : J Lc - - 0 , :� D : . ' HTU28-2: 4680.. 3485' J.(D 0.' . E •HGUS26-2 . 15326 2155' 0 . F . HGUS28-2 . 7460' ' 3235 LF 0. G. HGUS2Cr3 523.0 2155 a I L 0.I H 'HGUS28-3 7460 3235- 0 J THJA-26 9100 4095 1 tJ 32 : 3X'8NOP'. , .. 1.0' t` ' .. .- _ o - ca in _ .. D - D. D. a a acing wall requ re . . .. .. o o S . , rider A06-A09 . .. .. 0' eei ing z 0 00 . EN :: .. 0 Reviewed a ved Revise.and Resubmit' n d APpro. 0 EN. z-o Do' .o T T 0 o 0 t ❑ Reviewed wA Notations Not Reviewed (see explanatioil)• . _ " E7V ro -oo .. .. . .. Corrections :or comrilents made on equipment subnuttals or Shop drawings during this review �do ' ENA 2-00�00: not relieve contractor from compliance- dratyings. and only.-for-reviewi of general proide with ctedoouments ? neraleck isliance B138 .. �EN ' :Z-o -00 With. the infolmationitgiven in. a contrainice co Thecontract r is t 8.: ce.Iln .. • ', .. g > D01S . respons le for.confiiming and coil; lating all quantities and dunensions;"selectirig fabrication,.. . ib 613A:' z-o =oo .: onstru work with diet of all other trade and proses hnrgiies of c ction;.coo dmating lus and D01 S' ' ,r ;r' C 2. ivork'in a sate end satisfy er performing fiist� cto'ry mane B13A.. .. .. 2-00-001 FPS ENGINEERING ASSOCI&99 DO1S. ' 2-01 o . Date: 04/27/2020 . By: Submittal No.: PtojecfNo:: 20 3010 Project Eng,:. L ' 'Torres x osed to wind z u o0 o _ Project Name: Adams - tone Lot S.BI` 2 Hom"es Fort Pierce Waters 13'00-00 : 6-06'00 .14-04-00. - 2-0 -00 N o . .. D02 ' . ca CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B1. SUMMARY SHEETS. - ALL PERMANENT.BRACING MUST,BE IN PLACE PRIOR: TO LOADING TRUSSES. ' (Is. SHEATHING; SHINGLES,'ETC.) - ALL INTERIOR BEARING WALLS' MUST BE IN. PLACE . PRIOR ..TO INSTALLING TRUSSES: REFER . TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING: If NUMBER OF. GIRDER-PLIES'AND NAILING SCHEDULE' 2) BEARING BLOCK_REOUIREMENTS. 3),SCAB DETAILS OF REQUIRED) 4j UPLIFT AND GRAVITY REAOTIONS. ' WARNING Baekchirges Will Not Be'Accepted '. Regardless of Fau@,Without Prior„ Notifidation By Customer Within'48 , Hours'And Investigation By ' Builders First Source. - .�IorzEcPnoys.' : . The General Contractor Is'Responsible For All Connections Othdr Than Truss . to Truss; Gable. Shear Wall, And. ' .. Connections, Temporary and ..' Permanent Braeing,-And Ceiling And - Roof Diaphragm Connections-.. ROOF PITCH: 6112 . CEILING PITCH:. 0112 .TOP CHORD SIZE: - 2 X 4 .BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: ' 16"' .END CUT:- Plumb .CANTILEVER:- - TRUSS SPACING: 24" .BUILDING CODE: F.BC2017 . " . BEARING HEIGHT SCHEDULE . Hatch .Legend 8'4i.aff. 10 -0.1' aff. BUILDER'.. Adams Homes' .. PROJECT: :' ; . SingleFamily. MonEL: ` 2$08 C / CR 2CG . ADDRES$c - . 8308 CRISTELLE CT ,. LOT I.BLOCK: . - 612• SUBDIVISION:. ' WATERSTONE CITY: 'FORT PIERCE DRAWN BY:: K SANCHEZ JOB• 9 : 7 2323068: - DATE:' 04121/2020 SCALE: PLAN DATE: 2020 REVISIONS:' 1. 2... 4. . 4408 Airport Road Plant City,: FL'33663 -Ph. (813) 305-130D Fa><(813). 3064301 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2323058 - LOT 5/2 WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 2323058 Model: 2508 (; Tea, FL 33610-4115 Lot/Block: 5/2 Subdivision: Waterstone-St Lucie County Address: 8308 Cristelle Ct., . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 42 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Mules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T20042240 A01 4/22/20 15 T20042254 A13 4/22/20 2 T20042241 A01A 4/22/20 16 T20042255 A14 4/22/20 3 T20042242 A01 B 4/22/20 17 T20042256 A15 4/22/20 4 T20042243 A02 4/22/20 18 T20042257 A16 4/22/20 RECEIVED 5 T20042244 A03 4/22/20 19 T20042258 A17 4/22/20 6 T20042245 A04 4/22/20 20 T20042259 B01 C 4/22/20 7 T20042246 A05 4/22/20 21 T20042260 B13 4/22/20 Jul 8 T20042247 A06C 4/22/20 22 T20042261 B13A 4/22/20 Y 9 T20042248 A07C 4/22/20 23 T20042262 B13B 4/22/20 10 T20042249 A08C 4/22/20 24 T20042263 Cl 4/22/20 Permitting Department 11 T20042250 A09C 4/22/20 25 T20042264 C3 4/22/20 St. Lucie County 12 T20042251 A10 4/22/20 26 T20042265 C5 4/22/20 13 T20042252 All 4/22/20 27 T20042266 D01 4/22/20 14 T20042253 Al2 4/22/20 28 T20042267 D01 S 4/22/20 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies REVIEWED FO&�T CODE COMPLIATC� ILL: (C�Opy The truss drawing(s) referenced abovAl-b y ir� OUNTY MiTek USA, Inc. under my direct supervision base ee j a -ameters _provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. 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 or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO 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 perANSI/TPI 1, Chapter 2. April 22,2020 Velez, Joaquin 1 of 2 Mffek" RE: 2323058 - LOT 5/2 WATERSTONE MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: Adams Homes Port St Lucie Project Name: 2323058 Model: 2508 C 2C Lot/Block: 5/2 Subdivision: Waterstone-St Lucie County Address: 8308 Cristelle Ct., . City: Fort Pierce State: FL No. Seal# Truss Name Date 29 T20042268 D02 4/22/20 30 T20042269 E7 4/22/20 31 T20042270 E7V 4/22/20 32 T20042271 E7VA 4/22/20 33 T20042272 E7VB 4/22/20 34 T20042273 E7VC 4/22/20 35 T20042274 F01 4/22/20 36 T20042275 H7 4/22/20 37 T20042276 PB1 4/22/20 38 T20042277 PB2 4/22/20 39 T20042278 PB3 4/22/20 40 T20042279 V2 4/22/20 41 T20042280 V3 4/22/20 42 T20042281 V4 4/22/20 2 of 2 Job 'r Truss Truss Type Ply LOT 5/2 WATERSTONE 2323058 A01 SPECIAL �Qty 5 1 T20042240 r2„use... n...rc.., ,.,. Job Reference(optional) -• - - - � • - ---- wuJu—, il- vvuu Apr zz i,+:6z:u'r zuzu rage 1 ID:? 1 YDfltmYJ 1 NmupVDA3te2z4H2S-fPAE?sVU WwOMgr2VRJPb3oXdxKNHn?cdjclOUbz0879 1-0-0 5-3-0 8-10.8 14-11-8 21-0-0 25-4-0 29-8-0 35.8-8 41-10.15 46.7-4 8-0.0 -4-0 5-3-0 3-7-8 6-1-0 6-0-8 4-0-0 4-4-0 6-0-8 6-2-7-12 1.5x8 STP = 29 1 0 4x6 = 5x6 = 3x6 = 5x6 = 6.00 12 6 31 7 32 33 8 3x4 = 18 36 1-45 22 2 20 3x6 = 2x4 11 6x8 = 39 15 14 40 3x8 = 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.21 15-16 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.42 13-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.07 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 4-21: 2x4 SP No.3 WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 2=0-8-0, 11=0-7-4, 21=0-3-8 Max Horz 2=376(LC 11) Max Uplift 2=421(LC 12), 11=-734(LC 12), 21=-928(LC 12) Max Grav 2=363(LC 21), 11=1540(LC 18), 21=1839(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-300/484, 3-4=-275/379, 4-5=-1210/709, 5-6=-1623/1050, 6-7=-1391/1031, 7-8=-1650/1121, 8-9=-1882/1149, 9-10=-2624/1357, 10-11=-2855/1479 BOT CHORD 2-22=-399/232, 21-22=-399/232, 19-21=-1714/784, 4-19=-1721/764, 16-18=-552/1435, 15-16=-581/1576, 13-15=-933/2033, 11-13=-1214/2499 WEBS 4-18=-465/1396, 6-16=-192/516, 7-16=427/250, 8-15=-240/557, 9-15=-687/474, 9-13=-69/454,10-13=-312/302, 5-18=-728/448,3-22=-288/216, 3-21=-368/571 1.5x8 STP = 35 Scale = 1:87.4 11 0' J17 0 IN PLATES GRIP MT20 244/190 Weight: 271 lb FT = 20 Structural wood sheathing directly applied. Rigid ceiling directly applied. Except: 4-0-0 oc bracing: 19-21 1 Row at midpt 7-16, 7-15, 9-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 21-0-0, Exterior(2) 21-0-0 to 24-0-0, Interior(1) 24-0-0 to 29-8-0, Exterior(2) 29-8-0 to 32-8-0, Interior(1) 32-8-0 to 48-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 421 lb uplift at joint 2, 734 lb uplift at joint 11 and 928 lb uplift at joint 21. 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. 0 0 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin W16zPE N6.68162> MITek USA, Inc..FL Cert 8634, 6964:ParkeEasFBlvd TampaFL3'J610; Date: April 22,2020 ® WARNING - Vadly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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-99 and BCSI Building Component 6904 Parke East Blvd. Saletylnlormagon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I • Job Truss Truss Type Qty Ply LOT 5/2 WATERSTONE 2323058 A01A SPECIAL 1 1 T20042241 Job Reference o tional - --- --------- - - - -r•-• •• n - .cw s rviar a 4— rvn r UK muusmes, inc. vvea Apr ZZ 14:6Z:Ub ZUZU rage 1 ID?IYDfitmYJlNmupVDA3te2z4H2S-bnl?QXXk2Xe4v9BuZkS39DdyD818FobwBwE7ZUz0877 1-0-0 6-1.8 7 2-1 9-7-11 14-11-8 21-0-0 2 -4-0 29-8-0 38-8-8 41-10-15 46-7-0 B-0.0 5-3-12 6-0-8 4-0-0 6-2-7 4-8-5 -0-12 6.00 12 2x4 �,, 4 1.5x8 STP = 3 30 1 1 2 4x6 = 20 0 23 22 3x6 = 46 = 6x8 = 5x6 = 3x6 = 5x6 = 8 32 9 33 34 10 19 18 39 3x8 = 3x8 = 17 16 41 3x8 =3x8 MT20HS = Scale=1:88.0 5x6 2 12 0 1.5x8 STP = o 36 13 0' 14fo 0 15 IN 3x6 = 4x6 = 7-2-12 fi-1-8 6-1r8 , 12-1-7 21-M 29-8-0 38-7-11 46-7-0 fi� 1-8 0- 0 4-10-11 8-10.9 0-11-4 8-8-0 8-11-11 7.11.9 —I Plate Offsets (X,Y)-- [5:0-0-0,0-1-12] [8:0-3-0 0-2-0] [10:0-3-0 0-2-0] [12:0-3-0 0-3-0] [23.0-3-8 0-3-0] 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 0.52 Vert(LL) -0.25 17-18 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.90 Vert(CT) -0.4815-17 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.12 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 270 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP Na.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied. Except: 4-23: 2x4 SP No.3 4-0-0 oc bracing: 21-23 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-18, 9-18, 9-17, 11-17 REACTIONS. (size) 2=0-8-0, 13=0-7-4, 23=0-4-0 Max Horz 2=376(LC 11) Max Uplift 2=-325(LC 12), 13=-780(LC 12), 23=-872(LC 12) Max Grav 2=274(LC 21), 13=1629(LC 18), 23=1867(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-260/359, 3-4=-269/414, 4-6=-193/312, 6-7=-2164/1241, 7-8=-1955/1230, 8-9=-1707/1194, 9-1 0=-1 827/1231, 10-11=-2079/1270, 11-12=-2818/1479, 12-13=-3043/1594 BOT CHORD 21-23=-18001796, 20-21=-826/1887, 18-20=-862/2105, 17-18=-717/1867, 15-17=-1041/2207, 13-15=-1315/2665 WEBS 7-18=-367/334, 8-18=-269/646, 9-18=-344/187, 10-17=-293/660, 11-17=-685/472, 11-15=-70/452,12-15=-305/297,6-20=0/330,6-21=-2429/1045 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 21-0-0, Exterior(2) 21-0-0 to 24-0-0, Interior(1) 24-0-0 to 29-8-0, Exterior(2) 29-8-0 to 32-8-0, Interior(1) 32-8-0 to 48-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Provide adequate drainage to prevent water ponding. electronically Signed and 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Velez, Joaquin, PE 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.0psf. Printed Copies Of this 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 325 lb uplift at joint 2, 780 lb uplift at document are not considered joint 13 and 872 lb uplift at joint 23. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum signed and Sealed and the signature re signature must be verified sheetrock be applied directly to the bottom chord. any must bverified copies. Joaquin W I& PE N6:68162i M TekUSA, Iffr.* 6k 634; , •6iO4'Parke;Ea91B]vd.,Tarnpa FL_33810 Date: April 22,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek` 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 ANS//TP11 Quality Criteria, DSB-09 and BCS/ 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 LOT 5/2 WATERSTONE T20042242 2323058 A01B HIP . 1 1 Job Reference (optional) s Flrstsource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:08 2020 Page 1 ID:YuAU BcHP W Cic6RhnNP_DwTzU6L_-YAQIrDY?a8uo9TLHg9UXEeilXxlmjlJDeEjEdMzO875 -1-4- 4-3-6 8-0-5 14-6-3 21-0-0 25.4-0 29-8-0 35-1-14 40-7-11 46-7-4 8-0- -4-0 4-3-6 3-8-15 6-5-13 6-5-13 4-4-0 4-4-0 5-5-14 5-5-14 5-11-9 1-4-1 Scale = 1:84.6 5x6 = 3x6 = 5x6 = nnnP-7 6 7 298 20 46 = 6x8 = LOADING (psq SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 LumberDOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except' 4-20: 2x4 SP No.3 WEBS 2x4 SP No.3 3x8 = 3x8 MT20HS = 21-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TC 0.53 Vert(LL) -0.2415-17 >999 240 MT20 244/190 BC 0.83 Vert(CT) -0.4215-17 >999 180 MT20HS 187/143 WB 0.82 Horz(CT) 0.08 11 n/a n/a Matrix -AS Weight: 274 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-17, 7-17, 7-15 REACTIONS. (size) 2=0-8-0, 20=0-5-0, 11=0-7-4 Max Horz 2=376(LC 11) Max Uplift 2=-184(LC 12), 20=-828(LC 12), 11=-737(LC 12) Max Grav 2=277(LC 21), 20=1959(LC 17), 11=1536(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-245/644, 4-5=-1630/969, 5-6=-1654/1098, 6-7=-1409/1087, 7-8=-1644/1173, 8-9=-186911207, 9-10=-2571/1430, 10-11=-2768/1492 BOT CHORD 19-20=-1822/1013, 4-19=-1752/1048, 18-19=-388/266, 17-18=-606/1523, 15-17=-619/1602, 13-15=-948/1975, 11-13=-1204/2408 WEBS 3-19=-509/311, 4-18=-903/1757, 5-18=-412/349, 6-17=-197/498, 7-17=-421/259, 8-15=-266/568, 9-15=-661/476, 9-13=-128/500, 10-13=-322/298 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 21-0-0, Exterior(2) 21-0-0 to 25-4-0, Interior(1) 25-4-0 to 29-8-0, Exterior(2) 29-8-0 to 33-10-15, Interior(1) 33-10-15 to 48-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 2, 828 lb uplift at joint 20 and 737 lb uplift at joint 11. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any.electronic copies. Joaquin 1(ei& PE No,661i32 MiTek'f)SA; Inc:FL Gent 6634, �69O4:Parke.East Bfvd.�Tampa FL:33810' Date: April 22,2020 ® WARNING- Verify design parameters end 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 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 iVliTek� 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 ANS/7TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saferyinformadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job s Truss Type Qty Ply TAOU2 T20042243 2323058 SPECIAL 1 1 �LOT512WATERSTONE Job Reference (optional) Builders Firssource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:10 2020 Page 1 ID:?1 YDfltmYJ 1 NmupVDA3te2z4H2S-UYXWGvaF6m8 WOmVfoa W?J3nZTIPIBi? W5YCKiFzO873 -1-4-0 6-0-14 8-11-0 13-0-4 21-0-0 25-4-0 29-8-0 37-7-12 45-7-8 4-0 6.0-14 2-10-2 4-1 4 7-11-12 4 4-0 4 4-0 7-11-12 7-11-12 6.00 12 Sx6 = 2x4 II 5x6 = 29 7 30 31 8 O 19 4x6 = 6x8 = 8-9-0 8-1,1-0 3x8 MT20HS = Scale = 1:84.7 c� 0 o 11 n Ib Io a N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.31 19-22 >341 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.58 12-14 >760 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.09 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 254lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied. 8-9,9-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.1 'Except' 2-2-0 oc bracing: 17-19 2-18: 2x4 SP No.2, 4-19: 2x4 SP No.3 WEBS 1 Row at midpt 5-17, 6-16, 7-14, 8-14 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 1-11-12 REACTIONS. (size) 2=0-8-0, 11=0-3-0, 19=0-3-8 Max Horz 2=362(LC 11) Max Uplift 2=-433(LC 12), 11=-619(LC 12), 19=-897(LC 12) Max Grav 2=405(LC 21), 11=1450(LC 18), 19=1798(LC 17) FORCES. (lb) -Mai. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-304/408, 3-4=-188/375, 4-5=-156/367, 5-6=-1574/1082, 6-7=-1602/1101, 7-8=-1602/1101, 8-9=-2250/1324, 9-11=-2382/1299 BOT CHORD 2-19=-420/236, 17-19=-1615/588, 16-17=-685/1290, 14-16=-593/1454, 12-14=-648/1500, 11-12=-1007/2029 WEBS 5-17=-2000/789, 5-16=0/401, 6-14=-116/584, 8-14=-85/291, 8-12=-304/693, 9-12=-373/429, 3-19=-300/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=451t; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 21-0-0, Exterior(2) 21-0-0 to 24-0-0, Interior(1) 24-0-0 to 29-8-0, Exterior(2) 29-8-0 to 32-8-0, Interior(1) 32-8-0 to 45-7-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This 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 433 lb uplift at joint 2, 619 lb uplift at joint 11 and 897 lb uplift at joint 19. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.681k.,- MiTeku5A;9nc.h 6k4634, 690d'Parke EasliWd'. Tampa FL;3$610, Date: April 22,2020 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mirEK REFERENCEPAGE MI1.7473 rev. 10103f2015 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 busses and truss systems, see AN51/TP/1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 512 WATERSTONE T20042244 2323068 A03 SPECIAL 1 1 Job Reference o [ional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:11 2020 Page 1 ID:?1 YDfItmYJ1 NmupVDA3te2z4H2S-yl5uTFbtt3GNOw4rMH1 EsGKIK9ohwAYfKCyuEhzO872 1-4-0 8-11-0 12-11-10 19.0-0 25 4-037-8-6 45-7-8 -4-0 8-11-0 4-0-10 6-0.6 6-4-0 6-4-0 6-0-6 7-11-2 Scale = 1:84.3 6.00 12 5x6 = 2x4 II 5x6 = 1 0 18 it 4x6 = 6x8 I 8-9-0 8-1,1-0 15-7-9 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber'DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 `Except* 7-10: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 `Except* 2-17: 2x4 SP No.2, 3-18: 2x6 SP No.2 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 1-11-12 i 28 0 29 30 7 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.75 Vert(LL) 0.3218-25 >331 240 MT20 2441190 BC 0.75 Vert(CT) -0.51 11-13 >872 180 MT20HS 187/143 WB 0.54 Horz(CT) 0.09 10 n/a n/a Matrix -AS Weight: 245 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 5-4-0 cc bracing: 16-18 WEBS 1 Row at midpt 4-16, 5-15 REACTIONS. (size) 10=0-3-0, 2=0-8-0, 18=0-3-8 Max Horz 2=402(LC 11) Max Uplift 10=-603(LC 12), 2=-345(LC 12), 18=-997(LC 12) Max Grav 10=1419(LC 18), 2=329(LC 21), 18=1828(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-196/372, 3-4=-116/476, 4-5=-1465/929, 5-6=-1743/1150, 6-7=-1743/1150, 7-8=-2150/1250, 8-10=-2301/1257 BOT CHORD 2-18=-259/53, 16-18=-1832/1017, 3-16=-326/341, 15-16=-491/1124, 13-15=-569/1395, 11 -1 3=-704/1562, 10-11=-974/1954 WEBS 4-16=-2000/984, 4-15=-47/474, 5-13=-287/702, 6-13=-374/357, 7-13=-68/333, 7-11=-202/569, 8-11=-307/364 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 19-0-0, Exterior(2) 19-0-0 to 22-0-0, Interior(1) 22-0-0 to 31-8-0, Exterior(2) 31-8-0 to 34-8-0, Interior(1) 34-8-0 to 45-7-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This 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 603 lb uplift at joint 10, 345 lb uplift at joint 2 and 997 lb uplift at joint 18. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velk PE No.68.182� MiTek USA; Inc.IFL CeR'6634; 8904 ;Parke.EasfBlvd..iampa fL 33610 Data: April 22,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101031205 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety/nformadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 r Job Truss Type city Ply LOT 512 WATERSTONE TAOu4 T20042245 2323058 SPECIAL 1 1 Job Reference (optional) • ^�•����� 1' �^r, • Ib —y' o.44u a mar y zuzu ivu i ex inausines, Inc. vvea mpr zz 14:JZ: io zuzu rage 1 ID:?l YDfltmYJ1 NmupVDA3te2z4H2S-u7Deuxc7Ph W5FEEETi4ixhP2pyRN07byoWR_Iaz0870 - 4-0 8-11-0 12-6-5 17-0-0 22-2-12 28-5-4 33-8-0 38-3-8 45-7-8 -4-0 8-11-0 3-7-5 4-5-11 5-2-12 6-2-8 5-2-12 4-7-7 7-4-0 6.00 12 5x6 = 5x6 4 4x6 i 3 1.5x8 STP = 28 8 1 2 5x6 = 0 20 19 4x6 = 4x10 MT20HS 11 8-9-0 29 3x6 = 5 30 6 17 3416 35 15 36 3x8 = 3x8 MT20HS = 3x6 = 5x6 = 5x6 = 7 31 8 37 14 13 3x8 = 3x8 = 32 3x6 1 1- 9 12 2x4 II Scale = 1:83.9 33 4x6 Io 10 11 r` Io IO N 5x8 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.39 20-27 >273 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.86 Vert(CT) 0.29 20-27 >363 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 249 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: WEBS 2x4 SP No.3 4-1-0 oc bracing: 18-20 SLIDER Right 2x6 SP No.2 1-11-12 WEBS 1 Row at midpt 4-18, 6-17, 7-13 REACTIONS. (size) 11=0-3-0, 2=0-8-0, 20=0-3-8 Max Horz 2=288(LC 11) Max Uplift 11=-609(LC 12), 2=-387(LC 12), 20=-953(LC 12) Max Grav 11=1377(LC 18), 2=345(LC 21), 20=1763(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-152/369, 3-4=-76/342, 4-5=-1507/1010, 5-6=-1311/987, 6-7=-1902/1254, 7-8=-1750/1181, 8-9=-1968/1230, 9-11=-2210/1272 BOT CHORD 18-20=-1770/960, 3-18=-403/436, 17-18=-542/962, 15-17=-876/1745, 13-15=-949/1884, 12-13=-997/1875, 11-12=-997/1875 WEBS 4-18=-17161770, 4-17=-117/522, 5-17=-180/460, 6-17=-772/455, 6-15=-36/371, 7-13=-423/262, 8-13=-304/615, 9-13=-295/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 17-0-0, Exterior(2) 17-0-0 to 20-0-0, Intedor(1) 20-0-0 to 33-8-0, Extedor(2) 33-8-0 to 36-8-0, Interior(1) 36-8-0 to 45-7-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This 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 609 lb uplift at joint 11, 387 lb uplift at joint 2 and 953 lb uplift at joint 20. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic, copies. Joaquin Villik PE No.68182% MiTek.USA;irfe,iFLCe t'wli 86,04 Parke:East Slgd.. Tampa,FL;33010, Data: ®WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for use onlywith MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN 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 April 22,2020 S • Job Truss e oty Ply LOT 5/2 WATERSTONET20042246 rEC 2323058 A05 1 1 Job Reference (optional) o.zvu s mar a zuzu mi r eK mausmes, inc. vvea Apr zz 14:az:10 zuzu rage 1 ID:71YDfltmYJ1 NmupVDA3te2z4H2S-rWLPJceOxlmpUYNdb76A06VSCm6fsveFFgw5NSzO87_ 1 4-0 5-8-2 8-11-8 15-0-0 21-10-7 %4.4 35-8-0 40-11-3 45-7-8 -4-0 5-8 6-10-7 7-5-13 6-3-12 5-3-2 4-8-5 4x6 = 6.00 12 5x6 = 5x6 = 3x6 = 85x6 = 5 29 30 6 317 32 33 5x6 = 19 18 6x8 = 37 16 15 3839 3x6 = 3x8 MT20HS = 26-5.12 14 3x6 = Il 13 12 3x8 = 3x8 MT20HS = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.31 19-26 >344 240 TCDL 7.0 LumberDOL 1.25 BC 0.94 Vert(CT)-0.4412-14 >996 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.09 11 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 4-19: 2x4 SP No.3 WEBS 2x4 SP No.3 WEBS SLIDER Right 2x6 SP M 26 2-&0 REACTIONS. (size) 11=0-3-0, 24-8-0, 19=0-3-8 Max Horz 2=251(LC 11) Max Uplift 11=-617(LC 12), 2=-425(LC 12), 19=-909(LC 12) Max Grav 11=1367(LC 18), 2=388(LC 21), 19=1733(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-271/403, 3-4=-80/283, 4-5=-151/454, 5-6=-1573/1117, 6-7=-2257/1456, 7-8=-1856/1239, 8-9=-2069/1267, 9-11=-2197/1357 BOT CHORD 2-19=-416/216, 17-19=-1602/719, 4-17=-338/315, 16-17=-689/1273, 14-16=-1136/2076, 12-14=-1204/2242,11-12=-1088/1873 WEBS 5-17=-1746/670, 5-16=-331/940, 6-16=-824/548, 6-14=-15/327, 7-12=-648/408, 8-12=-239/594, 3-19=-265/349 Scale = 1:83.9 4x6 35 10 PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 240 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied. Except: 2-2-0 oc bracing: 17-19 1 Row at midpt 5-17, 7-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0, Interior(1) 18-0-0 to 35-8-0, Exterior(2) 35-8-0 to 38-8-0, Interior(1) 38-8-0 to 45-7-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This 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 617 lb uplift at joint 11, 425 lb uplift at joint 2 and 909 lb uplift at joint 19. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any. electronic copies. Joa, ufn Yew PE N6:88182i �Mi7ek`USA; lii'I:JEL Cent 8634;, 6904,Parke;East Blvtl: Tampa �FL;33610 Date: ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall p /� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iwiTek• 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 ANSI7TP/1 Quality Criteria, DSB-89 and BCS/ 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 April 22,2020 Job Truss Truss Type Qty 512 WATERSTONET20042247 2323058 A06C RoofSpecial ]PPly7101T 1 Reference (optional) 1,,a..I any, I a n . y, 11- —.1, tl.z4u s mar a Zulu mi.t eK inaustnes, Inc. Wea Apr 2Z 14:3Z:16 ZuZu rage 1 ID:?1YDfitmYJ1 NmupVDA3te2z4H2S-JiunWyfOhcug6hyp8gdPZK1 eWASabQDODUffuvzO86z 13-6-8 45-12 8-8-0 i 12.1 -8 1 19-8-14 2485 12-444 1 1-31 43,40-12 50.8-0 2-0-0 45-12 42-4 42-8 0- -8 6-0-6 5.1.7 7-8-9 5J-3 8-2-12 -4-0 0-0-8 Scale = 1:91.9 3x6 11 3x4 II 4x6 = 4x6 = 6x8 = 1 28 2 29 3 4 5 30 46 = 7x10 = 3x6 = 5x6 = 6.00 12 6 31 7 32 8 33 934 11 12 24 20 19 18 -"' " " 14 13 3x6 3x6 II 3x8 = 3x8 = 3.00 12 = 3x8 = 2x4 II 4x6 = 1.5x8 STP = 3x6 = 3x6 3x8 MT20HS = 138-e 138-8 8-8-0 12-10-8 13p-0� 19-6-14 21-7-0 284-10 i 37-8-0 4310.12 511" 8-8-0 42-8 0- 8 5-10-0 2-0-2 6.11-10 9-1-6 6-2-12 6-9-4 0-0-8 0-2-0 Plate Offsets (X Y)— [7:0-5-0 0-5-0] [9:0-3-0 0-2-0] [10:0-3-0 0-3-0] [21:0-7-4 0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.23 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.43 14-16 >999 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.05 11 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 333 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4,4-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2 *Except* 3-0-0 oc bracing: 19-21 5-19: 2x4 SP No.3 WEBS 1 Row at midpt 6-21, 7-18, 8-14 WEBS 2x4 SP No.3 REACTIONS. (size) 24=0-8-0, 19=0-4-0, 11=0-8-0 Max Harz 24=-396(LC 12) Max Uplift 24=-265(LC 8), 19=-894(LC 12), 11=-673(LC 12) Max Grav 24=259(LC 21), 19=2280(LC 1), 11=1378(LC 18) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-316/823, 4-5=-318/826, 5-6=-318/836, 6-7=-578/539, 7-8=-1593/1035, 8-9=-1680/1137,9-10=-1914/1158,10-11=-2441/1361 BOT CHORD 23-24=-186/414, 22-23=-326/528, 21-22=-841/720, 19-21=-2234/1186, 5-21=-830/514, 16-18=-501/1203, 14-16=-754/1638, 13-14=-1086/2108, 11-13=-1084/2111 WEBS 2-23=-313/227, 3-23=0/403, 18-21=-137/674, 6-21 =-1 759/1045, 6-18=-391/880, 7-18=-1117/676, 7-16=-183/649, 8-16=-325/315, 8-14=-260/160, 9-14=-219/570, 10-14=-609/450, 10-13=0/251, 3-22=-930/328, 4-22=-201/508 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 37-8-0, Extedor(2) 37-8-0 to 41-10-15, Interior(1) 41-10-15 to 52-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber This item has been DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. Sealed by Velez, Joaquin, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members, with BCDL = 10.0psf. document are not considered 7) Bearing atjoint(s) 24 considers parallel to grain value using ANSl/TPI 1 angle to grain formula. Building designer should verify signed and sealed and the capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 265 lb uplift at joint 24, 894 lb uplift at signature must be verified joint 19 and 673 lb uplift at joint 11. on any electronic copies. 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 _Joaquin 1lrileiPE No.Bi 4133 sheetrock be applied directly to the bottom chord. MiTek USA,'liic,;FGCert!6634, 6904 Parke East Blvd.. Tampa FL 33810 Date: April 22,2020 ® 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 MTek® connectors. This design is based only upon parameters shown, and is loran 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 ANS11TP11 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, Parke 3ast f Job Truss Truss Type Qty Ply LOT 5/2 WATERSTONE T20042248 2323058 A07C SPECIAL 1 1 Job Reference (optional) ••- ------ • ••-•----•�� v •�••• �••>• �n ��•ro.— a rvmi a tutu rvu I eK uwusmes, inc. vveu Apr zz-i4:oz: io zuzu rage 1 ID:?1YDfltmYJINmupVDA3te2z4H2S-F5OXxegGDD8NL?6CGFftek6 Wzgk3G?hxoBlznZO86x H4 6-4-4 11-0-0 15-10-13 19-4-9 23-11-8 32-0-2 42-0-0 45-10-12 50-8-0 1-4-0' 6.4-4 4-7-12 4-10-13 3-5-12 4-6-15 8-0-10 9-11-14 3-10-12 4-9-4 Scale=1:91.9 5x6 = 3x6 —_ 5x6 = 3x6 —_ 5x6 = 2x4 II 3x6 = 3x4 II 6.00 12 4 27 285 29 6 30 7 31 8 9 32 10 33 11 I9 9 21 20 19 34 35 18 36 17 16 37 38 15 12 4x6 = 2x4 11 3x8 = 3x6 = 3x8 MT20HS = 3x6 = 6x8 1.5x8 STP = 3x8 = 3.00 12 3x6 Zz 19-4-9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Cade FBC2017/TP12014 CSI. TC 0.63 BC 0.85 WB 0.87 Matrix -AS DEFL. in (loc) I/deft L/d Vert(LL) 0.21 18-20 >999 240 Vert(CT) -0.39 18-20 >999 180 Horz(CT) 0.11 15 n/a n/a PLATES MT20 MT20HS Weight: 284 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 8-15: 2x4 SP No.3 5-6-0 oc bracing: 14-15 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-15 REACTIONS. (size) 12=0-8-0, 15=0-3-8, 2=0-8-0 Max Horz 2=351(LC 12) Max Uplift 12=-233(LC 9), 15=-900(LC 12), 2=-678(LC 12) Max Grav 12=473(LC 22). 15=1924(LC 1), 2=1439(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2589/1373, 3-4=-2191/1240, 4-5=-1942/1187, 5-6=-2237/1257, 6-7=-1525/802, 8-9=-426/188, 9-10=-416/178 BOT CHORD 14-15=-670/431, 8-14=-617/445, 12-13=-216/335, 2-21 =-1 46812324, 20-21 =-1 468/2324, 18-20=-1355/2222,16-18=-1218/2042,15-16=-553/960 WEBS 3-20=-484/349, 4-20=-315/763, 5-20=-556/294, 6-18=-61/315, 6-16=-853/654, 7-16=-470/1065, 7-15=-1563/969, 8-13=-343/623, 10-12=-450/316 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-0-0, Exterior(2) 11-0-0 to 14-0-0, Interior(1) 14-0-0 to 50-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. This Item has been 4) All plates are MT20 plates unless otherwise indicated. electronically signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' sealed by Velez, Joaquin, PE 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide fit using a Digital Signature. will between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Printed copies of this capacity of bearing surface. document are not Considered 8) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 233 lb uplift at joint 12, 900 lb uplift at signed and sealed and the joint 15 and 678 lb uplift at joint 2. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum signature must be verified sheetrock be applied directly to the bottom chord. on any electronic Copies. Joaquin Veiez PE N6.6818T MiTek'uSA, Ufb,.FL'�Ce604„ -6904'Pirk 6:Eaat•Bjvd..Tampa FL;338,10 Date: April 22,2020 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MRekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and prop edyincorporate 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 ANS11TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 f Job Tr Truss Type Qty Ply LOT 5/2 WATERSTONE �AOu8`c T20042249 2323058 SPECIAL 1 1 Job Reference (optional) � �•��� �� 1' �• �'•r• • •-G ' '.''• �'•Y• - ��� , o.z4V s Mar U LULU MI r ex muusrries, Inc. vvea Apr zz l4:Jz:zu zuzu rage 1 ID:?1YDfitmYJ1 NmupVDA3te2z4H2S-BU81MKiWIgP5bJGaNgiLj9CJdnp?XBH_P6dslgzO86v 18-&1 -14-0 8-3-0 9.0-0 16-0.11 1 0 2E-0.0 29-11-5 37-0.0 42.0.0 46-5d 50.8-0 -0-0 6-3-0 2-8-12 7-0-11 0- 5 4-3-15 6-11-5 7.0-11 5-0-0 4-5-0 4-2-12 2-0-1 Scale = 1:91.9 5x6 = 3x6 = 5x6 = 3x6 — 5x6 = 2x4 II 3x6 — 3x4 II 6.00 1— 2 4 9x4 �� 26 27 5 28 6 29 7 30 8 9 31 10 32 11 21 20 19 18 17 16 15 46 = 3x8 MT20HS = 3x6 = 3x6 = 6x8 = 3.00 12 3x8 = 3x8 MT20HS = 12 1.5x8 STP = 3x6 0 0 N LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS1. TC 0.65 BC 0.93 WB 0.76 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl L/d 0.27 19 >999 240 -0.4919-21 >910 180 0.13 16 n/a n/a PLATES MT20 MT20HS Weight: 265 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end.verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 2-20: 2x4 SP No.1, 8-16: 2x4 SP No.3 4-6-0 oc bracing: 14-16 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-21, 7-16 REACTIONS. (size) 12=0-8-0, 2=0-8-0, 16=0-3-8 Max Horz 2=297(LC 12) Max Uplift 12=-223(LC 9), 2=-682(LC 12), 16=-905(LC 12) Max Grav 12=460(LC 1), 2=1420(LC 1), 16=1936(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2519/1406, 3-4=-2326/1334, 4-5=-2069/1252, 5-6=-2688/1512, 6-7=-2018/1073, 8-9=-544/216, 9-10=-531/205 BOT CHORD 2-21 =-1 438/2210, 19-21=-1604/2686, 18-19=-1464/2529, 16-18=-898/1599, 14-16=-746/515, 8-14=-691/526, 12-13=-238/372 WEBS 3-21=-289/284, 4-21=-333/787, 5-21=-739/452, 6-19=-70/272, 6-18=-742/568, 7-18=-351/843, 10-13=-1/312, 10-12=-482/340, 8-13=-420/744, 7-16=-1994/1219 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0, Interior(1) 12-0-0 to 50-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. This Item has been 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 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 sealed by Velez, Joaquin, PE will fit between the bottom chord and any other members. 6) Bearing at joint(s) 12 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify using a Digital Signature. capacity of bearing surface. Printed Copies of this 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 Ib uplift at joint 12, 682 lb uplift at document are not considered joint 2 and 905 lb uplift at joint 16. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum signed and sealed and the sisi signature must be verified ed sheetrock be applied directly to the bottom chord. any electronicverificopies. Joaquin Velsz PE No.88192; MiTek:,USp;1nL*L Cert'6634 '6904 Parke 6 t Blbd. Tamp" 3$610 late: April 22,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall AiTek` building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and properly, damage. For general guidance regarding the iVi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 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 LOT 5/2 WATERSTONE T20042250 2323058 A09C SPECIAL 1 Job Reference (optional) rs rtrsiSource imant uty, FL), Plant city, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:21 2020 Page 1 ID:zmbLkv5ELI DtgyehSMnN D7z4_Wx-fgigagj9W8XyCTrmx0DaFNkTZBB WGdE7dmNQZ6zO86u 17-0-9 �1-4-01 7-0-0 1-40' 7.0-0 S2--11--22 16-0-0 16-0,0 I 22-0-0 7 3110-13 7-10--30 1-.-122 5-0 _ 5 7 _4650-8-.10143-10-14 0-4b 4-11-7 4 0.8-9 Scale = 1:91.9 5x6 = 6.00 12 5x6 = 3x8 = 5x6 = 3x4 = 5x6 = 2x4 II 3x4 II a 4 29 b 30 6 7 31 8 32 9 10 11 12 13 25 24 23 22 21 20 19 18 17 — 14 46 = 3x8 MT20HS = 2x4 11 5x6 = 6x12 MT20HS = 1.5x8 STP = 3.00 12 17-0-9 7-0-0 12-1-2 16-0-0 1fi 0 22-0-0 26-11-7 31-10-13 36-10-0 37- -0 43-5-0 50-8-0 7-0-0 5-1-2 3-10-14 0• 4-11-7 411-7 411-7 4-11.3 0- -0 6-5-0 7.3.0 Plate Offsets (X,Y)-- [3:0-3-0,0-2-0]-[5:0-2-8,0-3-0] [8:0-3-0 0-3-0] [10:0-3-0 0-3-0] [18:0-3-8 0-3-0] [20:0-3-0 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.50 21-22 >879 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.59 21-22 >754 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(CT) 0.17 18 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-MSH Weight: 541 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-0 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-1-13 cc bracing. Except: 6-0-0 cc bracing: 16-18 REACTIONS. (size) 14=0=8-0, 2=0-8-0, 18=0-3-8 Max Horz 2=243(LC 8) Max Uplift 14=-545(LC 5), 2=-1625(LC 8), 18=-2463(LC 8) Max Grav 14=975(LC 14), 2=3184(LC 13), 18=4757(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-638013131, 3-4=-5761/2910, 4-5=-7698/3950, 5-6=-8388/4316, 6-7=-6276/3235, 7-8=-3342/1711, 8-9=-378/716, 9-10=-706/1261, 10-11=-1445/788, 11-12=-1413/759 BOT CHORD 2-25=-2869/5665, 24-25=-3950/7698, 22-24=-4316/8388, 21-22=-4076/7901, 20-21=-4076/7901, 19-20=-3215/6219, 18-19=-1671/3245, 16-18=-1782/1040, 9-16=-651/527, 15-16=-368/377, 14-15=-640/963 WEBS 3-25=-995/2362, 4-25=-2461/1281, 4-24=-137/727, 5-24=-882/451, 6-21=0/303, 6-20=-202311047, 7-20=-489/1384, 7-19=-3542/1851, 8-19=-988/2372, 8-18=-4928/2550, 10-16=-1897/1128, 10-15=-500/1231, 11-15=-417/371, 12-15=-182/594, 12-14=-1193/836, 5-22=-1391295, 6-22=-294/597 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 cc. Webs connected as follows: 2x4 - 1 raw at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated: 7) All plates are 3x6 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 545 lb uplift at joint 14, 1625 lb uplift at joint 2 and 2463 lb uplift at joint 18. 0614thRiddimaDaMt2p end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. _Joaquin Vslez PE NoAl92: MiTek; USA; I'm ci,FLCerf6634, 8904Parke,East Blvd. Tampa'FL;3;6111 Date: ® WARNING • Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE MII.7473 rev. 101031205 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 Welk' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TPH quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Anril 229n9n Job Truss Truss Type Qty Ply LOT 5/2 WATERSTONE T20042250 2323058 A09C SPECIAL 1 n G Job Reference o tional ounuers FirsiSource (rtani City, FL), rlani City, f-L - SSbb/, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:21 2020 Page 2 NOTES- ID:zmbLkv5ELlDtgyehSMnND7z4_Wx-fgigagj9 W8XyCTrmxODaFNkTZB8 W GdE7dmNQZ6zO86u 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 762 lb down and 338 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-13=-112(F=-58), 25-26=-20, 18-25=-42(F=-22), 17-18=-42(F=-22), 15-16=-42(F=-22), 14-15=-42(F=-22) Concentrated Loads (lb) Vert: 25=-475(F) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev, 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the 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 iw 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 ANS11TPI1 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 LOT 512 WATERSTONE T20042251 2323058 A10 SPECIAL 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:23 2020 Page 1 ID:?1 YDfItmYJ 1 NmupVDA3te2z4H2S-c3gQ_LkP21ngSm?93oF2Logrl_vykVKQ53s We?zO86s 1-0-0 6-1-8 14-3-12 21-0.0 29-8-0 33-4.0 3836 44-4-0 8-2-0 6-8-4 8-8-0 3-8-0 4-11-6 6-0-10 �1 O 6x8 = 6.00 12 6x8 = Scale=1:79.2 3X4 — 14 3x6 — 4x6 II 2x4 II 5x8 = 3x6 II 63-8 6-1-8 8-2ne 143.12 21.0-0 27-3-11 33-4-0 38-3-6 44-4.0 6-8-4 63-11 6-0-5 4-11E 8-0-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.15 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 19-20 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 291 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 6-7: 2x6 SP No.2 2-0-0 cc purlins (5-0-4 max.): 6-7. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied. Except: 3-22,8-13: 2x4 SP No.3 4-1-0 oc bracing: 20-22 WEBS 2x4 SP No.3 "Except* 10-0-0 oc bracing: 13-15 6-16: 2x4 SP No.2 WEBS 1 Row at midpt 5-18, 6-16, 7-16 REACTIONS. (size) 2=0-8-0, 22=0-3-8, 11=0-3-8 Max Horz 2=348(LC 11) Max Uplift 2=-259(LC 12), 22=-901(LC 12), 11=-612(LC 12) Max Grav 2=273(LC 21), 22=1730(LC 17), 11=1450(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-291/368, 3-5=-2128/1132, 5-6=-1799/1117, 6-7=-1570/1067, 7-8=-1981/1238, 8-9=-1977/1136, 9-1 0=-1 396/767, 10-11 =-1 390/816 BOT CHORD 20-22=-1732/935, 3-20=-1645/980, 19-20=-192/274, 18-19=-893/1935, 16-18=-667/1637, 15-16=-649/1527 WEBS 3-19=-707/1675, 5-18=-383/286, 6-18=-101/417, 7-16=-39/283, 7-15=-248/515, 12-15=-597/1302, 9-15=-234/731, 9-12=-1027/613, 10-12=-626/1307 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 21-0-0, Exterior(2) 21-0-0 to 24-0-0, Interior(1) 24-0-0 to 29-8-0, Exterior(2) 29-8-0 to 32-8-0, Interior(1) 32-8-0 to 44-2-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 2, 901 lb uplift at joint 22 and 612 lb uplift at joint 11. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velei;PE N6.68182i MiTek uSAJrit:.:F_L• 6art'6634, 6804 Parke fast Blvd.•Tzmpe FL;13610 Dale: April 22,2020 ® 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 p� lA� building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IVI �Tek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/f 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 LOT 5/2 WATERSTONE T20042252 2323058 A11 SPECIAL 1 1 Job Reference o tional M O -•���• �• •� •• �v�h �v,q, - ��� o.[wu s mar d zuzu MI I eK mousines, Inc. vvea Apr 22 14:32:2b Zulu Page 1 ID:? 1 YDfltmYJ1 NmupVDA3te2z4H2S-YRxBP1 mfaN1 Oh48YADH WQDv5poZjCPxjYNLdjtzO86q 4-01 I'9-713 14-2-1 19-0-0 26-3-5 -' 31-8-0 33-4-0 38-3-144 64 4-1-14 5-6 3---9-15 7-3-5 54-11 1-8-0 2 Scale=1:81.3 5x8 = 2x4 11 5x6 = 6.00 12 7 31 8 32 33 9 2x4 11 258x14 MT20HS = 3x4 = 16 " 15 14 13 3x6 = 5x8 = 2x4 II 5x8 = 3x6 II 14-2-1 , 19-0-0 1 26-3-5 33-4-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.95 BC 0.77 WB 0.93 Matrix -AS DEFL. in Vert(ILL) 0.72 Vert(CT) -0.96 Horz(CT) 0.51 (loc) I/defl Ud 24 >739 240 24 >550 180 13 n/a rile PLATES MT20 MT20HS Weight: 302 lb GRIP 244/190 187/143 ' FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2 *Except* 6-4-0 oc bracing: 23-25 4-25,19-23: 2x4 SP M 31, 10-15: 2x4 SP No.3 10-0-0 oc bracing: 15-17 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-20, 7-18 3-23: 2x4 SP M 31, 5-23: 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 13=0-3-8 Max Horz 2=312(LC 11) Max Uplift 2=-816(LC 12), 13=-719(LC 12) Max Grav 2=1753(LC 17), 13=1667(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3365/1712, 3-4=-8295/4248, 4-5=-8401/4349, 5-6=-3661/1999, 6-7=-2806/1635, 7-8=-2405/1524, 8-9=-2405/1524, 9-10=-2356/1471, 10-11=-2377/1378, 11-12=-1632/909, 12-13=-1606/951 BOT CHORD 2-25=-1632/3171, 23-25=-1367/2744, 22-23=-2395/4819, 21-22=-2395/4825, 20-21 =-1 631/3365, 18-20=-1171/2592, 17-18=-915/2035 WEBS 3-25=-388012040, 3-23=-3670/7202, 5-23=-1939/3777, 5-22=-25/277, 5-21=-1715/898, 6-21=-403/941, 6-20=-1140/673, 7-20=-413/1041,8-18=-391/387, 9-18=-397/789, 9-17=-203/489, 14-17=-727/1535, 11-17=-352/1001, 11-14=-1236/737, 12-14=-776/1557 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 19-0-0, Exterior(2) 19-0-0 to electronically signed and 22-0-0, Interior(1) 22-0-0 to 31-8-0, Exterior(2) 31-8-0 to 34-8-0, Interior(1) 34-8-0 to 44-2-4 zone;C-C for members and forces & sealed by Velez, Joaquin, PE MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. USIn Digital Signature. g a g g 4) All plates are MT20 plates unless otherwise indicated. Printed copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 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 signed and sealed and the 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 816 lb uplift at joint 2 and 719 lb uplift at signature must be verified joint 13. on any electronic Copies. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum Joaquin Velez PE No:88187 'M&k sheetrock be applied directly to the bottom chord. USA,'InCK1&rt4G34, , = 0h;Parke,East8lvd. Tarripa FL:83610' Data: April 22,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11411.7473 rev. 10103120YS 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 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 Qty Ply LOT 5/2 WATERSTONE �Al2 T20042253 2323058 SPECIAL 1 1 Job Reference (optional) BuilderstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:27 2020 Page 1 ID:?1YDfitmYJlNmupVDA3te2z4H2S-Ug3xq)nv6_H6wOlwleK Ve_WzbBxgKk00hgknmzO86o 1-4-0 6-11-1 11-11-0 17-0-0 22-3-2 28-6-9 1 33-8-0 38-9-0 44-4-0 4 0 6-IT1 4-11-15 5-1-0 5-3-2 6-3-7 5-1-7 .5 .0 5-7-0 3x6 = 5x6 = 6.00 12 3x4 = 29 6 5x6 = 7 30 31 Scale = 1:80.2 5x6 = 8 23 22 `. 14 ad 13 12 11 5x6 = 2x4 II 2x4 II r i c c'r Ml? N 2x4 II 5x8 = 3x6 II 38-9-0 44-4-0 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 0.58 Vert(LL) 0.45 21 >999 240 MT20 244/190 TCDL 7.0 Lumber-DOL 1.25 BC 0.97 Vert(CT) -0.6417-19 >826 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.84 Horz(CT) 0.31 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 293 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 4-22,8-13: 2x4 SP ND.3, 15-18: 2x4 SP No.1 10-0-0 oc bracing: 20-22 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-19, 6-19, 7-15 20-23: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 15 REACTIONS. (size) 2=0-8-0, 11=0-3-8 Max Harz 2=275(LC 11) Max Uplift 2=-818(LC 12), 11=-735(LC 12) Max Grav 2=1754(LC 17), 11=1640(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3254/1670, 3-4=-4580/2459, 4-5=-3117/1785, 5-6=-2781/1692, 6-7=-2803/1693, 7-8=-2058/1332, 8-9=-2340/1418, 9-1 0=-1 5511908, 10-11 =-1 584/975 BOT CHORD 2-23=-1561/3025, 4-20=-614/1380, 19-20=-2129/4201, 17-19=-1456/2947, 16-17=-1322/2652, 15-16=-1322/2652, 8-15=-384/831 WEBS 3-23=-1259/778, 20-23=-1699/3287, 3-20=-544/1157, 4-19=-1691/955, 5-19=-503/1112, 6-19=-385/196, 7-17=-99/518, 7-15=-936/531, 9-12=-1211/763, 10-12=-812/1516, 9-15=-371/1015, 12-15=-733/1459 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 17-0-0, Exterior(2) 17-0-0 to 20-0-0, Interior(1) 20-0-0 to 33-7-9, Exterior(2) 33-7-9 to 36-7-9, Interior(1) 36-7-9 to 44-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 818 lb uplift at joint 2 and 735 lb uplift at joint 11. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic. copies. Jbaquin val iz PE No.88182 MiTek USA; fnc.k-64i(134, 8904'Parke,EasP8lvd. Tampa.F.L 338.10 Date: April 22,2020 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103)2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the 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 1 VI iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 5/2 WATERSTONE T20042254 2323058 A13 SPECIAL 1 1 Job Reference (optional) v —y, �/, y, �� ��� a.wu s Mar a ZUzu Mi i eK 1110usmes, inc. vveo Apr zz 14:3C.z8 zuzu rage 1 ID:?1YDfItmYJ1 NmupVDA3te2z4H2S-yOdJ23oYtlPzYXt7rMrD2rXh5?YGPlr9ELZHJCzO86n 1-4-0 6-4-3 11-11-0 15-0-0 21-3-10 26-11-15 33-0-0 35-8-0 40-4-5 44-4-0 -4-0 5-6-13 3-1-0 6-3-10 5-8-5 6-0-1 2-8-0 4-8-5 3-11-11 6.00 12 5x6 = 5x6 = 2x4 II 3x4 = 6x8 = 5 29 6 7 30 31 832 9 Scale = 1:80.2 24 23 " 3x4 = 15 14 13 38 39 12 3x6 — 5x6 = 2x4 II 2x4 II 2x4 II 5x8 = 6x8 = 6-4-3 , 11-11-0 , 15-0-0 , 24-1-12 28-8-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.62 BC 0.90 WB 0.98 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.46 22 >999 240 -0.73 18-20 >729 180 0.35 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 294 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 4-23,8-14: 2x4 SP No.3, 16-19: 2x4 SP No.1 10-0-0 oc bracing: 21-23 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-20, 7-16, 9-13, 10-12 21-24: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 16 REACTIONS. (size) 2=0-8-0, 12=0-3-8 Max Horz 2=238(LC 11) Max Uplift 2=-818(LC 12), 12=-735(LC 12) Max Grav 2=1727(LC 17). 12=1640(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3239/1722, 3-4=-415912354, 4-5=-4157/2490, 5-6=-3034/1863, 6-7=-3256/1982, 7-8=-2479/1566, 8-9=-2453/1551, 9-10=-1770/1112 BOT CHORD 2-24=-1622/2982, 4-21=-235/286, 20-21=-1589/3082, 18-20=-1787/3343, 17-18=-1689/3134, 16-17=-1689/3134, 8-16=-250/253, 12-13=-633/1089 WEBS 3-24=-955/660, 21-24=-171113095, 3-21=-393/781, 5-21=-849/1350, 5-20=-130/570, 6-20=-557/308, 7-18=-46/400, 7-16=-933/532, 13-16=-903/1934, 9-16=-1262/2321, 9-13=-1533/836, 10-13=-212/685, 10-12=-1795/1089 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0, Interior(1) 18-0-0 to 35-8-0, Exterior(2) 35-8-0 to 38-8-0, Interior(1) 38-8-0 to 44-2-4 zone;C-C for members and forces & This item has been MWFRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent waterponding. sealed Sealed by Velez, Joaquin, PE Joaquin, yVetDigital 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 -z, usinga will fit between the bottom chord and any other members, with BCDL = I0.0psf. Printed Copies Of this 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 818 lb uplift at joint 2 and 735 Ib uplift at document are not considered joint 12. 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 signed and sealed and the signature must l e verified re must bverified sheetrock be applied directly to the bottom chord. Orl any copies. Joaquin Velez PE N0.68182' MiTek USA,1f1'e.,l`LCert4G' 34,, 8904,Parke;EasfBlvd. Tampa FL;33610 Date: April 22,2020 WARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/I.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTeW 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 tt /� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ly1 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, eiection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Type Oty Ply LOT 5/2 WATERSTONET20042255 [Truss 2323058 SPECIAL 1 1 Jab Reference (optional) FirstSource (Plant city, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:30 2020 Page 1 I D:71 YDfItmYJ 1 NmupVDA3te2z4H2S-uP14SIgoOvfgnrl Vznth7Gc_HpEGthOSif2005zO861 11-" 0 "11 3-0-Q 19.6-4 26-6-10 33-4-0 37-8-0 44-4-0 6-10-5 5-0-11 1 0 6.6 4 7-0-6 6-9-6 6-8-0 3x6 = 6.00 12 2x4 15176 I 5x6 = 4 5 29 30 31 2x4 II 5x6 = 32 33 4x6 = 5x8 = 8 34 35 9 23 22 — 3x8 = 14 13 12 11 5x6 = 2x4 II 2x4 II 2x4 11 5x8 = Scale = 1:80.2 3x6 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 0.77 Vert(LL) 0.57 17-19 >925 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.82 19-20 >647 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.37 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 279 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied. Except: 4-22,8-13: 2x4 SP No.3 10-0-0 oc bracing: 20-22 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 9-12 20-23: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 15 REACTIONS. (size) 2=0-8-0, 11=0-3-8 Max Harz 2=228(LC 12) Max Uplift 2=-818(LC 12), 11=-735(LC 12) Max Grav 2=1725(LC 1), 11=1640(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3215/1729, 3-4=-4133/2370, 4-5=-4058/2437, 5-6=-4002/2401, 6-7=-400212401, 7-8=-3872/2334, 8-9=-2962/1820, 9-1 0=-1 681/1002, 10-11 =-1 573/1005 BOT CHORD 2-23=-1616/2813, 19-20=-1842/3346, 17-19=-2130/3887, 16-17=-1627/2993, 15-16=-1627/2994, 8-15=-914/613 WEBS 3-23=-1014/713, 20-23=-1721/3020, 3-20=-402/852, 5-20=-630/1178, 5-19=-452/932, 6-19=-372/374, 7-17=-479/415, 8-17=-586/1083, 12-15=-774/1514, 9-15=-1254/2288, 9-12=-1250/790, 10-12=-808/1533 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 13-0-0, Extedor(2) 13-0-0 to 16-0-0, Interior(1) 16-0-0 to 37-8-0, Exterior(2) 37-8-0 to 40-8-0, Interior(1) 40-8-0 to 44-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 tali 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 818 lb uplift at joint 2 and 735 lb uplift at joint 11. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.88762; MiTek:U5A,1tl'c.!FL6e 4634i, 6904 Parke.East Blvd.. Tampa FL336,10 Date: April 22,2020 ® WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE 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 ANSI/T511 Qualify Criteria, DSB-89 and BCSI Building Component Blvd. e East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 6904 Parke 36610 East Job Truss Truss Type Qty Ply LOT 5/2 WATERSTONE T20042256 2323058 A15 MONO HIP 1 1 Job Reference (optional) +, „�•���, �� t, ,�,,, „y, , ��, , ,a„�1q, ,-•. -.+.+.+�, 0.- 5 mdl a LVLa MI I ex I1Oa5Ine5, mc. vvea Apr LL-I'I:JGJI Lulu rage l ID:?1 YDfItmYJ1 NmupVDA3te2z4H2S-NbISg4gQ9DnXP?chXUOwfU9DEDYmcBxbwJoxwXz086k 1 4-0 6 4 4 11-0-0 16-7-12 24-0-11 31-3-5 38-8-3 44 4-0 -4-0 6-4-4 4-7-12 5-7-12 7-4-15 7-2-10 7-4-15 5-7-13 — 1- Scale = 1:77.3 5x6 = 3x4 = 5x6 = 5x6 = 06 — 2x4 II 4 23 24 525 6 26 27 7 28 8 29 9 17 16 — w — ,-. ac — 101c — — I Jo J/ 10 2x4 II 4x6 = 3x4 = 3x4 = 4x6 = 6x8 = 3x6 = 3x8 = 4x6 = 19-5-11 1 27-8-0 1 35-10-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.40 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.61 14-16 >864 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.19 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP ND.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 10=0-3-8, 2=0-8-0 Max Horz 2=351(LC 12) Max Uplift 10=-751(LC 12), 2=-815(LC 12) Max Grav 10=1639(LC 17), 2=1729(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3222/1799, 3-4=-2835/1658, 4-5=-2527/1570, 5-6=-3259/1892, 6-7=-3088/1759, 7-8=-2025/1122 BOT CHORD 2-17=-1864/2889, 16-17=-1864/2889, 14-16=-1902/3113, 13-14=-1960/3285, 11-13=-1619/2741, 10-11=-871/1450 WEBS 3-16=-467/368, 4-16=-461/1023, 5-16=-938/519, 5-14=01387, 6-13=-395/370, 7-13=-257/638, 7-11=-1151/781, 8-11=-553/1267, 8-10=-2026/1233 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 5-16, 7-11, 8-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-0-0, Exterior(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 44-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 751 lb uplift at joint 10 and 815 lb uplift at joint 2. 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. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.88182%: 0 7ek` 175A,' IrfciFL. Certi 8634! 6904Parke East Blvd. Tarnpa,FL;33Q10 Data; April 22,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek" 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 ANS11TPl1 Quality Criteria, DSB-89 and BCS/ 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 s Truss Type Qty Ply LOT 512 WATERSTONE TA T20042257 2323058 MONO HIP 1 1 Job Reference o tional ,1-4-0. 6-4-1 9-0-0 15-4-15 2-7-15 5x6 = 3x4 = 6.00 12 \ 4 22 23 5 24 o.t4u b ivmr a tutu mi i eK ulaustrles, Ina. vvea Apr zz 14:3z:33 zuZu Yage 1 ID ? 1 YDfItmYJ l NmupVDA3te2z4H2S-J_QC5msghgl FfJm4evROlvEVx0I1405uOdH27QzO86i 1 30-10-5 37-11-2 44 4-0 3 8 4-9 7-0-13 6 4-14 Scale=1:77.3 5x6 = 5x6 = 4x6 = 3x4 6 25 267 27 8 28 9 16 15 14 13 12 11 10 3x6 = 5x8 = 3x8 MT20HS = 3x4 = 3x4 = 3x6 = 6x8 = 4x6 = 17-11-12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.81 BC 0.74 WB 0.98 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.50 13-14 >999 240 -0.7413-14 >715 180 0.20 10 n/a n/a PLATES MT20 MT20HS Weight: 228 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16, 8-10 REACTIONS. (size) 10=0-3-8, 2=0-8-0 Max Horz 2=297(LC 12) Max Uplift 10=-745(LC 12). 2=-821(LC 12) Max Grav 10=1634(LC 1), 2=1708(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3146/1842, 3-4=-2955/1763, 4-5=-2639/1636, 5-6=-3822/2228, 6-7=-3768/2141, 7-8=-2542/1421 BOT CHORD 2-16=-1840/2770, 14-16=-2201/3626, 13-14=-2383/3997, 11-13=-1992/3380, 10-11=-1161/1959 WEBS 3-16=-292/326, 4-16=-552/1092, 5-16=-1284/738, 5-14=-60/443, 6-14=-299/225, 6-13=-339/357, 7-13=-221/573, 7-11=-1193/813, 8-11=-530/1186, 8-10=-2379/1422 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 44-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. This item has been 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `This electronically Signed and 6) 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 sealed by Velez, Joaquin, PE will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 745 lb uplift at joint 10 and 821 lb uplift using a Digital Signature. at joint 2. Printed copies of this 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum document are not considered sheetrock be applied directly to the bottom chord. signed and Sealed and the signature must be verified on any electronic copies. Joa,-quin Velez PE No:6818T: MiTek USA, ihii,iL & 6634, 690A Parke;EastBIvd.Tempa FL 3g610' Date: April 22,2020 ® WARNING - Verify deslgn 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 A Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the l�iTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TFl1 Quality Criteria, DSB-89 and BCSI Building Component Blvd. e East Safetylnformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 6904 Parke 36610 East Job Truss Truss Type Qty Ply WATERSTGNET20042258 2323058 A17 Half Hip Girder 1 [LOT5/f2 bReerence o tional .,u„�ow rumw�i �c triam —y, ry, 1-1 i.ny, r—000r, t1.z w s Mar uzuzu MI I eK Inausines, Inc. vve0 Apr zz 14:31:36 zuzu rage 1 ID:?1YDfitmYJ1 NmupVDA3te2z4H2S-jZ6LjouZ_IQgWmUfJ1_5MXs30ERPHTnK4bViblzO86f 1-4.0 7-0-0 9-11-0 15-2-0 20-5-0 25-8-0 30-11-0 36-2-0 41-5-0 44-4-0 5-3-0 5-3-0 5-3-0 2-11-0 Scale = 1:77.3 6x8 = 6.00 12 7x10 = 7x10 = 2x4 II 3 22 4 23 2425 5 26 27 28 6 29 30 317 32 33 34 8 35 36 937 38 39 10 40 1141 19 42 43 18 44 45 4617 47 48 16 49 50 1551 52 14 53 54 55 13 56 57 12 1.5x8 STP = 7x10 = 7x10 = 6x8 = 17-9-8 38-9-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.53 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.65 16-17 >817 180 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 591 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 1-3: 2x4 SP No.2 BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 12=0-3-8, 2=0-8-0 Max Horz 2=239(LC 8) Max Uplift 12=-1852(LC 8), 2=-1673(LC 8) Max Grav 12=3307(LC 1), 2=3031(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6213/3320, 3-4=-5600/3089, 4-5=-8276/4547, 5-6=-9762/5386, 6-7=-10094/5573, 7-8=-9288/5127,8-9=-7365/4057,9-10=-4313/2349 BOT CHORD 2-19=-3033/5491, 18-19=-4011/7165, 17-18=-5178/9234, 16-17=-5678/10127, 15-16=-5554/9899, 14-15=-4798/8538, 13-14=-3354/5950, 12-13=-1379/2392 WEBS 3-19=-1216/2504, 4-19=-2552/1464, 4-18=-875/1853, 5-18=-1585/1031, 5-17=-341/887, 6-17=-625/476, 7-16=-31/387, 7-15=-987/691, 8-15=-543/1239, 8-14=-191611211, 9-14=-1105/2227, 9-13=-2788/1712, 10-13=-1585/3139, 10-12=-3744/2166 Structural wood sheathing directly applied or 4-4-9 oc purlins, except end verticals. Rigid ceiling directly applied or 9-2-0 oc bracing. 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: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are 4x6 MT20 unless otherwise indicated. 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 1852 lb uplift at joint 12 and 1673 lb uplift at joint 2. ontinued on oaae 2 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin }felez PE No.e8,192! MIT ek US'A, Ine,:FL' &ki634, 16804 Parke;EastBtvd. Tarripa,FL 33610, Date: ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MToW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITeK� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety on, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Tru Truss Truss Type Qty Ply LOT 5!2 WATERSTONE T20042258 2323058 Half Hip Girder 1 Job Reference o tional tsuiiaers mrstbource (rtam uty, rL), F'lant Uity, I-L - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:36 2020 Page 2 ID:71YDfitmYJ1NmupVDA3te2z4H2SjZ6LjouZ IQgWmUfJ1_5MXs30ERPHTnK4bViblzO86f NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 lb down and 168 lb up at 7-0-0, 91 lb down and 168 lb up at 9-0-12, 91 lb down and 168 lb up at 11-0-12, 91 lb down and 168 lb up at 13-0-12, 91 lb down and 168 lb up at 15-0-12, 91 lb down and 168 lb up at 17-0-12, 91 lb down and 168 lb up at 19-0-12, 91 lb down and 168 lb up at 21-0-12, 91 lb down and 168 lb up at 23-0-12, 91 lb down and 168 lb up at 25-0-12, 91 lb down and 168 lb up at 27-0-12, 91 lb down and 168 lb up at 29-0-12, 91 lb down and 168 lb up at 31-0-12, 91 lb down and 168 lb up at 33-0-12, 91 lb down and 168 lb up at 35-0-12, 91 lb down and 168 lb up at 37-0-12, 91 lb down and 168 lb up at 39-0-12, 91 lb down and 168 lb up at 41-0-12, and 91 lb down and 168 lb up at 43-0-12, and 145 lb down and 152 lb up at 44-2-4 on top chord, and 323 lb down and 136 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 66 lb down at 13-0-12, 66 lb down at 15-0-12, 66 lb dawn at 17-0-12, 66 Ito down at 19-0-12, 66 lb down at 21-0-12, 66 lb down at 23-0-12, 66 lb down at 25-0-12, 66 lb down at 27-0-12, 66 lb down at 29-0-12, 66 lb down at 31-0-12, 66 lb down at 33-0-12, 66 lb down at 35-0-12, 66 lb down at 37-0-12, 66 lb down at 39-0-12, 66 lb down at 41-0-12, and 66 lb down at 43-0-12, and 106 lb down at 44-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-11=-54, 2-12=-20 Concentrated Loads (lb) Vert: 3=-91(13) 1 1=-145(B) 12=-61(B) 19=-323(B) 5=-91(B)16=-41(B) 8=-91(B)13=-41(B) 22=-91(B) 23=-91(B) 24=-91(B) 27=-91(B) 28=-91(B) 29=-91(B) 30=-91(B)31=-91(B)32=-91(B)34=-91(B)35=-91(B)36=-91(B)38=-91(B)39=-91(B)40=-91(B)41=-91(B)42=-41(B)43=-41(B)44=-41(B)45=-41(B)46=-41(B) 47=-41(B) 48=-41(B) 49=-41(B) 50=-41(B) 51=-41(B) 52=-41(B) 53=-41(B) 54=-41(B) 55=-41(B) 56=-41(B) 57=-41(B) ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 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 ANSNTPl1 Quality Criteria, DSB-89 and BCSI Building Component Blvd. e East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 6904 Parke East Job s Truss Type Qty Ply LOT 5/2 WATERSTONE TB T20042259 2323058 C GABLE 1 1 Job Reference o tional 1QUU1a tr,c,n 11y, rr.I, ndm uny, rL - aaoor, t3.24U s Mar 9 2U2U MI I ek Industries, Inc. Wed Apr 22 14:32:38 2020 Page 1 ID:5Q4Ed W 9h21AUYT2rOU9UG8ykiQL-fxE58Uwp W MgYl4e2RSOZSyyUtl 8ilUndXv_pgdzO86d -1-4-0 12-4-0 24-M 26-0-0 1-4-0 12.4-0 12-4-0 1-4-0 Scale = 1:44.7 4x6 = 5x6 = 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 0.28 Vert(LL) 0.00 13 n/r 120 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.13 Vert(CT) 0.01 13 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.12 Hor2(CT) 0.01 12 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Weight: 133 lb FT = 20 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 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 24-8-0. (lb) - Max Horz 2=252(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 19, 21, 17, 15 except 2=-160(LC 12), 12=-160(LC 12), 20=-102(LC 12), 22=-165(LC 12), 16=-102(LC 12), 14=-165(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 2, 12, 18, 19, 20, 21, 17, 16, 15 except 22=338(LC 17), 14=338(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-97/310, 6-7=-127/393, 7-8=-127/400, 8-9=-97/317 WEBS 6-19=-130/284, 3-22=-239/339, 8-17=-127/284, 11-14=-238/339 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -1-4-0 to 1-8-0, Exterior(2) 1-8-0 to 12-4-0, Comer(3) 12-4-0 to 15-4-0, Exterior(2) 15-4-0 to 26-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 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) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-13 treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 21, 17, 15 except (jt=lb) 2=160, 12=160, 20=102, 22=165, 16=102, 14=165. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any. electronic copies. Joaquid Velez PE N6.881tZ MiTek USA, 641LCerb6834, ,690A:Pafke East 81vd.,Tampa F.L.33610 Date: April 22,2020 ® WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p 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 "" fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11FP/1 Quality Criteria, DSB-89 and BCS/ 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 LOT 5/2 WATERSTONE T20042260 2323058 B13 COMMON 7 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:39 2020 Page 1 ID:5Q4Ed W9h21AUYT2rOU9UG8ykiQL-88nTLgwRHgoPNEDE?AXo_AUdIRMjUujnmZkNC3zO86c 1 4 0 6-5-4 12-4-0 18-2-13 24-8-0 26-0-0 1-4-0 ' 6-5-4 ' 5-10-12 5-10-12 6-5-3 1-4-0 Scale = 1:43.9 4x6 = 04 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 8.6-12 16-1-5 24-8-0 8-6-12 7-6-10 8-6-11 Plate Offsets (X,Y)-- [2:0-0-4 Edge] [6:0-0-4 Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.14 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.26 10-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 114lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=252(LC 11) Max Uplift 2=-508(LC 12), 6=-508(LC 12) Max Grav 2=985(LC 1), 6=985(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1575/853, 3-4=-1402/829, 4-5=-1401/828, 5-6=-1574/853 BOT CHORD 2-10=-598/1494, 8-10=-289/950, 6-8=-636/1373 WEBS 4-8=-258/628, 5-8=-384/375, 4-10=-259/629, 3-10=-384/375 Ig NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 12-4-0, Extedor(2) 12-4-0 to 15-4-0, Interior(1) 15-4-0 to 26-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=508, 6=508. This item has been 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum electronically signed and sheetrock be applied directly to the bottom chord. Sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Valk PE No.68182' MiTek USA;'Inc.k-Cer66634, 8894 Parke,East BlvcI_Tampa,FL 3$810 Date: April 22,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MTek0 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 ANS11TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply LOT 512 WATERSTONE T20042261 2323058 B13A Common 2 1 Job Reference (optional) urce (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:40 2020 Page 1 ID:zmbLkv5ELIDtgyehSMnND7z4_Wx-cKLrZgx32_wG_NoQYt31 XN1 oCriuDLpw?DTwkWzO86b 6-5-4 12-4-0 18-2-13 24-8-0 26-0-0 6-5 4 5-10-12 5-10-12 6-5-3 1-4-0 4x6 = 1 1.5x8 Scale=1:44.3 3x6 = 3x4 = 3x4 = 3x4 = 3x6 = 8-6-12 16-1-5 24-8-0 8-6-12 7-6-10 8-6-11 Plate Offsets (X,Y)-- rl:0-6-0 0-0-6j [5:0-6-0 0-0-6] 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 0.42 Vert(LL) -0.13 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.26 9-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 112 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=-247(LC 10) Max Uplift 1=-406(LC 12), 5=-511(LC 12) Max Grav 1=911(LC 1), 5=987(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1587/907, 2-3=-1413/878, 3-4=-1405/842, 4-5=-1578/872 BOT CHORD 1-9=-657/1507, 7-9=-307/954, 5-7=-652/1376 WEBS 3-7=-255/628, 4-7=-384/377, 3-9=-269/639, 2-9=-391/381 IT R O NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 12-4-0, Exterior(2) 12-4-0 to 15-4-0, Interior(1) 15-4-0 to 26-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=406, 5=511. This item has been 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum electronically signed and sheetrock be applied directly to the bottom chord. sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin W&PE N6.681& MiTek USA;'Ine. FL'Cert6634, . 1891)4'ParkeEast,Blvd..,,Tampa FL, 3$810 'Date: April 22,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 MITe I(• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Blvd. e 6904 ParkEast SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Parke 36610 East Job Truss Truss Type City Ply LOT 5/2 WATERSTONE T20042262 2323058 B13B COMMON 1 1 Job Reference o tional CJ resource (riant city, FL), mant aty, FL - 33b67, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:41 2020 Page 1 I D:zm b Lkv5ELl DtgyehSMn N D7z4_Wx-4 WvEm Vyhp H26cXNc6aa G3bZyDF28yoD4EtDTHyzO86a 6-0-12 11-11-8 17-10-5 24-3-8 25-7-8 6-0-12 5-10.12 5-10-12 6-5-3 1-4-0 46 = Scale = 1:43.4 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = I+ O Plate Offsets (X,Y)-- 6-2-4 T1:0-0-0,0-1-4] [5:0-0-4 Edge] 7-6-10 8-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL , 1.25 TC 0.40 Vert(LL) -0.14 7-9 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.66 Vert(CT) -0.25 7-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 112 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 1=0-3-8, 5=0-8-0 Max Horz 1=-244(LC 10) Max Uplift 1=-400(LC 12), 5=-505(LC 12) Max Grav 1=897(LC 1), 5=973(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1514/864, 2-3=-1333/838, 3-4=-13771828, 4-5=-1549/857 BOT CHORD 1-9=-611/1415, 7-9=-293/926, 5-7=-639/1350 . WEBS 3-7=-259/633, 4-7=-382/375, 3-9=-231/565, 2-9=-344/357 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-11-8, Exterior(2) 11-11-8 to 14-11-8, Interior(1) 14-11-8 to 25-7-8 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=400,5=505. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Veldz PE N6.68,182 MiTeKUS4; )tic. FL Cert8634, � '04.Parl<e;East Blvd.�Tarripa F,L 3�610• Date: April 22,2020 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 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 MOW 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 ANS117P/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salefyinformadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 512 WATERSTONE T20042263 2323058 C1 Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:41 2020 Page 1 I D:YARq CU h M7owkV EMp PNjefGzAwvz-4 WvEm Vyh p H 26 cXNc6aa G3bZ? PFCsys L4EtDTHyzO86a -1-4-0 0-11-4 1-4-0 0-11-4 Scale = 1:7.6 0-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=79(LC 12) Max Uplift 3=-3(LC 1), 2=-194(LC 12), 4=-15(LC 1) Max Grav 3=21(LC 12), 2=158(LC 1), 4=45(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at=lb) 2=194. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic_ copies. Joaquin Vete2 PE No.6E162 MiTek USA, Irte, FLCert'6634; :8904'Parke.EastBlva. Tampa FL:83910 Date: April 22,2020 ® 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 propedy 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 ANS/1TP11 Qualify 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 LOT 5/2 WATERSTONE T20042264 2323058 C3 Jack -Open 4 1 Job Reference o tional Builders FlrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:42 2020 Page 1 ID:zmbLkv5ELlDtgyehSMnND7z4_Wx-rTc_rzKabAzEhypgl5Vco6A9eWQhJbDSXzl pOzO86Z -1-4-0 2-11-4 1-4-0 ' 2-11-4 Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=132(LC 12) Max Uplift 3=-62(LC 12), 2=-209(LC 12), 4=-39(LC 9) Max Grav 3=61(LC 17), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-10-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=209. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182: MiTekUSA, lrfc,iFL Cert'8634 8�04.P.arke.East 81vd.,Tampa,FL;3$610 Date: April 22,2020 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101012015 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 passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117PPII 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 s Truss Type Qfy Ply LOT 5/2 WATERSTONE TCr5 T20042265 2323058 Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:43 2020 Page 1 I D:zm bLkv5ELl DtgyehSMn N D7z4_Wx-Ovl _BB_yLv Igrr W? E?ck9OflP2p3Qm rMhBiaLrzO86Y 1 4-0 4-11-4 1-4-0 4-11-4 Scale = 1:17.6 3x4 = 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 0.42 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.37. Vert(CT) -0.05 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -AS Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=185(LC 12) Max Uplift 3=-107(LC 12), 2=-162(LC 12) Max Grav 3=129(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 3=107, 2=162. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin V61ez PE N6.68182; MiTek USA;inc, CCerf6634; 6 q,t Parke,EasFBlvd. Tampa F.L 33810 Date: April 22,2020 A 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 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 ANS117PI1 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 s Truss Type Qty Ply LOT 5/2 WATERSTONE TDO T20042266 2323058 SPECIAL 2 1 Jab Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:44 2020 Page 1 I D:zm b Lkv5E LI DtgyehSM n N D7z4_Wx-U5b M0X_a5 CQhT?5Bnj7zh D BSVS4395xW wrS7u HzO86X -1-6-0-10 8-8-0 9 0- 16-3-0 22-0-0 234-0 1-0-0 6-0-10 2-7.6 0-0- 6-3-0 6-9-0 1-4-0 4x6 II Scale = 1:44.9 1Z JXb = 4x6 = 2x4 II 9-0-0 0,4-0 8-0-0 a-a-0 15-3-0 21-6-0 22-0-,0 1 7-8-0 b-e-0 63-0 s5-o 0-4- 0-4-0 Plate Offsets (X,Y)— [2:0-3-4,0-1-10] [2:0-2-8,0-1-81,[6:0-3-0 0-3-01 [8:0-2-8 0-1-8] [8:0-3-4 0-1-101 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 0.47 Vert(LL) 0.15 14-19 >659 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.12 14-19 >814 180 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -AS Weight: 114 lb FT = 20% LUMBER- BRACING- TOP.CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: WEBS 2x4 SP No.3 6-8-0 oc bracing: 11-13 SLIDER Left 2x4 SP No.3 3-0-1, Right 2x4 SP No.3 3-2-5 REACTIONS. (size) 2=0-4-0, 8=0-3-8, 14=0-4-0 Max Horz 2=382(LC 11) Max Uplift 2=-562(LC 12), 8=-709(LC 12), 14=-498(LC 12) Max Grav 2=442(LC 1), 8=630(LC 1), 14=710(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-432/911, 4-5=-289/411, 5-6=-295/392, 6-8=-585/1122 BOT CHORD 2-14=-563/243, 13-14=-563/243, 11-13=-674/328, 10-11=-837/575, 8-10=-845/577 WEBS 4-13=-243/366, 6-10=-478/263, 6-11=-524/990 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0, Interior(1) 12-0-0 to 23-4-0 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) This item has been 2=562, 8=709,14=ass. electronically signed and 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sealed by Velez, Joaquin, PE sheetrock be applied directly to the bottom chord. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin V61ez PE No.681821 MITek,USA, Inc. FL'Cdrt 8634, 6904 Parke,EashBlvd •Tampa EI 33610 Date: April 22,2020 ® 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 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 M iTek- Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Type Qty Ply LOT 5/2 WATERSTONE rDOISS T20042267 2323058 MONO TRUSS 3 1 Job Reference (optional) era nrstauurce (rrani City, FL), riant Cary, FL - 33ob1, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:45 2020 Page 1 ID:zmbLkv5ELIDtgyehSMnND7z4_Wx-yH9kct?Cs WYY59gOLQeCERkfksQiue_f8UBhQjzO86 W -1-4-0 6-0-10 8-10-0 1 4-0 6-0-10 2-9-6 l 3x6 = 7-11 2x4 11 oxb = Scale = 1:29.9 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.24 6-10 >388 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) 0.20 6-10 >473 180 BCLL 0.0' ' Rep Stress Incr YES WB 0.15 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 42 lb' FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 6=0-3-8 Max Harz 2=288(LC 12) Max Uplift 2=-343(LC 12), 6=-345(LC 12) Max Grav 2=388(LC 1), 6=326(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-250/101 BOT CHORD 2-6=-340/175, 5-6=-340/175 WEBS 3-5=-260/506 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 8-8-4 zone; cantilever left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=343, 6=345. 5) 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. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE 146.681827 MiTek USA; kii,i-Cerrt6634: 8904 Parke,Easf B.Ivci.,Tampa FL_ '3610 Date: April 22,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 411-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and 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 LOT 5/2 WATERSTONE T20042268 2323058 D02 GABLE 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:46 2020 Page 1 ID:zmbLkv5ELIDtgyehSMnND7z4_Wx-QUi7pDOgdggPi IFav89RmeHoTGIFd00pN8xEy9zO86V 0 i 6-0-10 9,0-0 15-0-0 22-0-0 23-4-0 1-4-0 6-0-10 2-7-6 0-'4-b 6-0-0 7-0-0 1-4-0 3 5x6 = 4X6 = -8-0 Scale = 1:44.5 Io 4 N LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(ILL) 0.19 12-27 >503 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) 0.16 12-27 >623 180 BCLL 0.0 * Rep Stress Incr YES WB 0.48 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 134 lb FT = 20 % 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. Except: 4-9: 2x6 SP No.2, 6-10: 2x4 SP No.2 P 8-7-0 oc bracing: 9-11 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 6=0-3-8, 12=0-4-0 Max Horz 2=382(LC 11) Max Uplift 2=-553(LC 12), 6=-696(LC 12), 12=-519(LC 12) Max Grav 2=459(LC 1), 6=633(LC 1), 12=693(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-361/480, 3-4=-311/475, 4-5=-304/423, 5-6=-734/1127 BOT CHORD 2-12=-516/240, 11-12=-516/240, 9-11=-692/341, 4-11=-314/178, 8-9=-859/606, 6-8=-851 /604 WEBS 5-8=-473/259, 5-9=-537/1006, 3-11=-317/439 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0, Interior(1) 12-0-0 to 23-4-0 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=553, 6=696, 12=519. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gvosum sheetrock be applied directly to the bottom chord This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any. electronic copies. Jaapuin VelezPE No.68182' Mjek'USA;111'c..FL Gerf6G34,; f690 Parke,EashBlvd.•Tampa FL 33810 Date: Anril 99 9n9n ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7477 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 �L 1� building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek" 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 ANS117P/1 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safetyinformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply LOT 512 WATERSTONE T20042269 2323058 E7 Jack -Open 36y 36 1 Job Reference (optional) ce (Fiant Ury, FL), I mant uty, t-L - 33bb /, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:47 2020 Page 1 ID:YARgCUhM7owkVEMpPNjefGzAwvz-vgGV 1 Z1 S07oGKSgmTrhgJsptyf63MagycogoUcz086U 1-4-0 7-0-0 1-40 700 3x4 = Scale=1:23.1 Plate Offsets (X,Y)— [2:0-0-8,Edgel 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 0.84 Vert(LL) 0.16 4-7 >511 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.63 Vert(CT) -0.20 4-7 >418 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 12) Max Uplift 3=-163(LC 12), 2=-178(LC 12) Max Grav 3=190(LC 17). 2=336(LC 1), 4=122(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS.(directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=163, 2=178. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Ye & PE N6.88187 MiTek USA; Iitc,:FL Cerf8634, 6904 Pa0;4stBlvd.ITampa,FL;33810 Date: April 22,2020 ®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 M i 7T ek• 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/TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply LOT 5!2 WATERSTONE T20042270 2323058 E7V Jack -Open 3 1 Job Reference (optional) ce (Plant city, FL), Plant city, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:47 2020 Page 1 ID:YARgCUhM7owkVEMpPNjefG7Awvz-vgGV 1 Z1 S07oGKSgmTrhgJsptKf5XMagycogoUczO86 U 1 4-0 7-0-0 7-0.0 I 3x4 Scale = 1:22.9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.17 4-7 >484 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.21 4-7 >406 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 12) Max Uplift 3=-167(LC 12), 2=-172(LC 12) Max Grav 3=192(LC 17), 2=336(LC 1), 4=122(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=167, 2=172. 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. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquih,YeI& PE No.681& MiTek USA; lh'c,:FL-Ceit6634, :690� Parka," sFBlvd. Tampa FL,83610 Data; April 22,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 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 LOT 5/2 WATERSTONE T20042271 2323058 E7VA Jack -Open 1 1 Job Reference (optional) ce tyrant Chy, FL), elan[ City, rL - 5a0bf, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:48 2020 Page 1 ID:YARq CUh M7owkV E Mp PNjefGzAwvz-Nsq tEu 149Rw7ycPzOYCvs 3MBw3VA5145rSQL12zO86T -1-4-0 7-0-0 140 700 R 3x4 T v Scale = 1:22.9 6-1-8 0-10-8 Plate Offsets (X,Y)— (2:0-1-15 0-0-8) LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.07 6-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.10 6-9 >864 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 5 rile n/a BCDL 10.0 Code FBC2017fTPI2014 Matrix -AS Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=241(LC 12) Max Uplift 4=-101(LC 12), 2=-157(LC 12). 5=-30(LC 12) Max Grav 4=122(LC 17), 2=361(LC 1), 5=226(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-8=-657/421 BOT CHORD 2-6=-638/689, 3-6=-660/610 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=lb) 4=101, 2=157. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum This item has been sheetrock be applied directly to the bottom chord. electronically Signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No:88182. MTeK USA;'ItfI:..EL Cerf6634, �6904:Par)ce East Blvd. Tampa FL- 33610 Date: April 22,2020 WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED fAITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ��• Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing iw iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Pa SafetyInformParke Easl Blvd. ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, rk 3ast Job Truss Truss Type city Ply LOT 5/2 WATERSTONE T20042272 2323058 E7V6 Jack -Open 1 1 Job Reference (optional) 5OU,UC trani ury, rL - aoaor, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:49 2020 Page 1 I D:YARq CUh M7owkV E MpPNjefGzAwvz-r3O FS E2j wl2_Zm-9a Gj80 HvI DTobq U KF369 uZUzO86S -1-4-0 4-1-8 7-0-0 1 4-0 4-1-8 2-10-8 12 3x4 % - - Scale = 1:23.4 4-1-8 7-0-0 4-1-8 2-10-8 Plate Offsets (X,Y)— [2:0-0-15,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.17 6-12 >485 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.19 6 >435 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 28 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=241(LC 12) Max Uplift 4=-130(LC 12), 2=-155(LC 12), 5=-15(LC 12) Max Grav 4=167(LC 17), 2=364(LC 1), 5=154(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-8=-677/448 BOT CHORD 2-6=-673/726, 3-6=-698/647 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) -1-4-0 to 1-8-3, Interior(l) 1-8-3 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at=lb) 4=130, 2=155. 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 This item has been sheetrock be applied directly to the bottom chord. electronically Signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.69182 MiTekUSA; Inc'.FLCeit 6-634, , 6 .0 Parke East,Blird. Tampa F,L,33610' Date: April 22,2020 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and propedy 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 Tr ek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M i'l fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 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 5/2 WATERSTONE 2323058 E7VC Jack-0pen 1 1RA'�— [LOT T20042273 — tS P Reference (optional) s ource ( lant Clty, FL), Plant Gay, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:50 2020 Page 1 ID:YARgCUhM7owkVEMpPNjefGzAwvzJFydfa3Lh2ArBwZL8zENxURUYtBbZv901mvS5xzO86R -1-4-0 2-1-8 4-8-2 7-0-0 1-4-0 2-1-8 2-6-10 2-3-14 I 3x4 % 3.00 12 I� 0 Scale = 1:22.6 Plate Offsets (X,Y)— [2:0-0-15 Edge), [3:0-9-7 0-3-2j 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 0.49 Vert(LL) 0.10 3 >809 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.16 3-7 >506 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) -0.08 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 5=Mechanical, 2=0-8-0, 6=Mechanical Max Horz 2=241(LC 12) Max Uplift 5=-27(LC 12), 2=-186(LC 12), 6=-131(LC 12) Max Grav 5=23(LC 17), 2=313(LC 1), 6=251(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 3-7=-390/255 WEBS 4-7=-340/522 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 2=186, 6=131. 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. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic, copies. Joaquin Velez PE No.68182� MiTek USAjrfc..FL• Cart'6634, 6904 Pafkg East Bl r Tampa FL3$810; Date: April 22,2020 ,& WARNING - Yerify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I'r�k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Blvd. e Eest Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 6904 Parke 3ast Job s Truss Type Qty Ply LOT 512 WATERSTONET20042274 J 2323058 GABLE 1 1 Job Reference o tional �wvu,�c tF,a„..,ny, F�l, ream . 11y, rL - coaot, 6 .241.1 S Mar a 2u2u MI I eK Industries, Inc. Wed Apr 22 14:32:50 2020 Page 1 ID:zm bLkv5ELlDtgyehSMnND7z4_Wx-JFydfa3Lh2ArBwZL8zENxURWTtDSZxjOlmvS5xzO86R -1.4-0 4-4-0 8-8-0 10-0-0 1-4.0 4-4-0 4-4-0 1-4-0 Scale=1:20.9 4x6 = I� 0 3x4 = 3x4 = -4-0 4-4-0 8-4-0 -8-0 -4-0 4-0-0 4-0-0 -4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip,DOL 1.25 TC 0.37 Vert(LL) 0.02 6-18 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.26 Vert(CT) 0.02 6-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 38 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 4=0-4-0 Max Horz 2=-105(LC 10) Max Uplift 2=-409(LC 12), 4=-409(LC 12) Max Grav 2=393(LC 1), 4=393(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-291/580, 3-4=-291/581 BOT CHORD 2-6=-340/205, 4-6=-340/205 WEBS 3-6=-293/146 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-4-0, Exterior(2) 4-4-0 to 7-4-0,. Interior(1) 7-4-0 to 10-0-0 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=409, 4=409. 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. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE N6.68182; MITek'UsA; inc;iFl Cert`8694 ,6904 Parke,East,Blvd.:1Tarnpa*FL,33610 Dale: April 22,2020 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/1TPI1 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 s Truss Type Qty Ply LOT 512 WATERSTONE THr7 T20042275 2323058 Diagonal Hip Girder 2 1 Job Reference (optional) t...Y. 1, pia,.L ` ny, F� - 0000r, C.z4v s mar a zuzu mi I ex InaustreS, Inc. weo Apr 22 14:32:51 2U20 Page 1 I D:YARgCUhM7owkVEMpPNjefGzAwvz-nRWOsw4zSMlip48XihicTi_g3H VZIJHYXQe?dNzO86Q -1-10-10 5-2-5 9-10-13 1-10-10 5-2-5 4-8-8 Scale = 1:22.7 3x4 = 5-2-5 1 4-7-12 0-0- 2 LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.07 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 43 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-11-5, 5=Mechanical Max Horz 2=241(LC 8) Max Uplift 4=-129(LC 8), 2=-297(LC 4), 5=-160(LC 4) Max Grav 4=124(LC 1), 2=517(LC 1), 5=330(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-764/464 BOT CHORD 2-7=-478/692, 6-7=-478/692 WEBS 3-7=-24/286, 3-6=-751/519 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf, h=15ft; B=45ft; L=24ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=1b) 4=129,2=297,5=160. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 64 lb down and 18 lb up at 1-5-12, 64 lb down and 18 lb up at 1-5-12, 5 lb down and 100 lb up at 4-3-11, 5 lb down and 100 lb up at 4-3-11, and 37 lb down and 155 lb up at 7-1-10, and 37 lb down and 155 lb up at 7-1-10 on top chord, and 41 lb up at 1-5-12, 41 lb up at 1-5-12, 5 lb This item has been down and 54 lb up at 4-3-11, 5 lb down and 54 lb up at 4-3-11, and 29 lb down at 7-1-10, and 29 lb down at 7-1-10 on bottom electronically signed and chord. The design/selection of such connection device(s) is the responsibility of others. Sealed by Velez, Joaquin, PE 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). using a Digital Signature. LOAD CASE(S) Standard Printed copies of this 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 document are not Considered Uniform Loads (plf) signed and sealed and the Vert: Loads (l Concentrated Loads (lb) signature nature must be verified Vert: 13=-75(F=-37, B=-37) 15=-10(F=-5, B=-5) 16=-57(F=-28, B=-28) on any electronic copies. Joaquin Yelez PE 46.68182" MiTek;U$A;'Int:,iFL C'dd4G34; Q904 Park 6si6v&Tampa FL33Q10` Date_: April 22,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 iw 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 ANS/1TPH 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 Qty Ply LOT 512 WATERSTONE ��e T20042276 2323058 PB1 VALLEY 4 1 Job Reference (optional) Bunaers FirsiSource (Plant City, FL), Plant City, FL - 33557, 4-4-0 3x6 = 2x4 11 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:52 2020 Page 1 ID:?1 YDfItmYJ 1 NmupVDA3te2z4H2S-Fe404G5bDgRZQDjkFOGrOvXuJgxO1 rOhm4OZApzO86P 4x6 = 3x6 = Scale = 1:16.2 I< a 1 4-4-0 4-4-0 Plate Offsets (X,Y)— [2:0-0-4,0-0-0] [4:0-0-4 0-0-0] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 8-8-0. (lb) - Max Horz 1=-74(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 5, 6 except 1=-122(LC 17), 2=-220(LC 12), 4=-220(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 6 except 2=310(LC 17), 4=294(LC 18) 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 4-4-0, Exterior(2) 4-4-0 to 7-4-0, Interior(1) 7-4-0 to 6-4-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except (jt=lb) 1 =1 22, 2=220, 4=220. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4, 6. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This Item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic_ copies. Joaquin Velez PE No. l!1Z' MiTek USA; Ir1c: FL Ce6834;, 8904 Parke.EasfBlvd.-Tampa FL.33610 Date: April 22,2020 ® WARNING - Verlfy design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TP/1 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 Qly Ply LOT 5/2 WATERSTONE T20042277 2323058 PB2 VALLEY 2 1 Job Reference o tional (Fiant City, FL), Plant City, FL - s tobt, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:53 2020 Page 1 ID:?1YDfItmYJ1 NmupVDA3te2z4H2SjgemHc5D zZQ2NHwp6o4Y73324HFmler k76iFz0860 4-0-0 4-4-0 4-8-0 8-8-0 4-0-0 0-4-0 0-4-0 4-0-0 3x6 = 2x4 11 4x6 = 3x6 = Scale=1:16.5 1 4-4-0 4-4-0 Plate Offsets (X,Y)— [2:0-0-4,0-0-01 [4:0-0-4 0-0-01 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 0.22 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 8-8-0. (lb) - Max Horz 1=-74(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 5, 6 except 1=-122(LC 17), 2=-220(LC 12), 4=-220(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 5, 6 except 2=310(LC 17), 4=294(LC 18) 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; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 4-4-0, Exterior(2) 4-4-0 to 7-4-0, Interior(1) 7-4-0 to 8-4-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except (jt=lb) 1 =1 22, 2=220, 4=220. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4, 6. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This Item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin V616z PE No.66782' MiTek'USA,'ilfc,IFLCut 6634: , �69o4 Parke.EasFBlvd.-Tampa',FL 33610 Date: April 22,2020 ® 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 propedy 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 ANSI1rPl1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply LOT 512 WATERSTONE �Qty T20042278 2323058 PB3 VALLEY 2 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 14:32:54 2020 Page 1 I D:? 1 YDfItmYJ 1 NmupVDA3te2z4H2S-BOB8Vy6rlHhGgXs6NpJJ5KcEEUcLVkB_D0tfEizO86N 2-0-0 4-4.0 6-8.0 8-8-0 2-0-0 2-4-0 2-4-0 2-0-0 Scale = 1:16.5 3x4 = 3x8 11 6.00 12 3 9 4 10 5 3x4 = 2x4 = 2x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.19 BC 0.14 WB 0.09 Matrix-SH DEFL. in Vert(LL) n/a Vert(CT) n/a Horz(CT) -0.01 (loc) I/deft Lid We 999 n/a 999 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 8-8-0. (lb) - Max Horz 1=32(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 2 except 8=-114(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 7, 2 except 8=281(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-197/277, 3-4=-1741293, 4-5=-174/293, 5-6=-190/282 WEBS 4-8=-192/297 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;, Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 5-0-0, Interior(1) 5-0-0 to 6-8-0, Exterior(2) 6-8-0 to 8-4-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) 1, 7, 2 except at=lb) 8=114. This item has been 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 8. electronically signed and 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velei PIE No.68182. MiTek USA; if1'c.:FL'• Cek$34•, 6904'Parke,EashBlvd,.,Tampa.FL 336.10 Date: April 22,2020 A WARNING - Verrfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10103f205 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 tmss 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 ANSVTPN 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 LOT 5/2 WATERSTONE T20042279 2323058 V2 VALLEY 1 1 Job Reference (optional) �•- v im • ^n -r, r, • o.cvu s mar a tutu 1'" r en uruusmes, mc. vveo mpr zz 19:Jz:oo zuzu rage 1 ID:zm bLkv5ELIDtgyehSMnND7z4_Wx-gDl W il7U Wbp7HhRJxXgYeY9SEu_OEBp7S2cDm8z086M 2-2-9 229 v 0 2x4 i 2x4 II 3 Scale = 1:8.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=2-2-1, 3=2-2-1 Max Horz 1=39(LC 12) Max Uplift 1=-14(LC 12), 3=-34(LC 12) Max Grav 1=53(LC 17), 3=58(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 2-2-9 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 5) na This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. 'Joaquin Yel'3,'z PE No.fi8182i MITek UBA, I60 a'L Cert 8634, 6904 Parke Easf8lvd Tarnpa FL 33Q10 Date: April 22,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Welk' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " ITe'C- 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 BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 5/2 WATERSTONE T20042280 2323058 V3 VALLEY 1 1 Job Reference (optional) r ^n • •-n �n - o.— s rvmr a cucu ivn r en mausrnes, mc. vveu Apr zz iv:az:oo zuzu rage 1 I D:zm b Lkv5EL I DtgyehS Mn N D7z4_Wx-8 PJvwe86 H ux_vr0 V U E LnAlhZd IJ Dze3 Hgi MmJaz086 L 3-10-9 3-10-9 Y 6 d 2x4 i 2x4 II Scale = 1:12.5 0-Qi8 0-d-'8 3-10-9 3-10-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 13 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP ND.2 TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=3-10-1, 3=3-10-1 Max Horz 1=84(LC 12) Max Uplift 1=-31(LC 12), 3=-73(LC 12) Max Grav 1=115(LC 17), 3=126(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 5) na This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic, copies. Joaquin V616zPE 1146A 821 MiTeKt15A; Iric.:Fl:"Cert6674, 8904.Par1ce;EasFElvd.,Tampa FL,33670 Date: April 22,2020 ® 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 MITeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and prop edy Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSh7P/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 4 Truss Truss Type Qty Ply1LOT 5/2 WATERSTONET20042281 L23'23058 V4 VALLEY 1 Job Reference (optional) v b d 2x4 i o. u s iwm a tutu con i en uwusuies, mu. vveu mpr zz-tv:az:oo zuzu rage 1 ID:zmbLkv5ELlDtgyehSMnN D7z4_Wx4nRfKJ9MoW Bi88AucfNFFAnt55ZEQYYa80rtNTzO86J 4-2-9 4-2-9 2x4 II 3 Scale = 1:13.3 0-QTB 4-2-9 4-2-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.14 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-P Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=4-2-1, 3=4-2-1 Max Horz 1=93(LC 12) Max Uplift 1=-34(LC 12), 3=-80(LC 12) Max Grav 1=128(LC 17), 3=139(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-2-9 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-0-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 5) na This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin VeldiPE N6.681112, MiTek USA; Irfc FL Cert'4634, 6904 Parke.East Blvd. Tampa F,.L;33610 Date: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mirEK REFERENCEPAGE 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 q building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and 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 April 22,2020 6 Symbols 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. 0-1'er For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -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 lll11110 111111110 W111 0 Mffeko MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes 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 alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSlfrPI 1 Quality Criteria.