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HomeMy WebLinkAbout23-6286•N"NI 06286-2023F-1 Issue Date: 06/19/2023 Name: STARLIGHT HOMES FLORIDA LLC I -- 1 11 . i lass of Work: Townhome Address: 9720 Princess Palm Ave Ste 1 TAMPA, FL 33610 1 111111109� Park Impact Fee - Single Family/Townhome Transportation Impact Fee Public Safety Impact Fee -Police Water Connection Residential Fee Plumbing Valuation Fee Address Fee Building Plan Review Fee Driveway Fee Fire Wall/Smoke Wall Inspection Mechanical Plan Review Fee Building Permit Fee Building Valuation: $92,891.60 Electrical Valuation: $6,155.00 Plumbing Valuation: $8,406.00 Total Valuation: $115,157.60 Total Fees: $13,445.05 Amount Paid: $13,445.05 Date Paid: 6/16/2023 3:52:09PIV Contractor: STARLIGHT HOMES FLORIDA LLC $769.56 Electrical Permit Fee $7038 $3,445.20 Plumbing Permit Fee $82.03 $254.00 Sewer Connection Residential Fee $2,400.00 $1,140.00 SIF 1 percent Fee $33.53 $41.02 Public Safety Impact Fee -Admin $2635 $30.00 Electrical Plan Review Fee $35.39 $252.23 School Impact Fee - Single Family $3,353.00 $45.00 Transportation Impact Fee - City $34,80 $15.00 3/4 Water Meter Residential Connection Fee $794.92 $39.26 Mechanical Permit Fee $78.52 $504.46 11 nm��� !I! I I � Iff I I !I F I I I!': !i !I I !Till 11 1 �11 I I �11 I liqlp llllllll�ljjlill��11��� MMEA��� Complete Plans, Specifications add fee Must Accompany Application. All work shall be performed in accordance withClij, Codes and Ordinances. NO OCCUPANCY BEFORE C.O. /NOVOCCUPANCY BEFORE C.O. ACTOR' dN TURE PEfAIT OFFICEt) L 0134fla(1020 City of Zephychiils Permi( Application Fare-110-740.0021 Building Deparbnenl nata Rocolvod Pbona Contact for Pomiltttrrp ( 9i Owooe: Nama Starlight Homes FL LLC O.arptsonaNumber 813-819-0199 "''► Owner's Address 9720 Princess Palm Ave, Suite 140 Tampa FL 33619 OwnorPtiono Number i Foe S6nplo TI(laholdarNama ^ ® OwnarPhona Number Foa Simplo T(((ettotdor Address I— .ROUADDRL'SS C6219 DAERR RIDGE STREET Zephyrhills, FL 33542 LOT 17 SUDDIVISION Tyson Townshomes PARCELrDtI Q2 26 21 031Q QQQQQ 0170 104rAMCD FROM PROPERTY TAX IranCE) WORK PROPOSED tIEWCONSTft ADDIALT SIGN � DEMOLISH INSTALL REPAIR PROPOSEDUSE SFR ® COMM OTHER TYPE OF CONSTRUCTION ® BLOCK ® FRAME STEEL ® r DESCRIPTION Of WORK New Residential Construction nViLOING SIZE 11692 SO FOOTAGE 1386 HEIGHT 27'10� "C"t•S'JCL'C'Ct'C-L'CCCCK'K'S'C'C'CK'K'K'C'C'gTt'K'<'C"C'C'K't'K'g'K-C rC-C ccit:-rC,C iv%-ICC-rcc-c rKl ('��autLDtNG S $92,891.60 VALUATION OF TOTAL CONSTRUCTION ELECTRICAL S ---- 00� AMP SERVICE Q PROGRESSENERGY ® W.R.E,C. (=PLUMOING s 8406.00 ' MECHANICAL S 7705 00 VALUATION or &tECNANtGAt wsrALLAnoN GAS Q ROOFING Q SPECIALTY = OTHER FINISHED FLOOR ELEVATIONS 1386 � FLOOD ZONE AREA AYES NO •!-iz�t•d•#-l-d-$-F-Ft�•-tt•f-8-{-R-4-E-f-ii^(•(-t'l-i-t^E-K••t^F^1-i-! [-f-t-i-e-1 oulLocrz R COMPANY Starlight Homes FL LLC SIGNATURE? t ___� rteouscrea Y N FEEcuanaa /N Add—. 4972P.neess Palm Ave, Suite 140 Tampa FL 33611 lteanso A CGC 1524497 ELECTRICIAN i JJ SIGNATURE.- r COMPANY-.— REGIMARD �1N t FEECURREN iN 1 Address pLU.ltDER �� COMPANY ayonet Plumbing Heating & Air Conditioning- SIGOATURE ! a } " /" REarsTeneo Y N FeecuwgEA H Address 950 New York Avenue, Hudson, Fl 34667 i uccnso It CFC042998 —•�� MECHANICAL f' / COMPANY 8ay�ncti'kutlhatt�F[catitag&fiirConditionin SIGNATURe ��,;� fs. ' % %.- aeauie o Y N FEEcuanry �1N Address 8950 New York Avenue, I I, son 1:134667 Licenser CACOS8ff62 OTHER ( p-7"� A —' SIGNATURE COMPANYlS� %�"�tiy y'1' ReclCSEnEa n�/ti'l PE cunrEn Y!N 'T� > F r t ' r %- 1 2 t.r'2 h3.,, k'9 " a t� _ Address e ,�} i"�ar ia� 6� 8 License ✓ rf 0 i 8 t RESIDENTIALAttach (2) Plot Plans; (2) sets of Building Plans; (1) set of Energy Fonm; R•0441Permit formic coAil ractlonR'! Minimum tan (tOj v+ar(ting days after submittal date, Required onsito, Construction Plans, Slanirmater Plans w/Sal Fooco Installed, Sanitary Facilities & i dumpstar• Site Work Pcmq for subdivislonstlarge projects COt 74CRCIAL Attach (2) complote sets of Bu?Aing Plans plus a t(fa Safety Page; (1) set of Energy Forms. R•4WPemu1(or neyr constmallon. Minimum ten (101 vrasknsg days alter submittal date. Required onsite, Construction Plans, Stamsvaw Plans wt Sill Fence installed. Sanitary Facilities b ( dumpstcr. Site Watt Pcnn'st(or as new projects. Art commcrtlal requtrernents must meeteompilanca SIGN P12-11MtT Attach Q) sets of Engineered Plans. —'PROPERTY SURVEY required (or all NEW construction. Direesian i-ctian f3•a 4 4 S t c Gf 4 F G Li s S-4 t 6 4 Si i 4 K•&-i-4� s: Fid out application comple(ely. '.)rnwr A Contractor sign back o(app kiii on, notarized It over t2soo, a Notice of Consmoncement 11 requhod. (A/C upgrades ovor S7500} 141ont (for ilia contractor} or Posner of Attorney (for the owttef) would be someone vnlh notarized (otter from o;,ger authorizing same OVER THE COUNTER PERMITTING (COPY o(consractrequbad) Rcracts4slingtes Sewers ServiceUppradas AJC Fences(PlauSuncy�Faolage) Drlvoways•Not over Counter if on public taadways,aseods ROW 813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021 Building Department NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to "deed" restrictions" which may be more restrictive than County regulations. The undersigned assumes responsibility for compliance with any applicable deed restrictions, UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has hired a contractor or contractors to undertake work, they may be required to be licensed in accordance with state and local regulations. If the contractor is not licensed as required by law, both the owner and contractor may be cited for a misdemeanor violation under state law. If the owner or intended contractor are uncertain as to what licensing requirements may apply for the intended work, they are advised to contact the Pasco County Building Inspection Division —Licensing Section at 727-847- 8009, Furthermore, if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign portions of the "contractor Block' of this application for which they will be responsible. If you, as the owner sign as the contractor, that may be an Indication that he is not property licensed and is not entitled to permitting privileges in Pasco County, TRANSPORTATION IMPACT/UTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands that Transportation Impact Fees and Recourse Recovery Fees may apply to the construction of new buildings, change of use in existing buildings, or expansion of existing buildings, as specified In Pasco County Ordinance number 89-07 and 90-07, as amended. The undersigned also understands, that such fees, as may be due, will be identified at the time or permitting. It is further understood that Transportation Impact Fees and Resource Recovery Fees must be paid prior to receiving a 'certificate of occupancy" or final power release. If the project does not involve a certificate of occupancy or final power release, the fees must be paid prior to permit issuance, Furthermore, if Pasco County Water/Sewer Impact fees are due, they must be paid prior to permit Issuance in accordance with applicable Pasco County ordinances. CONSTRUCTION LIEN LAW (Chapter 713, Florida Statutes, as amended): If valuation of work is $2,500.00 or more, I certify that 1, the applicant, have been provided with a copy of the "Florida Construction Lien Law —Homeowners Protection Guide" prepared by the Florida Department of Agriculture and Consumer Affairs. If the applicant is someone other than the 'owner', I certify that I have obtained a copy of the above described document and promise In good faith to deliver it to the "owner" prior to commencement. CONTRACTOR!SIOWNER'S AFFIDAVIT: I certify that all the information In this application Is accurate and that all work will be done in compliance with all applicable laws regulating construction. zoning and land development. Application is hereby made to obtain a permit to do work and Installation as indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all laws regulating construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certify that I understand that the regulations of other government agencies may apply to the Intended work, and that it is my responsibility to identify what actions I must take to be in compliance. Such agencies include but are not limited to: Department of Environmental Protection -Cypress Bayheads, Welland Areas and Environmentally Sensitive Lands, Water/Wastewater Treatment. Southwest Florida Water Management District -Wells, Cypress Bayheads, Welland Areas, Altering Watercourses. Army Corps of Engineers -Seawalls, Docks, Navigable Waterways, Department of Health & Rehabilitative Services/Environmental Health Unit -Wells, Wastewater Treatment, Septic Tanks, - US Environmental Protection Agency -Asbestos abatement. - Federal Aviation Authority -Runways. I understand that the following restrictions apply to the use of fill: Use of fill is not allowed in Flood Zone "Wunless expressly permitted. I If the fill material is to be used in Flood Zone "A", it is understood that a drainage plan addressing a compensating volume" will be submitted at time of permitting which is prepared by a professional engineer licensed by the State of Florida, If the fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall construction, I certify that fill will be used only to fill the area within the stem wall. If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent properties. If use of fill is found to adversely affect adjacent properties, the owner may be cited for violating the conditions of the building permit issued under the attached permit application, for lots less than one (1) acre which are elevated by fill, an engineered drainage plan is required, If I am the AGENT FOR THE OWNER, I promise in good faith to Inform the owner of the permitting conditions set forth in this affidavit prior to commencing construction. I understand that a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as authority to violate, cancel, alter, or set aside any provisions of the technical codes, nor shall Issuance of a permit prevent the Building Official from thereafter requiring a correction of errors in plans, construction or violations of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced within six months of permit issuance, or if work authorized by the permit is suspended or abandoned for a period of six (6) months after the time the work is commenced. An extension may be requested, In writing, from the Building Official for a period not to exceed ninety (90) days and will demonstrate justiflable cause for the extension. If work ceases for ninety (90) consecutive days, the job is considered abandoned. . . . . . . . * I WN1111 FLORIDA JURAT (F.S. 11 TP P OWNER OR AGENT_Z�e(�o Subscribed and sworn I affirmed) before me this _by Darryl Or _. Well Authorized Repres, Who islare Personaliv known to me or h;;,%1hm_ ­­1 s Identification. Notary Public Commission No, 8235 Tanya Pollard Name oi Notary typed, printed or stamped o" ETa�o NotPoPubfic State of MrWar #aMy Cnmiss�ion HH 138235 Expires 06*4/2025 Subscribed and swom­M(or (or Tberore me �his b Who are or hasthave produced Mn. ��PubNotary fic Commission No. 138235 Tonya Pollard Name of Notary typed, printed orstamped Permit No. �,, 2�f 6) Data Permitted Builder Name/Owner Name Control #_ County Parcel No. 00- SubDiv:_T Address/Location 2- CA, Classification/Type of Use 0 TRANSPORTATION IMPACT FEE Rate: Sq. FtUnit: ua Exempt 0 Yes r --- I No How Determined Impact Fee Amount Zone No. TAZ:_ SCHOOL IMPACT FEE Account (056) Single -Family Detached House Amount $ (057) Mobile Home (058) Other Residential (123) Collection Fee Exempt =Yes = No How Determined - PARKS AND RECREATION FEE Land Account Land Credit Land Total Recreation Account - Recreation Credit Recreation Total Zone - Total Amount Exempt =Yes = No How Determined LIBRARY FEE Land Account Land Credit Land Total Facility Account Facility Credit Facility Total Exempt 0 Yes = No How Determined Total AmounK�b_ RESOURCE FEE ERU Prepared By 11.• •I I 1 17:72 PERFORMED UNTIL THE TOTAL AMOUNTS LISTED HAVE ACKNOWLEDGEMENT BELOW DOES NOT IMPLY ACCEPTANCE OF CONCURRENCE, BUT SIMPLY REECEIPT OF A COPY OF THIS FORM, PLACING THE BUILDING OWNER ON NOTICE OF THIS ASSESSMENT AND THE CONDITIONS OF PAYMENT FOR SAME. EM RECEIPT NO - DATE M DRIVEWAY PERMIT APPLICATION CONSTRUCTION WITHIN PUBLIC RIGHT-OF-WAY All information must be filled -in completely &Simlai-TZM 5335 8th Street, Zephyrhills, FL 33542 Telephone 813.780.0000 Fax 813.780.0005 Date of application: Processed By: Permit #: (gray area for staff use only) E]Copy to Building Department E3Copy to Public Works PR03ECT/JOB SITE: I PROPERTY OWNER -1 Address:6219 DAERR RIDGE STREET Zephyrhills, FL 33542 tarliqht Home Name. Unit #: 17 Address9720 Princess Palm Ave, Unit: 140 Parcel Identification Number:02 26 21 0310 00000 0170 City, State, Zip Tampa FL33619 Phone: 813-819-0199 Fax: Company: Starliaht Homes FL LLC Name: Dar[yl Colwell Contractor's License #: CGC1524497 E-Mail: Phone: s1.,iqjq_niqq Cell: Fax: ARCHITECT/ EN GIN EE R: Name: Firm Name: Address: City: State: Zip: State License #: Phone: Cell: Fax: TYPE OF DRIVEWAY 7RESIDENTIAL DRIVEWAY — ----- �COMMERCIAL DRIVEWAY —PUBLIC ACCESS DRIVEWAY CONSTRUCTION MATERIAL ASPHALT XCONCRETE HEADWALL REQUIRED? YESa O Description of Project LENGTH OF DRIVEWAY ---WIDTH OF DRIVEWAY R.O.W. EXCAVATION DEPTH LINEAR FEET LOP lJ1 1 14 !. K4 oil 112 14 . 0 CULVERTS NEEDED REINFORCED CONCRETE CORRUGATED MATERIAL BOX CULVERT OTHER (EXPLAIN) NOTICE TO APPLICANT: If actual work exceeds scope of this description, additional permits or drawings will be required. LIA1111111CAKWOM UTILITIES LOCATE CONFIRMATION NUMBER: PROVIDE SKETCH IN THIS AREA, IF ADDITIONAL SPACE IS REQUIRED, ATTACH TO THIS AFFIDAVIT: Application ishereby made toobtain apermit todowork and installations esindicated. IcertKy that all foregoing information baccurate and that all work will comply with all applicable codes. Iunderstand these codes shall take precedence over all approved construction documents, and issuance of this permit is verification that I will notify the property owner of Florida Lien Law The issuance of this permit does not ensure compliance with deed restrictions and I understand that additional deed restrictions may apply to this property. APPLICATION IS VOID UNLESS SIGNED WITH PROPER IDENTIFICATION AND WITNESSED BY A PERMIT TECHNICIAN OR NOTARY PUBLIC. NOTE: The City of Zephyrhills is not responsible for maintenance or repairs of driveways. Driveways shall not alter / interfere with existing stonnwatertreatment and /urconveyance. PROPER5� ",y signing this application: I c rtify h e rea, and understand the owner/builder disclosure statem please initial) 4/26/2023 Applicant Print Name ApplLght Signature'�' Date 4/26/2023 Permit Technician Signature (or)Notary Date Applicant is(") personally known tomeorproduced as identification, (type ofidentification) 00, Notary Public State of Flarkla Page 2sf3 NYTGnya Pollard My Commission HH 138235 Expires 06104/2025 PUBLIC WORKS Concrete (min.6'} Y N Asphalt Base (min. 6") Y N Asphalt (min. 11/2`) Y N Length (min. 19D Y N Width (10` min — 20' max) Y N Existing sidewalk. Y N New sidewalk. Y N ADA compliant. Y N Expansion material required. Y N Contiguous parking pad. Y N Triangular flare (3'W x 71) Y N Visibility triangle o.k.? Y N Side setback (3` min. R.O.W.) Y N Plan Review Fee Additional descr Lion of work as defined b Public Works Director and or designee: Permit application approved by: Date: m- 05/01/2023 10:10 AM Rcpt: 2577728 Rec: 10.00 DS: 0.00 IT: 0.00 Nikki Alvarez-Sowles, Esq., Pasco County Clerk & Comptroller Permit State of Florida Parcel ID No 02 26 21 0310 00000 0170 County of Pasco THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement: 1. Description of Property: Parcel Identification No. Tyson Townhomes Building 3 Lot 17 Street Address: 6219 Daerr Ridqe Street Zephyrhills, FL 33542 2, General Description of Improvement New Construction- Single Family Residence 3, Owner Information or Lessee information if the Lessee contracted for the Improvement: Starlight Homes FL, LI-C Name 9720 Princess Palm Ave Suite 14o Tampa FL Address city State Interest in Property: Owner Name of Fee Simple Titleholder: NIA (if different from Owner listed above) Address city State 4. Contractor: Name 9720 " 1 Princess Palm Ave Suite 110 Tampa FL Kd—d-, City State Contractor's Telephone No.: 813-819-0199 5, Surety: Address Amount of Bond: 6. Lender: City Telephone No.: State Address City State Lender's Telephone No,: 7. Persons within the State of Florida designated by the owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)(7), Florida Statutes: Address city State Telephone Number of Designated Person: 8. In addition to himself, the owner designates NIA of to receive a copy of the Lienoes Notice as provided in Section 713.13(1)(b), Florida Statutes. Telephone Number of Person or Entity Designated by Owner, 9. Expiration date of Notice of Commencement (the expiration date may not be before the completion of construction and final payment to the contractor, but will be one year from the date of recording unless a different date is specified): _NIA WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDINGYOUR-NOTICE�FCOMMENCEMENT, Under penalty of perjury, I declare that I have read the foregoing notice a ccOnm) once n nd t 4(th cis st fed therein are true to the best of my knowledge and belief, STATE OF FLORIDA COUNTY OF PASCO Signa Owner or Lessee, or Owne a or Lessee's Authorized Officer/Director/Partner/Manager Znofi0,Zn1 foregoing ce a jen S, na .r . Darryl Colwell -Authorized Representative Signatory's Title/Office The foregoing instrument was acknowledged before me this -24thday of April 20 2a by Darryl Colwell as Authorized Representative — (type of authority, e. , officer, trust a, attorney in fact) for attorney cu "Ypo a 0 authority, of m jr��� -Starlight Homes FL, LLC -h — (name f pa on behalf of wh rn inst nt was executed), Personally Known 10 OR Produced Identification [I Notary Signature Type of Identification Produced Name (Print) Tonya Pollard ,,v P&Notary Pubes State of Mrildla Torip Pollard HH 138235 My conarnissi- EXpires OW412025 wpdatalbcs/noticecommencement_pcOS3048 Site Information: 16023 Swingley Ridge Rd Customer Info: Starlight Homes Project Name: TTH15-22 Model: 9 unit A Chesterfield, MO 63017 Lot/Block: 15-22 Subdivision: Tyson Address: ., City: Zephyrhills State: Florida 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: FBC2020/TP12014 Design Program: MiTek 20/20 8.5 Wind Code: ASCE 7-16 Wind Speed: 150 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 32 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No, Seal# Truss Name Date 1 T30256149 C1A 4/7/23 15 T30256163 T06A 4/7/23 2 T30256150 C3A 4/7/23 16 T30256164 T07 4/7/23 3 T30256151 CA 4/7/23 17 T30256165 T07A 4/7/23 4 T30256152 CJ3 4/7/23 18 T30256166 T09 4/7/23 5 T30256153 EJ5 4/7/23 19 T30256167 T10 4/7/23 6 T30256154 HJ5 4/7/23 20 T30256168 T10A 4/7/23 7 T30256155 T01 4/7/23 21 T30256169 T11 4/7/23 8 T30256156 T02 4/7/23 22 T30256170 V01 4/7/23 9 T30256157 T03 4/7/23 23 T30256171 V02 4/7/23 10 T30256158 T04 4/7/23 24 T30256172 V03 4/7/23 11 T30256159 T04A 4/7/23 25 T30256173 VO4 4/7/23 12 T30256160 T05 4/7/23 26 T30256174 V05 4/7/23 13 T30256161 T05A 4/7/23 27 T30256175 V06 4/7/23 14 T30256162 T06 4/7/23 28 T30256176 V07 4/7/23 This item has been electronically signed and sealed by Lee, Julius, 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 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2025. 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 per ANSI/TPI 1, Chapter 2. �.1tIS L �Ile� No 34869 e Ir z �A�R ESTATE CE e S. RIV Juliet, 1— PE No. J4864 '41i'S'ek I nc.DRANVIek I SA Fl-C,,06634 16023 S,Wgley Ridge Rd. Owsterfidd, MO 63017 Date: April 7,2023 Lee, Julius 1 of 2 MiTek USA, Inc. Site Information: Lot/Block 15'22 Subdivision: Tyson Address -, � City: Zephyrhi|ka Shahs- Florida No, Seal# Truss Name Date 29 177 VO8 4/7/23 30 17O V0 31 T30256179 V10 4/7/28 32 T30256180 V11 4/7/23 Job Truss ITruss Type TTH15-22 C 1 A Jack -Open Builders FirstSource (Tampa, FL), Tampa, FL - 33564, -1-0-0 2x4 = T30256149 8,630 s Nov 19 2022 Mi I ek Industries, Inc. Thu Apr 6 08:44:59 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-arYYDtIV_MpufGH_JETgO?iYBpu410FBdvF6Z8zTUiY 1-7-10 Scale = 1:9.0 1-7-10 1-7-10 LOADING (psf) ( SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 2 >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 FBC2020/TP12014 Matrix-P Weight: 7 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-10 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=0-3-8, 4=Mechanical Max Horz 2=82(LC 12) Max Uplift 3=26(LC 9), 2-122(LC 12) Max Gray 3=31(LC 17), 2=132(LC 1), 4=32(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16, Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2E) zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=122. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Lee, Julius, 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. a,,n„sLP eex"a4s9 Mj rO, 1— DRA 3ii7'ek I SA FL C, re 6634 16023 [, bi i le.? &idle Rd. 0res1erti0d, 140 63017 Da k, April 7,2023 Vv'A N NG -Ywl y ., g,- r. 3'.-., e e', a, ,! RE —AD NCTES ON HIS ANC N .( i'C,ED it EK RE FERENCE - �NGF till 4,., ,v. 5,1 020 3EFRE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS!?Fit Quality Criteria, DSB-89 and BCS/ Building Component 16023 SWingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Ply T30256150 TTH 15-22 1 C3A Iders Tampa, Jack -Open 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:00 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-216wQDm7lgylHPsAty_3xDFhoCD?1 rVKsZ?g5bzTUiX 1-0-0 3-3-10 2x4 = Scale = 1:13.2 3-3-10 3-3-10 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 0.26 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 2-4 >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 FBC2020/TPI2014 Matrix-P Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 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=0-3-8, 4=Mechanical Max Horz 2=126(LC 12) Max Uplift 3=-80(LC 12), 2=-138(LC 12) Max Grav 3=81(LC 17), 2=188(LC 1), 4=62(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16, Vult=150mph (3-second gust) Vasd=116mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft, L=30ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-2-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=lb) 2=138. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Lee, Julius, 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. J�eiRns l.e<PE Va349{,9 hirekh,c:PBA,Nblek[,SA FLBert6634 $ 6023 St5'ingtey Rktg, RdC'.€fester#}ekF, V10 6301 i Rate: April 7,2023 1'V iRI`,NG - Ve tt l,5,. n ii c READ . C:'_:i ,N < S,z1Nl.' NC LUD'E D MITEKRFERENCE -. AGC 11 =i 13 ev 5, 9Q020 �„_., ,fit -.,S> . Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the budding 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 g !Te 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 ANS11TPII quality Criteria, DSB-88 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Oty Ply T30256151 TTH15-22 1CJ1 Jack -Open 4 1 Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08.45:01 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-XEgJdZnIW 4cvZRMRfVIUQnuhcagmlkU5CkDd1zTUiW -1-0-0 1-4-14 2x4 = LOADING (pso SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 TCDL 7.0 Lumber DOL 1_25 BC 0.02 BCLL 0.0 * Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=65(LC 12) Max Uplift 3=-17(LC 9), 2=-129(LC 12) Max Gray 3=19(LC 17), 2=127(LC 1), 4=27(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:7A 1-4-14 1-4-14 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 244/190 Vert(CT) -0,00 2 >999 180 Horz(CT) 0,00 3 n/a n/a Weight: 6 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-16, Vult=150mph (3-second gust) Vasd=116mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft, 6=45ft; L=30ft, eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 3 except Qt=lb) 2=129, 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Lee, Julius, 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. x,«ir,1— nF o. 4,9« 4R"rok h,,. DBA i1u'ek i1SA Fl, (,, 604 16123 Svsinglev- Ridg, M, Cbc­, 00d, MO Gip i" April 7,2023 Vt RN N-G. Ven3y i>src;- s„- i ,{¢. .. m,d RLAD NorEs ON Tl-iIS AND C.I J�..D 1A -\ RE, :__: NCE rlGF tit -7473 — 5 9. 020 3EFORE ',JSF. Wi Design valid for use only with MiTek® connectors. This design is based only upon parameters shown and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing '' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIl Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss TTH 15-22 I CJ3 Truss Type QtY1 Ply __... T30256152 (Jack -Open i4 1 1 _ 1 Job Reference (optional) FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:02 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-?Q EhrvoNH HCTWj?Z?NOXOeK_toupV I_dJsUm9TzTUiV 3-9-11 1-0-0 3-9-11 Scale = 1:12A 2x4 = 3-9-11 -- 3 9 11 —� LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL t25 BC 0.15 Vert(CT) -0.02 2-4 >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 FBC2020/TP12014 Matrix-P Weight: 14 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-11 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=0-3-8, 4=Mechanical Max Horz 2=119(LC 12) Max Uplift 3=-87(LC 12), 2=-153(LC 12) Max Grav 3=87(LC 1), 2=205(LC 1), 4=72(LC 3) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-16, Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft, B=45ft, L=30ft; eave=4ft, Cat. 11; Exp C; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-8-15 zone; cantilever left and right exposed ; end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer! Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=153. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This Item has been electronically signed and sealed by Lee, Julius, 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. Nim, Lc PE N.o. 4869 mirk ho DBAhVrA GSA FL Ce 6634 16023 Sniuglen' RRlgr Rci. CLexcerrM4, Ito 6ml5 D,z April 7,2023 WARNINC t'elty ,, i ;�..:.� , tc,t., . is READ NC -ES ON HIS FEND NCLUDPD,101 REFERENCE PA'GE ; 1 .i :i='.r 5; 9i2020 BEFORE U:*F ------- ®® Design valid for use only with MiTek® connectors. This design is based only upon parameters shown and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 ;Job ;Truss Truss Type Qty I Ply T30256153 TTH15-22 EJ5 Jack -Open 34 1 Job Reference o tionap Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08A5:03 2023 Page 1 ID: tP uYCeVfQTfYt3OC?ZvfnpzlGUH-Tco32Fp02bKK8talY4YmZrt36QC?ECEmYWDKiwzTU iU -1-0-0 5-0-0 — 1.0-0 — r 5-0-0 --- Scale = 1:17.4 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DO[ 125 TC 0.76 TCDL TO Lumber DOL 1.25 BC 0.28 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20201TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=173(LC 12) Max Uplift 3=-137(LC 12), 2=-155(LC 12) Max Grav 3=134(LC 17), 2=247(LC 1), 4=96(LC 3) FORCES. (Ib) -Max, Camp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.03 2-4 >999 240 MT20 244/190 Vert(CT) -0.06 2-4 >909 180 Horz(CT) -0.00 3 n/a n/a Weight: 18 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1-60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=137,2=155. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Lee, Julius, 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. Jalius Lee PR \u i4869 }iiSek icu. Dl2.a kti'I'ek CSA FL (e 1 6634 16023 s, rn ley Riflgr Rd. Ch"-, fd,L N0 63017 Dxte_ April 7,2023 U`rXRNING - Vey. } ,iS:i ;.,r - ;=nil READ N07ES N '-i S AND NC'_UDED t,11 , K REF RE N E PAGE i I 473 n=u. 1 l/202G BEFORE VSE. ®® Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing E . 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/T'Pl f Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Truss (Truss Type T30256154 TTH15-22 1 HJ5 1 Diagonal Hip Girder 1-6-12 3x4 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:04 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-xpMRGbpeovSBm 19x6o3?53PBZgRpzeUwnAztE MzTU iT 7-8-13 LOADING (psf) SPACING- 2-0-0 cSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.15 2-4 >603 240 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0,33 2-4 >276 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-4-9, 4=Mechanical Max Horz 2=172(LC 8) Max Uplift 3=-180(LC 8), 2=-283(LC 8) Max Grav 3=183(LC 1), 2=388(LC 1), 4=148(LC 3) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1 A T2 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20 BRACING. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 6=45ft, L=30ft; eave=4ft, Cat. II; Exp C; Encl., GCpi=0.18, MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=180, 2=283. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 lb down and 23 lb up at 1-6-10, 85 lb down and 34 to up at 2-6-11, and 47 lb down and 106 lb up at 4-8-1, and 108 lb down and 95 lb up at 5-1-14 on top chord, and 5 to down at 1-6-10, 8 lb down at 2-6-11, and 27 lb down at 4-8-1, and 23 lb down at 5-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 7=-3(F) 8=-2(B) 11=-5(F) 12=5(B) This item has been electronically signed and sealed by Lee, Julius, 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. avms Lee ry No x4ebo NiYF khi DB.A.Ni1Ok I:SA FL(` 663s f64<* Sr,ngle�' Rietge k2<t. €'Oextarfielrt, 4Sq 63PIT Fite; April 7,2023 1VARNING -rer h-es,gr. par., ,,,,..rs a ,I RAD NOTES ON -HIS ANG NC, „U{-.p r>- 1K REFFZEIIC-AGE 1 ill a rev :r 19E!02,0 BEFORE USE. ®® Design valid for use only with MiTek® connectors This design 1s based only upon parameters shown and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " ` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss ITruss Type Qty Ply T30256155 TTH15-22 TO1 Hip Girder 2 ry _ _ G Job Reference {optional) Builders FirstSource (Tampa, FL). Tampa, FL - 33564, _ — 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:10 2023 Page 1 ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-mzji WeuPOICKUyd5T2AP LKfIyE aPN Bpo96QCROzTU iN -1,..-o-p 11-2-6 _ 21-6-0 __ 0 } 35-9-6 4 �___-6 � 1 6-2-s. o- 6-2-6 5-2-6 5-0-10 5-0-10 5-0-10 5-0-10 5-0-1 5-0-10 5-0-10 -2-6 5-2-6 6-2-6 0- Scale = 1:73.6 5,00 12 7x8 = 3 2x4 I! 4x8 = 7x8 = 4x8 = 21 22 4 23 24 5 25 26 27 6 28 2930 7 31 2x4 11 7x8 = 32 8 33 34 9 -- ---- -- -- --- _ — Iv. 0 5x8 = 20 35 36 19 37 38 1817 39 40 16 41 42 1514 43 44 13 45 46 12 5x8 2x4 11 5x8 = 7x8 WB = 4x8 = 2x4 15x8 = 2x4 I I 2x4 11 7x8 WB = 26-6-10 1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(-L) TCDL 7.0 Lumber DOL 1,25 BC 0.36 Vert(CT) BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(CT) BCDL 10.0 Code FBC2020ITP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except` TOP CHORD 3-6,6-9: 2x6 SP No.2 BOT CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-94(LC 23) Max Uplift 2=-1816(LC 8), 10=-1816(LC 8) Max Grav 2=2698(LC 1), 10=2698(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-3=-6397/4216, 3-4=-9196/6206, 4-5=-9195/6204, 5-6=-11836/7993, 6-7=-11836/7993, 7-8=-9195/6204, 8-9=-9197/6206, 9-10=-6397/4216 BOT CHORD 2-20=-3776/5851, 19-20=-3785/5878, 17-19=-7426/11253, 16-17=-7426/11253, 15-16=-7426/11253, 13-15=-7426/11253, 12-13=-3785/5878, 10-12=-3776/5851 WEBS 3-20=-156/510, 3-19=-2492/3752, 4-19=-495/505, 5-19=-2310/1551, 5-17=0/383, 5-16=-495/682, 6-16=-446/497, 7-16=-495/682, 7-15=0/383, 7-13=-2310/1551, 8-13=-495/505, 9-13=-2492/3752, 9-12=-156/510 31-7-4 in (loc) I/deft L/d 0.86 16 >599 240 -0.99 16 >517 180 0,13 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 531 lb FT = 20% Structural wood sheathing directly applied or 4-3-13 oc purlins. Rigid ceiling directly applied or 7-11-9 oc bracing. NOTES- (11) 11 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Co. 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 (6), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16, Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. I1; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber 66L=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water pending. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=1816,10=1816. VVANN;NG - VeOy to 5 r par.. rtG- anT READ NOTES ON ; S ANC NC._..J iC t . KE:f F-'ACE PACE all 7473 rs,V 5 1 029 B sFJ.�E -naE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Lee, Julius, 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. J,,Iins Lee PE N,e 34859 NVTek1—.DBAMFrekt5, FLCep.^"34 iaoas s„-i�.;-lznisF hl- enPreztlela. �o ssrl ogre: 16023 Swingley Ridge Rd Chesterfield, MO 63017 April 7,2023 Job (Truss j Truss Type i Oty - Ply T30256155 TTH15-22 1TO1 Hip Girder 2 1 ! ` Job Reference o tional Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc- Thu Apr 6 08-45:10 2023 Page 2 ID tPuYCeVfQTfYt30C?ZvfnpzlGUH-mzjiWeuPOICKUyd5T2APLKfiyEaPNBpo96QCROzTUiN NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 158 lb up at 6-2-6, 125 lb down and 153 lb up at 8-3-2, 125 lb down and 153 lb up at 10-3-2, 124 lb down and 153 lb up at 12-3-2, 124 lb down and 153 lb up at 14-3-2, 124 Ib down and 153 lb up at 16-3-2, 124 lb down and 153 Ib up at 18-3-2, 124 lb down and 153 lb up at 20-3-2, 124 lb down and 153 lb up at 21-6-0, 124 lb down and 153 lb up at 22-8-14, 124 lb down and 153 lb up at 24-8-14, 124 lb down and 153 lb up at 26-8-14, 124 lb down and 153 lb up at 28-8-14, 124 lb down and 153 lb up at 30-8-14, 125 Ito down and 153 lb up at 32-8-14, and 125 lb down and 153 lb up at 34-8-14, and 124 lb down and 158 lb up at 36-9-10 on top chord, and 268 lb down and 193 lb up at 6-2-6, 56 lb down at 8-3-2, 56 lb down at 10-3-2, 56 lb down at 12-3-2, 56 Ib down at 14-3-2, 56 lb down at 16-3-2, 56 lb down at 18-3-2, 56 Ib down at 20-3-2, 56 lb down at 21-6-0, 56 lb down at 22-8-14, 56 Ito down at 24-8-14, 56 lb down at 26-8-14, 56 lb down at 28-8-14, 56 lb down at 30-8-14, 56 lb down at 32-8-14, and 56 lb down at 34-8-14, and 268 lb down and 193 lb up at 36-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-9=-54, 9-11=-54, 2-10=-20 Concentrated Loads (lb) Vert: 3=-68(B) 9=-68(6) 20=-268(B) 5=-68(B) 17=-28(B) 16=-28(B) 6=-68(B) 15=28(6) 7=-68(6) 12=-268(6) 21=-68(B) 22=68(B) 23=-68(B) 24=-68(6) 25=-68(B) 27=-68(B) 28=-68(B) 30=-68(B) 31=-68(B) 32=-68(B) 33=-68(B) 34=-68(B) 35=-28(B) 36=-28(B) 37=-28(B) 38=-28(6) 39=28(B) 40=-28(B) 41=-28(B) 42=-28(B) 43=-28(B) 44=-28(6) 45=-28(B) 46=-28(B) This item has been electronically signed and sealed by Lee, Julius, 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. JW1-Lee PE �a.33869 !fi"fatk h, , PR.4 MH`Ili t ,4A Ft., (err 604 [GQ23 5=zt,ip{tetWrt4e Fe. CErs€ertield- \60 l3QI? D.te: April 7,2023 Vtt RNiNG - Vtrn ✓ c4 f:, bars s an<: ftZ zt} v TES (� i'S dNC' Ii 1t, .. , _r t?."rs .t{ R.E: ER ht.4 : r=G� 11I r,re 9'2020 BEi= RP USE.. Design valid for use only with MiTek® connectors This design is based only upon parameters shown and is for an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall '.. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �'"` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield. MO 63017 Type 1 Qty Ply T30256156 TTH 15-22 1 T02 Hip Builders FirstSource (Tampa. FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:12 2023 Page-1 ID: tPuYCeVfQTfYt3OC?ZvfnpzlGUH-iLrTxKwfwMS2jGmUaTCtQ[Icn28mr965cQvlWuzTUiL -11 -O-Q 5-1-7 8-7-3 15-1-10 21-6-0 27-10-6 34-4-13 37-10-9 43-0-0 44-0-P f--06-5-1-7 �3-5 12 r 6-6-7 1---- - 6-4-6 6-6-7 3-5-12 5-1-7 1-0-0 Scale = 1:73,6 3x4 5X6 5.00 F12- 3x4 - 4x6 = 3x4 = 5x6 4 21 522 23 6 7 24 825 26 9 2 5X8 = 18 17 16 15 14 13 5X8 = 4x8 - 6x8 = 4x4 = 4x4 = 6x8 - 4x8 = 25-4-6 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi Lld PLATES GRIP TCLL 20,0 Plate Grip DOL t25 TC 0.77 Vert(I-L) 0,63 15-16 >811 240 MT20 244/190 TCDIL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.87 15-16 >591 180 BCLL 0.0 Rep Stress Incr YES WEI 0.47 Horz(CT) 0.18 11 n/a n/a BCDL 10.0 Code FBC2020rrPI2014 Matrix-SH Weight: 239 Ile FT = 20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x6 SP No.2 BOTCHORD Rigid ceiling directly applied or 4-6-14 oc bracing. WEBS 2x4 SP No3 WEBS 1 Row at midpt 5-18,8-13 REACTIONS. (size) 2=0-3-8, 11 =0-3-8 Max Horz 2=-127(LC 10) Max Uplift 2=-943(LC 12), 11 =-943(LC 12) Max Grav 2=1642(LC 11), 11 =1 642(I-C 1) FORCES. jib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3606/2164, 3-4=-3350/1984, 4-5=-3101/1890, 5-6=-4582/2725, 6-8=-4582/2725, 8-9=-3101/1890, 9-1 0=-335011984, 10-11 =-3606/2164 BOT CHORD 2-18=-1889/3276, 16-18=-2429/4354, 15-16=-2620/4761, 13-15=-2412/4354, 11-13=-1906/3276 WEBS 3-18=-266/323, 4-18=-519/1010, 5-18=-1504/893, 5-16=-140/447, 6-16=-291/242, 6-15=-291/242, 8-15=-140/447, 8-13=-1504/893, 9-13=-519/1010, 10-13=-266/323 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult= 1 50mph (3-second gust) Vasd=1 16mph, TCDl BCDL=3.Opsf; h=25ft; B=45ft; L=43ft, eave=5ft, Cat, 11; Exp C; Encl., GCpi=O. 18, MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 8-7-3, Exterior(2R) 8-7-3 to 14-8-3, Interior(l) 14-8-3 to 34-4-13, Exterior(2R) 34-4-13 to 40-5-12, Interior(1) 40-5-12 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Lee, Julius, PE 4) Provide adequate drainage to prevent water poncling. 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. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except at=lb) signed and sealed and the 2=943,11=941 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any signature must be verified particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code." on any electronic copies. J.1m, L- PE No 34869 NhT,,k b,'-, AD. Mfl`,kUSA FL(-,6634 1603 Ridge Rd, C6esterSieici, \10 63011 April 7,2023 WARNING Venry oe,,gn p-a-t,- and READ NOES ON THS AND INCLUDEDNI; T'EK REFERENCE -' AGE Mfl-74713rev. 5'19,2020 BERE USE Design valid for use only with MiTekO connectors, This design is based only upon parameters shown, and is for an individual budding component, not Bet a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job (T uss ;Truss Type Qty Ply TTH15-22 IT03 Hip 2 j T30256157 Job Reference (optional] ders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:14 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-ekyDMOxvSzimyZwsiuELVAgwcsoLJ?104kOPanzTU iJ -1-0-p 11-0-0 18-0-9 _ 24-11-7 32-0-0 36-5-11 _ 43-0-0 4�-0- --0- 6-6-5 --�— 4-5-11 —�---- 7-0-9 6-10-13 -- --- 7-0-9 4-5-11 6-6-5-----1-0-0 5.00 F12 5x8 = 421 2x4 11 5x8 = 5x6 = 22 5 23 24 6 25 726 Scale = 1:73.7 3x6 18 17 16 15 14 13 12 11 3x6 2x4 11 3x4 - 4x6 = 3x10 = 2x4 II 5x6 -" 3x8 = 2x4 II 11-0-0 18-0-9 24-11-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.52 14-15 >988 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.73 14-15 >699 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.23 9 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 218 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 6-15, 6-12 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 9=0-3-8 Max Horz 2=159(LC 11) Max Uplift 2=-943(LC 12), 9=-943(LC 12) Max Grav 2=1642(LC 1), 9=1642(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3513/2077, 3-4=-3065/1877, 4-5=-3608/2259, 5-6=-3608/2259, 6-7=-2810/1792, 7-8=-3066/1877, 8-9=-3512/2077 BOT CHORD 2-18=-1794/3166, 17-18=-1794/3166, 15-17=-1479/2792, 14-15=-1949/3605, 12-14=-1949/3603, 11-12=-1806/3165, 9-11=-1806/3165 WEBS 3-17=-476/379, 4-17=-161/394, 4-15=-577/1078, 5-15=-398/374, 6-14=0/281, 6-12=-1058/570, 7-12=-462/882, 8-12=-475/379 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16, Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; 6=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 11-0-0, Exterior(2R) 11-0-0 to 17-1-0, Interior(1) 17-1-0 to 32-0-0, Exterior(2R) 32-0-0 to 38-1-0, Interior(1) 38-1-0 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate This item has been grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Lee, Julius, PE to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. using a digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies Of this 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 document are not considered will fit between the bottom chord and any other members. Signed and Sealed and tits 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Signature must be Verified 2=943, 9=943. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any on any electronic copies. particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." s,aas z-ee re N"34169 N i T,ek h- PBAIn17ak i SA FL Cert6634 16023 Sirh,g2ey Ridge Rd. fLes€erfidd. MO 6301 7 t�Rre< April 7,2023 IARMNG - Von ry a, ,u1 . p,:. .... ,.r �{ READ NOTES ON IIHS AND N.: JU,.[>' E I. REPER. NCE PAGE will-.-473 r,v. 0190020 REFORE- 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 rat 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 ANSUTPI9 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss TTH15-22 1 T04 Hip Qty Ply 1 1 T30256158 ders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:15 2023 Page 1 ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-6w WbaMyXDHgdaj V2Fcla2NM6F FAo2SOXJ07z7DzTU it 1-0- 7-0-5 13-4-13 18-9-10 24-2-6 29-7-3 35-11-11 43-0-0 44-0- -0- 5-4-13 5-4-13 6 4 8 -----I— 7-0- --- 0 0 Scale = 1:73.9 3x4 = 5x6 = 3x4 = 3x6 = 5x6 = c nni�6- 4 5 20 6 7 8 3x8 = 18 17 io LL — 10 — — w 13 12 3x8 2x4 11 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 2x4 11 7-0-5 13-4-13 21-6-0 29-7-3 F---- -- - r 35-11-11 43-0-0 ---- 7-0-5 6A-8 8-1-3 8-1-3 6A-8 7 0— 6 Plate Offsets (X,Y)=_042,0-1-8 , 4:049,0-2-4], [8:0-3-0,0-2-4], [10:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.41 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.71 15-17 >724 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.21 10 hie n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 219 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Hotz 2=-191(LC 10) Max Uplift 2=-943(LC 12), 10=-943(LC 12) Max Grav 2=1861(LC 17), 10=1861(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3963/2094, 3-4=-3216/1782, 4-5=-2947/1724, 5-7=-3388/1933, 7-8=-2947/1720, 8-9=-3216/1778, 9-10=-3964/2090 BOT CHORD 2-18=-1811/3722, 17-18=-1811/3722, 15-17=-1592/3365, 13-15=-1587/3312, 12-13=-1819/3579, 10-12=-1819/3579 WEBS 3-18=0/276, 3-17=-784/507, 4-17=-405/963, 5-17=-654/357, 5-15=0/254, 7-15=0/254, 7-13=-654/360, 8-13=-406/963, 9-13=-785/507, 9-12=0/276 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft; B=45ft, L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(2R) 13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(2R) 29-7-3 to 35-11-11, Interior(1) 35-11-11 to 44-0-0 zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 2=943,10=943, 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." VSARNING-Vo_fy 1-93 pare i.—%,rd READ aO-.ES ON THiS AND N,L.fi)'D M, TEK REFERENCE PAGE tti Ti, re, -2021 BEFORE_,E:. Design valid for use only with MiTekO connectors This design is based only upon parameters shown and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 BCS1 Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Lee, Julius, 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. JOm, Lae ny No.1486 Mi rek li . EmA 1til�ek tSA FL Ce 6634 16023 Sirirxg.3er Ridge Rd, CLestettletd, MO 63017 Mn [' 16023 Swingley Ridge Rd Chesterfield, MO 63017 April 7,2023 Truss Type T30256159 TTH15-22 IT04A IHip 1 1 1 Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:17 2023 Page 1 I D. tPuYCeVfQTfYt3OC?ZvfnpzlGUH-3JeM_l zolu5Lp 1 fRNOo27oS RG3rAWMlgm ie3B6zTUiG -1-0-q 7-0-5 _ 13-4-13 18-9-10 24-2-6 29-7-3 35-11-11 __ 43-0-0 -b- 7-0-5 T 6-4-8 t 5-4-13 _ r 5-4-13 4 _ 5-4-13 F-- 6-4-8 7-0-5 Scale = 1:73.8 3x4 = 5x6 = 3x4 3x6 == 5x6 = 4 19 5 20 6 7 8 3x8 = 17 16 .1 — 11 11 11 "' 12 11 3x6 = 2x4 11 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 2x4 11 13-4-13 1-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 125 TC 0.85 Vert(LL) -0.41 12-14 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.71 12-14 >723 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.21 10 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-3-8, 2=0-3-8 Max Herz 2=190(LC 11) Max Uplift 10=-857(LC 12), 2=-944(LC 12) Max Grav 10=1807(LC 18), 2=1861(LC 17) 1 43-0-0 T 705 � PLATES GRIP MT20 244/190 Weight: 217 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3964/2102, 3-4=-3217/1790, 4-5=-2948/1731, 5-7=-3390/1945, 7-8=-2951/1723, 8-9=-3220/1794, 9-10=-3964/2100 BOT CHORD 2-17=-1855/3714, 16-17=-1855/3714, 14-16=-1622/3358, 12-14=-1637/3305, 11-12=-1846/3592, 10-11=-1846/3592 WEBS 3-17=0/276, 3-16=-784/507, 4-16=-405/964, 5-16=-655/358, 5-14=01255, 7-14=0/253, 7-12=-654/357, 8-12=-416/965, 9-12=-793/515, 9-11=0/277 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=43ft, eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterfor(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 13-4-13, Exterior(2R) 13-4-13 to 19-5-12, Interior(1) 19-5-12 to 29-7-3, Exterior(2R) 29-7-3 to 35-11-11, Interior(l) 35-11-11 to 42-10-4 zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=857, 2=944. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Lee, Julius, 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. Jnikis Lee FE tie i.F869 NDTek h- DBA NECek i SA PL Cert 6634 160Z3 5siny+Iev P'd�e Rti. C'esterftNd, w1rJ 6363' Uxt: April 7,2023 N'ARNING-'J.. `v t o,7 err, r to ::au: REAL hp I?..3 \ .IS ;<E1O ��lC .,G -r?,?illtK REr:LRLNC CAGE `� Er3 rc�v.' ?OJ_i.SEr �v 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 mu building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible Personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSb TPIt Quality Criteria, DSB-89 and SCSI Building Component 16023 SWingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Qty I Ply I TTH15-22 T05 Hip 1 1 _._ Job Reference (optional) T30256160 Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:18 2023 Page 1 ID: tPuYCeVfQTfYt30C?ZvfnpzlGU H-XVCkCN_QVC DC RB EdxkJHgO_Z5TA9FvO_?MMdjYzTU iF -1,-O-Q.... 8-4-4 15-9-10 21-6-0 27-2-6 34-7-12 _ 43 0- 8-4-4 --� 7-5-5 —f-- 1-6- --r 7-2- ---i— 7 5 5 T 8-4-4 0 5.00 12 5x8 = 2x4 11 5x8 18 6 19 20 21 7 Scale = 1:75.2 3x8 = 16 15 " 14 `ry 13 12 3x8 = 2x4 II 5x6 = 3x8 = 5x6 = 2x4 II 10 21-6-0 8-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0,97 Vert(LL) 0.36 14 >999 240 MT20 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0,56 14-15 >920 180 BCLL 0.0 * Rep Stress Incr YES WB 0.36 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 222lb LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 148-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-5 oc bracing. BOT CHORD 2x4 SP No.1 *Except* WEBS 1 Row at midpt 3-15, 9-13 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-223(LC 10) Max Uplift 2=-943(LC 12), 10=-943(LC 12) Max Grav 2=1861(LC 17), 10=1861(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3888/2047, 3-5=-2973/1686, 5-6=-2882/1743, 6-7=-2882/1743, 7-9=-2973/1686, 9-10=-3889/2047 BOT CHORD 2-16=-1752/3670, 15-16=-1752/3670, 14-15=-1217/2786, 13-14=-1230/2675, 12-13=-1766/3503, 10-12=-1766/3503 WEBS 3-16=0/345, 3-15=-980/593, 5-15=-210/669, 5-14=-198/447, 6-14=-337/305, 7-14=-198/447, 7-13=-210/670, 9-13=-981/593, 9-12=0/345 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 13=45ft; L=43ft, eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 15-9-10, Exterior(2R) 15-9-10 to 21-10-9, Interior(1) 21-10-9 to 27-2-6, Exterior(2R) 27-2-6 to 33-3-6, Interior(1) 33-3-6 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=943, 10=943. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Ak :hARNiN'-G-V fe es-ga,Mv,a._OMs,-d REAE �10TES ON T'flS AND N_-L.JT) C.D MIT EKREFERENC AG3ENt-1 73 a3_5,1N-:_&i0BEFORE' SE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSt/TPII Quality Criteria, DSB49 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 GRIP 244/190 FT = 20% This item has been electronically signed and sealed by Lee, Julius, 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. I 1 a I,— PIT 4 34868 Nb ehh DBi,Nhrekt;SA H_(,e 604 t6e23 Sxvengie� Rfdge Rd. COesterfield- htf> b365 Dete; MiTek 16023 Swingley Ridge Rd Chesterfield, MO 63017 April 7,2023 Job I Truss Truss Type Qty Ply T30256161 TTH 15-22 T05A Hip j 1 1 s FirstSource (Tampa, FL). Tampa, FL - 33564, 8.630 s Nov 19 2022 Nj Industries, Inc. Thu Apr 6 08:45:20 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-TuKUd30g1 pTwhUN029LIIR4v8GrNjpqHSgrjoRzTUiD -11 _0_Q 8-4-4 15-9-10 21-6-0 27-2-6 34-7-12 43-0-0 F0_d__ 8-4-4 7-5-5 8-4-4 1 Scale = 1 75,11 5,00 F12 5x8 = 2x4 11 5x8 5 17 6 18 19 20 7 3x8 = 15 14 13 12 11 3X8 2x4 11 5x6 = 3x8 = 5x6 = 2x4 I I 8-4-4 15-9-10 21-6-0 27-2-6 34-7-12 43-0-0 8-4-4 7-5-5 5-8-6 + 5-8-6 7-5- 8-4-4 Plate Offsets (X,Y)-- L2:0-4-1,0-_1-81,L5.0-5-12,0-2-81,[7:0-5-12,0-2-8],f8:0-0-0,0-0-0l,[10:0-4-2,0-1-8],[12:0-3-0,0-3-0],[140-3-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (Ioc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC L00 Vert(LL) 036 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOIL 1,25 BC 0.90 Vert(CT) -0,56 12-13 >918 180 BCLL 0.0 Rep Stress Incir YES WB 0.36 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 220 lb FT 20% - - - --------------------------- LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-10: 2x4 SP No. 1 BOT CHORD Rigid ceiling directly applied or 4-4-12 oc, bracing. BOT CHORD 2x4 SP No.1 *Except* WEBS 1 Row at midpt 3-14,9-12 12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=221 (LC 11) Max Uplift 2=-944(LC 12), 10=-857(LC 12) Max Gray 2=1861(LC 17), 10=1807(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3889/2054, 3-5=-2974/1694, 5-6=-2884/1753, 6-7=-2884/1753, 7-9=-297511694, 9-10=-3884/2055 BOT CHORD 2-15=-1797/3663, 14-15=-1797/3663, 13-14=-1261/2779, 12-13=-1249/2675, 11-12=-179113514, 10-11=-1791/3514 WEBS 3-15=0/345, 3-14=-980/593, 5-14=-209/669, 5-13=-199/448, 6-13=-337/306, 7-13=-196/447, 7-12=-2121672, 9-12=-989/600, 9-11=0/346 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=1 16mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft, B=45ft, L=43ft; eave=5ft; Cat. 11, Exp C, Encl., GCpi=O. 18; MWIFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(l) 3-3-10 to 15-9-10, Exterior(2R) 15-9-10 to 21-10-9, Interior(l) 21-10-9 to 27-2-6, Exterior(2R) 27-2-6 to 33-3-6, Interior(l) 33-3-6 to 42-10-4 zone; cantilever left and This item has been right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 electronically signed and plate grip DOL=1.60 sealed by Lee, Julius, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 = 10.0psf. signature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=944,110=857. on any electronic copies. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ' fiffi., I- PF N-14869 1601 - I Ridp Rd- 01' PxteK1 April 7,2023 AYVARNIN'5 w,d READ NMES ON T4S AND, INC,LUDEDM&.E,1_1PIENCE 'AGE MR 7 i, rc ,09i20210 BERE USE Design valid for use only with MiTeoD connectors. This design is based only upon parameters shown, and is for an individual building component, not , truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pal building Iding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Oty I Ply T30256162 TTH 15-22 1 T06 I Hip Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 a Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:22 2023 Page 1 ID tPuYCeVfQTfYt30C?ZvfnpzlGUH-PGRF21lwZRjewoXPAaNDqs9H34WZBYYZw-KqtJzTUiB -11 -O-Q 6-6-0 12-4-3 18-2-6 24-9-10 30-7 13 36-6-0 43-0-0 1-- --4 —6-6-0--- — -0- i -o-6 6-6-0 5-10-3 5-10-3 ".0 5.00 r-12 5x6 5X8 6 20 721 Scale = 1:75,2 2 T 3x8 = — 11 11 .1 16 E. 15 " 4D 11 11 US 3x4 - 4x6 = US = 3x4 = 4x6 = 3x4 9-5-2 18-2-6 24-9-10 33-6-14 43-0-0 9 5-- i ,2 6-7-3 8-9-5 9-5-2 Plate Offsets (X,Y)=Ig.0-4-2,0-1_8LL6 0-3-0,_0-2-41, [7:0-5-12,0-2-8], [11:0-4-2,0-1-8 LOADING (pso SPACING- 2-0-0 cSL DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(I-L) -0.40 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.70 13-15 >733 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.20 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 223 Ito FT = 20% LUMBER. BRACING - TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.1 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 14-17: 2x4 SP No.2 5-8-0 oc bracing: 15-16. WEBS 2x4 SP No,3 WEBS 1 Row at midpt 7-16 REACTIONS. (size) 2=0-3-8, 11 =0-3-8 Max Herz 2=-254(LC 10) Max Uplift 2=-943(LC 12), 11 =-943(LC 12) Max Grav 2=1872(LC 17), 1 1=1876(LC 18) FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-393412082, 3-5=-3693/1963, 5-6=-2723/1603, 6-7=-2481/1552, 7-8=-2733/1603, 8-10=-3702/1963, 10-11=-3943/2082 BOT CHORD 2-18=-1800/3760, 16-18=-1470/3172, 15-16=-1093/2484, 13-15=-1483/3010, 11-13=-1813/3578 WEBS 3-18=-333/332, 5-18=-192/687, 5-16=-820/522, 6-16=-296/753, 7-15=-297/836, 8-15=-820/522, 8-13=-192/687,10-13=-333/332 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design, 2) Viifincl: ASCE 7-16; VuIt=1 50mph (3-second gust) Vasd=1 16mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft; L=43ft; eave=5ft; Cat. 11, Exp C; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(l) 3-3-10 to 18-2-6, Exterior(2R) 18-2-6 to 24-3-6, Interior(l) 24-3-6 to 24-9-10, Exterior(2R) 24-9-10 to 30-7-13, Interior(1) 30-7-13 to 44-0-0 zone; cantilever left and right exposed I end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 This item has been plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. sealed by Lee, Julius, PE 4) Provide adequate drainage to prevent water pending, using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed copies of this 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 document are not considered will fit between the bottom chord and any other members, with BCDL = 10.0psf. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=943,11=943. signature must be verified 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any on any electronic copies, particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." J,ffli", I - IT N-14869 W- April 7,2023 W11RMNG 111911 Para et— and READ NO TES ON TH,SAND NGI—DEI) MJ-EK �,EFERENCE PfGE M11 I -4,z - Y!9i2020 LIEFORE USE Design valid for use only with MiTek@ connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pal building 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 Welk' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117Pri Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MID 20601 Chesterfield, MID 63017 I D: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-tT?dF52YKkrUYy6bj HvSN3iSKUsgw?kj8e3OP IzTU iA -11-0-9 6-6-0 12-4-3 _ _18-2-6 24-9-10 _ 30-7-13 36-6-0 _ 43-0-0 1-0-0 6-6-0 5-10-3 —� 5-10-3 --_ 6-7-3 F 5-10-3 5-10-3 6-6-0 5.00 12 5x6 = 6 19 5x8 = 720 Scale = 1:75.1 3x8 = " " " - 15 `" 14 1O — co 11 3x8 3x4 = 4x6 = 3x8 = 3x4 = 4x6 = 14 3x4 = 43-0-0 LOADING (pst7 SPACING- 2-0-0 CS1. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.87 Vert(LL) 0.40 12-14 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.70 12-14 >734 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.20 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 221 lb FT = 20/ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-13 oc puffins. BOT CHORD 2x4 SP No.1 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 13-16: 2x4 SP No.2 5-7-5 oc bracing: 14-15. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-15 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=253(LC 11) Max Uplift 2=-944(LC 12), 11=-857(LC 12) Max Grav 2=1873(LC 17), 11=1822(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3935/2089, 3-5=-3693/1971, 5-6=-2725/1611, 6-7=-2483/1560, 7-8=-2734/1605, 8-10=-3710/1974, 10-11=-3954/2108 BOT CHORD 2-17=-1844/3753, 15-17=-1514/3165, 14-15=-1112/2483, 12-14=-1504/3011, 11-12=-1842/3589 WEBS 3-17=-333/332, 5-17=-192/687, 5-15=-820/522, 6-15=-297/754, 7-14=-298/837, 8-14=-823/525, 8-12=-217/693, 10-12=-338/353 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=43ft; eave=5ft, Cat. 11; Exp C, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 18-2-6, Exterior(2R) 18-2-6 to 24-3-6, Interior(1) 24-3-6 to 24-9-10, Exterior(2R) 24-9-10 to 30-7-13, Interior(1) 30-7-13 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 This item has been plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Lee, Julius, PE to the use of this truss component. a Digital Signature. 4) Provide adequate drainage to prevent water ponding. using 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies of this 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 document are not considered will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ijt=lb) Signature must be verified 2=944, 11=857, 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any on any electronic copies. particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Julius S,cc PE \a.i4.463 Mfreh lu DBA AfIr,h t;SA FL Cerr G634 1602d SnEugie}' Ridp Rd, CE­d fit td, N10 6301 Dac,. April 7,2023 'AA R(N.N,.. - Ve, y d s--gn E>.ir 4 are:. READ NO ES ON THISAND NC -UDED MED RE FER NNE PAGE 1 , _ -es 5/19/20ZU 6,_ FORE. USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MR, 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 ANSllfPtt Quality Criteria, OSB-89 and BCSi Building Component 16023 Swingley Ridge Rd Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256164 TTH15-22 �T07 Hip 1 1 vI 0 s FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:24 2023 Page 1 ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-MfZ?S Q3B52zL96hnH?QhvHEfNuC Nfb3sN IpxxCzTUi9 -1-0-0 7-0-1 13-0-0 19-1-8 23-10-8 30-0-0 35-11-15 43-0-0 0- i-0- 7-0-1 5-11-15 6-1-8 4-9-6-1-8 5-11-15 7-0-1 1-0-0 Scale = 1:75.2 5x6 = _ 5.00 12 5x8 — 6 7 3x8 = — I 11 1, 16 — 75 14 — 41 - 3x8 = 3x4 = 5x6 WB = 3x8 — 3x4 — 5x6 WB = 3x4 = 9-10-15 19-18 23-10-8 33-1-1 43-0-0 9-10-15 9-2-9 4-9-0 9-2-9 9-10-15 Plate Offsets {X,Y)--[2:0-4-2,0-1-81,[6:0-3-0,0-2-41,[7:0-5-12,0-2-8]_[11:0-4-2,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20,0 Plate Grip DOL 125 TC 0.73 Vert(LL) -0.40 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.70 13-15 >728 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.17 11 n!a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH j Weight: 228 lb FT = 20% I I I LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,9-12: 2x4 SP No.1 BOT CHORD 2x4 SP 285OF 2.0E or 2x4 SP M 31 'Except` 14-17: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=267(LC 11) Max Uplift 2=-943(LC 12), 11=-943(LC 12) Max Grav 2=1871(LC 17), 11=1873(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-16, 7-16, 8-15 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3899/2048, 3-5=-3656/1936, 5-6=-2628/1546, 6-7=-2388/1500, 7-8=-2631/1546, 8-10=-3661/1936, 10-11=-3905/2048 BOT CHORD 2-18=-1764/3735, 16-18=-1422/3112, 15-16=-1019/2395, 13-15=-1434/2951, 11-13=-1776/3539 WEBS 3-18=-351/346, 5-18=-214/750, 5-16=-877/557, 6-16=-330l762, 7-15=-326/836, 8-15=-879/558. 8-13=-214/751.10-13=-351l346 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16, Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=43ft; eave=51`t; Cat. 11; Exp C, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 19-1-8, Exterior(2E) 19-1-8 to 23-10-8, Exterior(2R) 23-10-8 to 30-0-0, Interior(1) 30-0-0 to 44-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water bonding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=943,11=943. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." VA N NG - V,mfy design READ NOTES ON : : S AND'NCLUDED Pal TEK R_- FERENCE -AGE Ml-:473 rev.-9;2020 BE O. L USE Design valid for use only with MITek® connectors This design is based only upon parameters shown and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPII quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Lee, Julius, 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. Nth" I— FE No.34869 lfrek u_DBAMlTak USA FLCwe6634 A 6023 Stngiev Ridge i;ti, fEiesterfSelA, Vf0 63k1? i?rEe: !Welk. 16023 Swingley Ridge Rd Chesterfield, MO 63017 April 7,2023 Job Truss ;Trus Tys Tys pe Qty Ply TTH15-22 T07A (Hip 1 1 yI 0 T30256165 I I !Job Reference (optional} s FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:26 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-12hlt64RdfD3PPrAP PS9_iK? Whus7VZ9gbl204zTU i7 11-0- 7-0-1 13-0-0 19-1-8 23-10-8 30-0-0 35-11-15 43-0-0 1 0-J— 7-0-1 _ _5-� 1 15 i 6-1-8 4 9 0 6 1 8 -- r 5-11-15 7-0-1 Scale = 1:75.1 5x6 = 5.00 12 5x8 = 6 7 3x8 — u Zu t1 -10 15 zZ 14 to Za Zv 1Z 3x8 3x4 = 5x6 WB = 3x8 — 3x4 = 5x6 WB = 3x4 = 9-10-15 1 LOADING (psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.75 Vert(LL) -0.40 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.70 12-14 >729 180 BCLL 0.0 1 Rep Stress Incr YES WB 0.41 Horz(CT) 0.17 11 n/a n/a BCDL 10.0 ( Code FBC2020/TPI2014 Matrix-SH Weight: 227 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,9-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP 285OF 2.0E or 2x4 SP M 31 'Except' WEBS 1 Row at midpt 5-15, 7-15, 8-14 13-16: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 11=0-3-8 Max Horz 2=265(LC 11) Max Uplift 2=-944(LC 12), 11=-857(LC 12) Max Grav 2=1871(LC 17), 11=1819(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3900/2055, 3-5=-3656/1944, 5-6=-2629/1554, 6-7=-2389/1507, 7-8=-2633/1549, 8-10=-3669/1950, 10-11=-3914/2074 BOT CHORD 2-17=-1808/3727, 15-17=-1466/3104, 14-15=-1038/2387, 12-14=-1455/2952, 11-12=-1805/3550 WEBS 3-17=-351/346, 5-17=-214/750, 5-15=-877/557, 6-15=-331/763, 7-14=-327/837, 8-14=-881 /560. 8-12=-238/757. 10-12=-354/365 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft, L=43ft, eave=5ft; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 19-1-8, Exterior(2E) This item has been 19-1-8 to 23-10-8, Exterior(2R) 23-10-8 to 30-0-0, Interior(1) 30-0-0 to 42-10-4 zone; cantilever left and right exposed ; end vertical electronically signed and left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Lee, Julius, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. 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 = 10.0psf. signature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jjt=1b) 2=944, 11=857, on any electronic copies. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any articular building Is the responsibility of the building designer per ANSI TPI 1 as referenced b the building code" P 9 p Y 9 9 P Y 9 u vk 1n ttsa NhI`Pk (s A fit. C­6634 16C23 Siraglav Ridgy Rd. Ch�terfeid, \3U 63fl E'1 Unte: April 7,2023 WARNING -'V,t ry ,e_i peua (,Sa'.. d READ NOTES ES K -175 A t) MC U) _D i .I'._K RE FEREN AuE i 473 ?',+. . X0 BEFORE E USE. ®® Design valid for use only with MITek® connectors. This design is based only upon parameters shown and is for an individual budding component, not Nil 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. Motional 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty IPIy TTH15-22 T09 Common Supported Gable 14 1 T30256166 I J--- Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:28 2023 Page 1 ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-EQo Wlo6h9HTnej?YWgUd47PU6Vm PbUeSIvn94zzTUi5 -1-0- 21-6-0 43-0-0 Scale = 1:73.0 5x6 = 5.00 12 13 14 '4 I4 6 3x6 = 3x6 = 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1,25 TC 0.17 TCDL 7.0 Lumber DOL 1.25 BC 0.18 BCLL 0.0 Rep Stress Incr YES WB 0.11 BCDL %0 Code FBC2020ITP12014 Matrix-SH DEFL. in (loc) 1/defl Lld PLATES GRIP Vert(LL) -0.00 1 n/r 120 MT20 244/190 Vert(CT) 0.00 1 n/r 120 Horz(CT) 0.01 24 n/a n/a Weight: 271 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. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 13-35, 12-36, 14-34 REACTIONS. All bearings 43-0-0. (to) - Max Horz 2=297(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 36, 39, 40, 41, 42, 44, 34, 31, 30, 29, 28, 26, 24 except 37=-104(LC 12), 43=-104(LC 12), 45=-153(LC 12), 33=-104(LC 12), 27=-107(LC 12), 25=-179(LC 12) Max Grav All reactions 250 Ito or less at joint(s) 2, 35, 36, 37, 39, 40, 41, 42, 43, 44, 34, 33, 31, 30, 29, 28, 27, 26, 24 except 45=258(LC 17), 25=271(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-10=-113/307, 10-11=-128/376, 11-12=-152/448, 12-13=-176/512, 13-14=-176/512, 14-15=-152/448, 15-16=-128/376, 16-17=-104/307 WEBS 3-45=-180/332, 23-25=-186/377 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 6=45ft, L=43ft; eave=2ft, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3E) -1-0-0 to 3-6-0, Exterior(21N) 3-6-0 to 21-6-0, Corner(3R) 21-6-0 to 25-9-10, Exterior(2N) 25-9-10 to 43-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. electronically Signed and 5) All plates are 2x4 MT20 unless otherwise indicated. Sealed by Lee, Julius, PE 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. using a Digital Signature. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies Of this 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 document are not considered will fit between the bottom chord and any other members. Signed and Sealed and the 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2, 36, 39, 40, 41, 42, 44, 34, 31, 30, 29, 28, 26, 24 except Qt=lb) 37=104, 43=104, 45=153, 33=104, 27=107, 25=179. Signature must be Verified 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 24. On any electronic Copies. 12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any articular building is the responsibility of the building designer per ANSI TPI 1 as referenced b the building code." P 9 p Y 9 9 P Y 9 r ; ,1 �t IT � .z4sev NE r�kIn DDAM!rkISA F1,I�-6634 16023 SnngI,y Ride, Rh, Cbos[er Wde N70 6,1011 D.af n: April 7,2023 WARNING - Venfy c s g . par a i to a , !d 4 D NOTES ON ','H E ANO NC,LUDED MI MK REFERENCE U._ -_ GE %11 -,- J ; t;:�. '19:2020 NE ORE USI.. 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 budding 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 Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPtf Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type 1 oty Ply TTH15-22 F10 Common 132 T30256167 I I i I Job Reference (optional) ders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:30 2023 Page 1 ID: tPuYCeVfQTfYt3OC?ZvfnpzlGUH-ApwGjU8yhujVtl8xeFX59YUeylFQ3ASIIDGF9rzTUi3 -1-0- 7-7-3 14-6-10 21-6-0 28-5-6 35-4-13 43-0-0 44 -0 1 -01 -7-7-3 6-11-6 6-11-6 6-11-6 7-7-3 1-0- T 5x6 = 5.00 12 Scale = 1 72,2 3x8 = it 44 lu lo 11 11 3x8 3x4 = 4x6 = 3x4 = 3x4 3x4 = 4x6 9-0-6 17-3-15 25-8-1 33-11-10 43-0-0 9-0-6 83-10 8-4-1 9-0-6 Plate Offsets (X,)�) [2:0-4-2�0-1-8j, [4:0-3-0,Edge, �80-3-0,Edgel, [10:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.40 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.68 14-15 >751 180 8CI-L 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.18 10 n/a n/a BCDL 10,0 Code FBC2020ITP12014 Matrix-SH Weight: 218 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 1-4,8-11: 2x4 SP No.1 BOT CHORD 2x4SPNo.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=298(LC 11) Max Uplift 2=-943(LC 12), 10=-943(LC 12) Max Grav 2= 1 885(LC 17), 1 0= 1 885(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 Do bracing, FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3931/2002, 3-5=-3802/2010, 5-6=-2890/1661, 6-7=-2890/1661 , 7-9=-3802/201 0, 9-1 0=-3932/2002 BOT CHORD 2-17=-1708/3783, 15-17=-130613020, 14-15=-850/2218, 12-14=-1307/2872, 10-12=-1708/3560 WEBS 6-14=-52011153, 7-14=-763/574, 7-12=-392/909, 9-12=-362/365, 6-15=-520/1153, 5-15=-763/574, 5-17=-392/908, 3-17=-362/365 NOTES- (7) 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16, Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft: L=43ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=O. 18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-9-10, Interior(l) 25-9-10 to 44-0-0 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=943,10=943. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A'AIARNINU V,,', mdl READ NOTES .-N 791S AND,NCLUDED MITEK REFERENCE «IAG,- 101 7473 ,,, 511312020 BEFORE uSE, Design valid for use only with MiTek(ti) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPII Quality Criteria, DSB49 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Lee, Julius, 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. Ma,, L- PF, 1..34861 Nflrrk1n,,0flANfiT0,(A FL—,�6634 16013 S,wg1,y Rifte Rd, ( h—,0110,1, N10 Welk' 16023 Swingley Ridge Rd Chesterfield, MO 63017 April 7,2023 Job (Truss Truss Type TTH15-22 T10A ICOMMON Ply Job Reference T30256168 Builders FirstSource (Tampa, FL), Tampa, FL - 33564. 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:31 2023 Page 1 10:tPuYCeVfQTfYt30C?ZvfnpzlGUH-e?Uewq8aSCrMVAj7Bz2KhllplibTodgu_t?phlzTUi2 11 -O-Q 7-7-3 1475_10 21-6-0 28-5-6 35-4-13 43-0-0 1-0-6 7-7-3 6-11-6 6-11-6 6-11-6 7-73 5x6 — 5.00 F-12 Scale = 1 7Z2 3x8 = iu 1. 1. -- — 11 1. 11 11 to I . 3X8 = 3x4 = 4x6 = 3x4 — 3x4 = 3X4 = 4x6 = 9-0-6 17-3-15 -8 33-11-10 43-0-0 i i 9-0-6 i 8-3-10 9-0-6 Plate Offsets (X Y)-- [2:0 4-2 0-1-8], [4:0-3-0.Edge], [8:0-3-0,Edcie], [10:0-4-2.0-1- i LOADING (psO--T SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0A0 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.68 13-14 >750 180 BCLIL 00 Rep Stress Incr YES WB 099 Horz(CT) 0.18 10 n/a n/a BCDL 10,0 Code FBC2020/TP12014 Matrix-SH Weight: 216 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-10: 2x4 SP No. 1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=297(LC 11) Max Uplift 2=-944(LC 12), 10=-857(LC 12) Max Grav 2=1886(LC 17), 10=1831(-C 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3932/2003, 3-5=-3803/2012, 5-6=-289211662, 6-7=-2892/1671, 7-9=-3811/2048, 9-10=-3941/2041 BOT CHORD 2-16=-1 752/3776, 14-16=-1350/3012, 13-14=-89312210, 11-13=-1327/2872, 10-1 1=-1768/3571 WEBS 6-13=-521/1155, 7-13=-766/577, 7-11 =-422/916, 9-11 =-365/381, 6-14=-520/1153, 5-14=-763/574, 5-16=-391/908, 3-16=-362/365 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16 Vult=1 50mph (3-second gust) Vasd=1 16mph TCDL=4.2psf; BCDL=3.Opsf h=25ft; B=45ft; L=43ft, eave=5ft Cat. 11; Exp C, Encl., GCpi=0. 18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-9-10, Interior(l) 25-9-10 to 42-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer I Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Lee, Julius, PE 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `This using a Digital Signature, 5) 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 BCDIL = 1 0.0psf. Printed copies of this 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except at=lb) document are not considered 2=944,10=857. "This signed and sealed and the 7) manufactured product is designed as an individual building component. The suitability and use of this component for any signature must be verified particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." on any electronic copies. J dw, L- PEX0.34869 NiT0,I-.oR,%,Nur,kV6A FL(,t6634 Dare: April 7,2023 Ak:NA RNING Vll,;Ify,ill,<ill',-,,):.,t,�,, -,'READ NOTES ON TH,S AND NCLUDED,'NIIEK REFERENCE PAGE M11,7473 E1,v 59/2020 BUFORE JSF- Design valid for use only with MiTelk(lis 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 Bel' 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 M!Tek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Truss Type T30256169 TTH 15-22 I T 11 Common Builders FirstScurce (Tampa, FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:33 2023 Page 1 ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-bQcPLVAgzp64kUtWJ N4onA69C WH8GXDBS BUvIAzTU iO 1�-0-9 7-7-3 _ 14-6-10 21-6-0 _ 28-5-6 35-4-13 _ 43-0-0 145-0-0 1 0-0 7-7-3 6-11-6 6-11-6 6-11-6 6-11-6 7-7-3 2-0-0 5.00 12 3x4 = 4x6 = 3x4 = 5x6 = 3x4 = 4x6 = 3x4 = 9-0-6 _ 17-3-15 _ 25-8-1 9-0-6 8-3-10 Plate Offsets (X Y)-- [2:04-2 0-1-8j, L4:0-3-0 Edge] [8:0-3-0 Edge] [10:0-4-2 0-1-8j 33-11-10 43-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.40 14-15 >999 240 MT20 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0,68 14-15 >755 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.18 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 220lb LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=-31O(LC 10) Max Uplift 2=-939(LC 12), 10=-1020(LC 12) Max Grav 2=1885(LC 17), 10=1934(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3930/1998, 3-5=-3800/2006, 5-6=-2887/1656, 6-7=-2886/1647, 7-9=-3779/1968, 9-10=-3921 /1959 BOT CHORD 2-17=-1668/3790, 15-17=-1252/3027, 14-15=-827/2225, 12-14=-1281/2868, 10-12=-1668/3535 WEBS 6-14=-516/1150, 7-14=-758/569, 7-12=-359/890, 9-12=-354/345, 6-15=-519/1153, 5-15=-763/575,5-17=-392/908, 3-17=-362/365 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 6=45ft, L=43ft, eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-3-10, Interior(1) 3-3-10 to 21-6-0, Exterior(2R) 21-6-0 to 25-9-10, Interior(1) 25-9-10 to 45-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s) except Qt=lb) 2=93% 10=1020. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 'OVARNING - V mfy de,g i pa,,r .ck_rs ­o READ NOTES 6N I HI S AN-) NCLUDED Mi REFERENCE r GE 111 4733 �,... 9'2020 ScFO _E USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Scale = 1:73.7 114 6 GRIP 244/ 190 IaaW44YI This item has been electronically signed and sealed by Lee, Julius, 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. NUTek Inc,DRAIffrekl'A FLC' 16634 i60L3 S, ,eglesRidge Rd. C6zstertield, \4(} Sit t7 D,,t v Eft' 16023 Swingley Ridge Rd Chesterfield. MO 63017 April 7,2023 Job TTH 15-22 1 Vol 0 0 0 Truss Type GABLE pa, FL - 33564, Qty T30256170 8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:34 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-3aAnZrBSk7ExMeSit5bl JOfVbwpd?CCKgrETldzTUi? 11-1-0 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE 4x4 = OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND (NORMAL TO THE FACE), SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE, OR CONSULT 3 QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1. 2x4 G 2x4 i i 2x4 11 2x4 11 2x4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 125 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 CSL DEFL. in (loc) I/defl L/d TC 0.17 Vert(LL) n/a nla 999 BC 0.13 Vert(CT) n/a n/a 999 WB 0.11 Horz(CT) 0.00 5 n/a n/a Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-1-0. (Ib) - Max Horz 1=55(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 8=-184(LC 12), 6=-184(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=279(LC 1), 6=279(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-187/368, 4-6=-187/368 Scale = 1, 17,8 PLATES GRIP MT20 244/190 Weight: 38 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft, L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 5-6-8, Exterior(2R) 5-6-8 to 8-6-8, Interior(1) 8-6-8 to 10-3-15 zone; cantilever left and right exposed , end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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, 5, 7 except (jt=lb) 8=184, 6=184. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Lee, Julius, 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. Jn#L- PE ; A.34869 Mu,,kh-DB.AhriTek(s,$A FL(,r 66x4 l60215e irtg7er fiidge k24. €'kestes'(ieid, l€© St{tIT Dn[e: April 7,2023 At,WARMNG - Ve -N dr.- gi , pm a — le, r,d READ NC rES \ " lu AND N ,_;.Z)EID MrTEK n.E ER v -.'G , till 4 ; r,<, V :,r IG 2t?20 BE'ORE i.i51v. Design valid for use only with MiTek® connectors This design is based only upon parameters shown and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing'' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSt/TPIi Quality Criteria, OSB-89 and SCSI Building Component 16023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, eyMO 63017 Job Truss Truss Type I Qty Ply TTH15-22 V02 Valley 1 1 T30256171 �__ I Job Reference (optional Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:35 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-Xmk9mBB4VQMn_ol uQo6GsbCftJ7ekfkUvVzOg3zTUi_ r 4-0-0 8-0-0 4-0-0 4-0-0 Scale = 1:14.6 4x4 = 0 Q 0 3x4 f 2x4 II 2 4 3x4 Z 0 7-11-6 0- -10 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 0.20 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0,27 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0,00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH 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.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-10-13, 3=7-10-13, 4=7-10-13 Max Horz 1=37(LC 11) Max Uplift 1=-64(LC 12). 3=-64(LC 12), 4=-133(LC 12) Max Grant 1=107(LC 21), 3=107(LC 22), 4=273(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-169/308 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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, 3 except Qt=lb) 4=133. This item has been 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any electronically signed and particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." sealed by Lee, Julius, 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. Mw, 1-ee PE No.33863 lft'rrk IA DHA 3Sn'ek L. A FI Lett 6634 MZi S'a-iughsy Ridge %L 1.4oxPr010d, VO d3Ui7 I?xte. April 7,2023 -+V 2..VG --Ve ry e g,, ,t�v:a t, s :ar ,fREACNOIES ON 1'S AND ING1 UDED M EK RErER Y E ? ,GE r I r it :.rv. W9,202GSEFORE JSE ®® Y Design valid for use only with MiTek® connectors. This design is based only upon parameters shown and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing °"' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSJ Building Component 16023 Swingley Ridge Rd Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Type T30256172 TTH 15-22 —� V03 — -Valley Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 2-0-0 1 Plate Offsets (X,Y)— [2:0-3-0,EdgeL 2x4 ; 5.00 12 2 2 1 1 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08A5:36 2023 Page 1 I D: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-?zHX_XCiGkUebyc5_Wd WOpksSj V DT7Pd89jaLVzTUhz 4-0-0 3x6 = Scale = 1 T6 2x4 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P Weight 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Harz 1=-14(LC 10) Max Uplift 1=-50(LC 12), 3=-50(LC 12) Max Grav 1=92(LC 1), 3=92(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16, Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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, 3. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Lee, Julius, 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. J,flm, Lea PE. No.34569 "ffA the. 08A Afir R iiSA FL f. t*rx 6634 16023 S,, h,g ,2 Ridge RA. Cba ,a -field, MO 63017 Date: April 7,2023 Vr> ay <.',7.r ,>..ra e r s w d READ NOTES S AND CLUQED: II EK tR—ERCNE PAGE � 47. 19,2020 BEFORE RE 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 mu 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 ANS11TPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 chesterfield, MO 63017 s Truss Type Qty Ply ;TTH ::::3VO4 T30256173 15-22 GABLE 1 1 Job Reference o tional -.-."-- ••�....•.,•..-,....r.., �,, ,.+...'..,-.,v.�v-., Q. U5IVuv -4V 41-1—JHUUsMei , Irl(:. InuApr bVt5:4J:3! LU.CS rage I I D: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-T9rwBtDL 12cV D5BHYD9IxOH 1 _7r_CafnMpS7tyzTUhy 2-1-8 4-1.1-0 3x6 = Scale: 1.5"=1' 5,00 12 3 2x4 � 2x4 4-3-0 4-3-0 Plate Offsets (X,Y)-- [2:0-3-O,Edgej LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1,25 BC 0,09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0 00 3 nla n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P Weight: 11 Ito FT = 20 J LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-3-0, 3=4-3-0 Max Horz 1=-16(LC 10) Max Uplift 1=-55(LC 12), 3=-55(LC 12) Max Grav 1=101(LC 1), 3=101(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16, Vult=150mph (3-second gust) Vasd=116mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=30ft; eave=4ft, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed,C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This Item has been electronically signed and sealed by Lee, Julius, 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. J dw, I,- PE Na04869 b11"Cek Ixlc DB�1. 1ifLnk ti5A FL (e 6634 ifi?1 ii Svrklgle�- Ili4F+112d. CbestertielA. 1i0 G;b E? 4nte: April 7,2023 WARiN[NG Vz: f ,s,,11r pF:- rte. s tar <i R -a C'r-S N TH,S AND 'Eti .EFE'<ENC IGE 1 7473 ;iay. 912020 BEFORE SE. 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 budding 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 Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPIt Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job I Truss I Truss Type T30256174 TTH 15-22 I V05 GABLE Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 4-6-8 v 0 0 8.630 s Nov 19 2022 Ivi Industries, Inc. Thu Apr 6 08:45:38 2023 Page 1 I D:tPuYCeVfQTfYt3OC?ZvfnpzlGU H-xLP IOD EzoLkMrFmT6xg_U EpCbXBQxO WW bTCgOOzTUhx TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY, FOR STUDS EXPOSED TO WIND (NORMAL TO THE FACE), SEE STANDARD INDUSTRY 4x4 = GABLE END DETAILS AS APPLICABLE, OR CONSULT QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1. 8 7 6 2x4 2x4 11 2x4 11 2x4 11 2x4 Scale = 1:16.7 v =9 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) n/a me 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 _ 1_ Code FBC2020ITP12014 Matrix-SH Weight: 30 lb FT = 20% LUMBER- —L BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-1-0. (lb) - Max Horz 1=-43(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-127(LC 12), 6=-127(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7, 8, 6 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-142/301, 4-6=-142/301 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft; 8=45ft; L=30ft; eave=4ft; Cat. 11, Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 4-6-8, Exterior(2R) 4-6-8 to 7-6-8, Interior(1) 7-6-8 to 8-3-15 zone, cantilever left and right exposed , end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer 1 Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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, 5 except (jt=lb) This item has been 8=127, 6=127. electronically signed and 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Lee, Julius, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 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. J IN,, Lre PE \o34869 %brek I-A)fiAAbF,,ktSA FLten6634 0023 1, tu,� Ridgs R,I, E'4oxte elh, 110 6,101'- IM": April 7,2023 WARNING - Je y v,g, pttr ,. ^, ,+r;c::2 ,AD NOTES ON I 11-S AND NCI J E_D REFERENCE E,,GE 1,1k 9r2 20 BEFO i USE. Design valid for use only with MITekS connectors. This design is based only upon parameters shown and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ` " is always required for stabilty 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 16023 SWingley Ridge Rd Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job ITruss I Truss Type Qty jPly TTH15-22 V06 'Valley 1 1 T30256175 Job Reference (optional _ Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08_45:39 2023 Page 1 ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-PYzgcZEbZfsDSPKgfeBDORMMaxUjgU84g7xE ygzTUhw �-- - 2-6-8 -1--— 5-1-0 - -� 2-6-8 2-6-8 Scale = 1:9.8 3x6 = 5,00 12 2x4 2x4 0-Q-10 5-1-0 Plate Offsets ( ,Y)-- [2:0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell l/d PLATES GRIP TCLL 20.0 i Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) n/a n/a 999 BCLL 00�jRep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-11-13, 3=4-11-13 Max Horz 1=-21(LC 10) Max Uplift 1=72(LC 12), 3=-72(LC 12) Max Grav 1=132(LC 1), 3=132(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-148/287, 2-3=-148/299 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft, L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=O.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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, 3. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any This item has been particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." electronically signed and sealed by Lee, Julius, 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. Jim,, I,— PE No.32869 )b feh I— DRA Ml l'ek I` A FL Cen 6634 M23 ,1,,Wgiep Ridge Rif_ ChesteifleK Nio 6301 E %tote: April 7,2023 4NARN,tNG Vein) d..., :53 - c,—n,r tern .3 rd REAP NOTES ON T aIS AND INGLU...E, t 11 IEK REFERENCE IPA(' F 111 - 473 •ev. E 1a 2020, BEORE ,"-�.�-_.�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown and is for an individual budding 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 Welk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type City Ply T30256176 TTH15-22 V07 GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:41 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-MW5Q1 FGr5G6xijU2n3Dh5sRj3kD18MaMHRQL1jzTUhu 7-3-12 14-7-8 --- 7-3-12 —� 7-3-12 Scale = 1:23.7 4x4 = TRUSS DESIGNED FOR WIND LOADS IN THE PLANE 5 OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND v 0 d a .0 0 3x4 i 16 15 14 13 12 11 10 3x4 I -- 14-7-8 --- ---- --- —I 14-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(LL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 HOrz(CT) 0.00 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 64 It, FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-7-8. (lb) - Max Horz 1=112(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 14, 15, 12, 11 except 16=-146(LC 12), 10=-146(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 9, 13, 14, 15, 16, 12, 11, 10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=O.18, MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 7-3-12, Exterior(2R) 7-3-12 to 10-3-12, Interior(1) 10-3-12 to 13-11-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9, 14, 15, 12, This Item has been 11 except 61=1b) 16=146, 10=146. electronically signed and 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Lee, dUl1US, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 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. 3�tiim Lee PE 1..34869 TTiTeh hI, DZiA Nf§Tek 1S A FL C'ere 6fi34 t6023 Siviagie}' iiid�e }2rt. C`QvxtPrilekl, 1T(4 b�eli i3nte: April 7,2023 VAFZN:NG - Vu D 1­9!, FV r Ors : d READ NOTES DU THS ADIrr 'vt LJDPD tAlT„.K RE: ERC NCE PAGE t 47, rek'. .9.2020 E1. FOh- USE Design valid for use only with Mffek® connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing`' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Duality Criteria, DS"9 and BCS1 Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type iOty Ply T30256177 TTH15-22 V08 Valley 1 1 Job Reference o tional Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08A5:42 2023 Page 1 I D: tP uYCeVfQTfYt3OC?ZvfnpzlGU H-g7fpEaHTsaEoJt3FLmkwe4_kg8SctpF WW5AuZ9zTUht 5-7-12 11-3-8 4x6 = Scale = 1:19.6 4 4x4 6 2x4 11 4x4 LOADING (psf) SPACING- 2-0-0 CSI. ( DEFL. in (loc) Ildefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 1=11-2-8, 3=11-2-8, 4=11-2-8 Max Herz 1=-84(LC 10) Max Uplift 1=104(LC 12), 3=-104(LC 12), 4=-196(LC 12) Max Grav 1=169(LC 21), 3=169(LC 22), 4=411(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-251/355 PLATES GRIP MT20 244/190 Weight: 37 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 5-7-12, Exterior(2R) 5-7-12 to 8-7-12, Interior(1) 8-7-12 to 10-7-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jjt=1b) 1=104, 3=104, 4=196. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Lee, Julius, 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. dntius I.- FE Va.34369 MiT,k ina rmA Mn'ek k 1A M Cart 6634 [6ri2i S«ti�te}' Ridge kid. t i1e4hM1rS{etd, ME? G4gf'- Once. April 7,2023 Ak Ln APNiNG reify s,yi fir., .c. s and REA NO TIS ON , THIS AND INCLUDED M EK REFERENCE PAGE M1 II 74,1310, 1 Q 2,_'K FE. FO E Js_ Design valid for use only with MITeM connectors This design is based only upon parameters shown and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall pal building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSI/rPil Quality Criteria, OSB49 and BCS! Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, 100 63017 Job Truss Truss Type Qty Ply T30256178 TTH15-22 1 V09 !Valley Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 3-11-12 v a O 3x4 !� 2x4 II i Job Reference (optional) 8.630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:43 2023 Page 1 ID:tPuYCeVfQTfYt3OC?ZvfnpzlGUH-IJCBSwl5duMfxOeRuUF9BHX1 NYrpcGnfllwR5bzTUhs 4x4 = 3x4 Scale = 1:14.7 O 8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) n/a n/a 999 _T BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 ( Code FBC2020 TPI2014 Matrix-SH _ Weight: 25 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-10-8, 3=7-10-8, 4=7-10-8 Max Horz 1=56(LC 11) Max Uplift 1=-69(LC 12), 3=-69(LC 12), 4=-131(LC 12) Max Grav 1=113(LC 21), 3=113(LC 22), 4=275(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-167/293 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 3-11-12, Extenor(2R) 3-11-12 to 6-11-12, Interior(1) 6-11-12 to 7-3-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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, 3 except Qt=lb) This item has been 4=131. electronically signed and 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any sealed by Lee, IUIIUS, PE particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 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. h0m, Lee PC N-1486v :%1iTek [nc. DDA hit7al; U'SA FL Cerr 6634 I623 Seingkg Rkine Rd. C'6esiertleFai- §O 6301' April 7,2023 V1 ` N NG Dn p,, meters -d READ NOTES ON T t-S,ANDNC , UD , NI - tK RE`=ER ENCE PAGE rl 4, 3 e 2020 SE_F ORE _1S E. Design valid for use only with MirekO connectors. This design is based only upon parameters shown and is for an individual building component, not a truss system. Before use, the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall Bet 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 ANSI/TPit Quality Criteria, DSB-89 and SCSI Building Component ( 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 L Chesterfield, MO 63017 2-3-12 2x4 i ID: tPuYCeVfQTfYt3OC?ZvfnpzlGU H-mVmZfG IkOB U WZADdS BnOjV3DZyC PLkOpzPf?d2zTUhr 3x6 = 2 2x4 2-3-12 Scale = 1:8.6 0-0�$ 4-7-0 Plate Offsets (X Y)-- [2:0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 12 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-6-8, 3=4-6-8 Max Herz 1=-28(LC 10) Max Uplift 1=-68(LC 12), 3=-68(LC 12) Max Grav 1=125(LC 1), 3=125(LC 1) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 6=45ft, L=30ft; eave=4ft, Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer I Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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, 3. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Lee, Julius, 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. 3nBns li— PE Fo.34369 Ali rek nc. DBA 3Sifek r'6A. EL Cert W4 16023 ,--Wgls v Ridge Rd, Ch,, r904- MO 6392, Dsc. April 7,2023 vVARMNG - Vt via 3Ii ,�.a -� ,[. , ..: xi RI AD NOTeS ON i HIS ANU NCLU'DED ,10 TEK REFERENCE 1GE W! 7473,,,v 5 192020BEORE USE::. Design valid for use only with WTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing � " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingiey Ridge Rd Safety Information available from Truss Plate institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply T30256180 ''....TTH15-22 V11 (Valley 1 1 v 0 0 3-10-0 2 Job Reference (optional) 8,630 s Nov 19 2022 MiTek Industries, Inc. Thu Apr 6 08:45:45 2023 Pagel ID.tPuYCeVfQTfYt3OC?ZvfnpzlG U H-EhKxtcJM9VeNAKopOvldGicOeLZu4AGyC3PYAUzTU hq 7-8-0 3-10-0 4x4 = 4 3x4 2x4 II 3x4 Scale = 1:14.2 7-8-0 7-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Iidefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 23 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. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-8-0, 3=7-8-0, 4=7-8-0 Max Horz 1=-35(LC 10) Max Uplift 1=-60(LC 12), 3=-60(LC 12), 4=-127(LC 12) Max Grav 1=102(LC 21), 3=102(LC 22), 4=258(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-159/296 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=116mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft, 6=45ft; L=30ft, eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L=160 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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, 3 except Qt=lb) 4=127. This item has been 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any electronically signed and particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." sealed by Lee, Julius, 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. Gee PF. M,34869 .J in A2flAR lnc D8A N rPk C.S_\ FLU— 6634 16012 Sn-i igh, Ridge Rd. C`BeCeriSeEd_ N10 63917 FS�ee: April 7,2023 v NIG, - ors ty and READNO FES ON FH!S AND, <_ t,D_C MIT REFERENCE ac_1 Vi1 7 a,> 5119,2020 BEroO t,S_ . Design valid for use only with MiTek® connectors. This design is based only upon parameters shown and is for an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing ' " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ',. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd '.. Safety Information available from Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 '.. 0 Symbols PLATE LOCATION AND ORIENTATION '( 314° 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. ®-1,16' For 4 x 2 orientation, locate plates 0- 'li ' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request PLATE SIZE The first dimension is the plate 4 X 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. 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 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 of 0 S U d 0 e— 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 ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. C 2012 MiTek@ All Rights Reserved M MiTek"; MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 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 pudins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI(TPI 1 Quality Criteria. 213he design does not take into account any dynamic or other loads other than those expressly stated. DESCRIPTION. LOT(S) 15-22 TYSON TOWNHOMES, ACCORDING TO THE PLAT THEREOF, RECORDED IN PLAT BOOK_ PAGE(S)-, OF THE PUBLIC RECORDS OF PASCO COUNTY, FLORIDA. LEGEND: PROPOSED DRAINAGE FLOW (00.00) = PROPOSED GRADE I SITE PLAN ( NOT A SURVEY) This SITE PLAN Prepared for and Certified To: Starlight Homes SEC. 2, TWP. 26 S, RNG 21 E. PASCO COUNTY, FLORIDA (TYSON TOWNHOMES) E-00.00 = EXISTING GRADE 10.00'UTILITY EASEMENT I LOT 23 N88-58'59"W(P) 83.10'(P) 19. -171 (P) E fP) 9.28" GOLD STREET NOTES: TRACT "A' 18, 1' 22.6C (HOA RIGHT-OF-WAY LOT GRADING TYPE =N/Ati .......... ......................... 43.0' 8-O'b . PROPOSED PAD ELEVATION = 100.5 1' 2! Wb 9' LOT 22 0 FRONT SET BACK = 20' 0 Lu < 0 q 0 0 7 ;+ PROPOSED RESIDENCE rn - PLAN 1386 A C5 N SIDE SET BACK = 10' 9� C� ELEV N 4,0' REAR SETBACK= 15' U co A/C -RAGE -RIGHT 39.0' 00 Scale: 1 20 ' < 0 - - - - - - - - - - N P 8 .0 - - - - - - - - - - --------------- , Z 0 "0 -- N . . :� LOT 21 PROPOSED RESIDENCE E7 b C� PLAN 1387 4.0' 2 N ELEV B GARAGE -RIGHT c0 N, LU < L-n LU U-) 021 A, UTILITY A/C 1:1 -- - - - - - - - N 88'58'59" W (P) 83.0 2! (P) - LL 0 & SIDEWALK 4� El 39.0' EASEMENT z * < LOT 20 W , . E- =WATER b 0 8 cp� PROPOSED RESIDENCE PLAN 1386 4.0' b C? 6 �O ELEV LR - GARAGELEFTMETERS 102�73'ME f - - - - - N 88'58'59'W P 8301' P 0 - - - - - - - - - - - - - TRACT "A" E7 - LOT 19 (HOA) RIGHT-OF-WAY 0- PROPOSED RESIDENCE PLAN 1386 c U.1 0 b 8.01 C� ELEV K - Ln 0 GARAGE -RIGHT 45'-0" Ul) z 6 6 0 U.1 A/C N 8 '58-59- W (P)-- SEV (P) 2: <> I, --------- ----- --------- ------------ L V) A/C 39.0' 00 En C-- LU LU o LL < 0 LOT E� 0 FL Q) b PROPOSED RESIDENCE18 PLAN .... 4 0' b . 0 < Ld 0 rN LU ELEV AR C) 6 rN GARAGE -LEFT <1 I, C) 17 ZO 3 9" W P 82 r.4 0 NAWSIS'Sy-w 8.0', 7' P 8294 0 39.0' Ld i C� LOT 17 ..:. c� PROPOSED RESIDENCE O 6 Nb 8.0 � 0 PLAN 1386 4.0' C5 ELEV M % C� N GARAGE -RIGHT z z A/C 10 - - - - - - - - - - - - - - - - - - - - - - - - 39.0' >� - NC �0 Z LOT 16 0 ui PROPOSED RESIDENCE 4.0" PLAN 1387 O� 0, A-. �0 CL ELEV KR �Y) GARAGE -LEFT 01 0 C� 8,0'! 4 U M N 88'58'59" W P 82 99' P ---------- - - -------- 00 L1J LOT 15 PROPOSED RESIDENCE it O�' U� PLAN 1386 4.0" ELEV OR �0da g: GARAGE -LEFT b ........ 20:A C&0' 43.0' jN: 993 1' PROPOSED: ___zff-2.07-(P) N 88*58'59" W (P) 83.07` (P) MINIMUM FLOOR ELEVATIONS: LIVING AREA: 10 1. 18' 0� LOT 14 GARAGE AREA: ELEVATIONS REFERENCED TO NORTH AMERICAN VERTICAL APPARENT FLOOD HAZARD ZONE: 'X" COMMUNITY NO. 120235 DATUM OF 1988 (MAP NUMBER 12 10 IC-0452-F) EFFECTIVE DATE: 09/26/2014 APPARENT FLOOD HAZARD ZONE:"X" COMMUNITY NO. 120235 SURVEY ABBREVATIONS (MAP NUMBER 12 10 1 C-0456-F) EFFECTIVE DATE: 09/26/2014 A) = ARC LENGTH (D) = DEED INV = INVERT PC = POINT OF CURVE (R) = RECORD LEGEND A/C = AIR CONDITIONER L.E LANDSCAPE EASEMENT PCP PERMANENT CONTROL POINT VINYL FENCE D.E= DRAINAGE EASEMENT LEE =UCENSED BUISNESS PCC POINT OF COMPOUND CURVE RNG = RANGE AT = ALUMINUM FENCE C 0 N C EL OR ELEV = ELEVATION RRS RAIL ROAD SPIKE BEE = BASE FLOOD ELEVATION EOP = EDGE OF PAVEMENT LEE = LOWEST FLOOR ELEVATION R/E = POOL EQUIPMENT R/W = RIGHT OF WAY BM - BENCH MARK ESMT = EASEMENT LS = LICENSED SURVEYOR PG = PAGE SEC SECTION WOOD FENCE C = CURVE F/C = FENCE CORNER (M) = MEASURED RE = POINT OF INTERSECTION SN&D = SET NAIL AND DISK ASPHALT ICE = CALCULATED ECM = FOUND CONCRETE MES = MITERED END SEC FION PER -PARKER KALON LB#8 183 � - CENTERLINE MONUMENT NCF = NO CORNER FOUND = PROPERTY LINE SIR = SET 112- IRON ROD LB# 8183 CHAIN LINK FENCE CUT = CHAIN LINK FENCE F�P = FOUND IRON PIPE C/A = OVERALL POB = POINT OF BEGINNING TBM = TEMPORARY BENCH MARK BRICK __x - -------- x___ CMP = CORRUGATED METAL PIPE COL=COLUMN FIR = FOUND IRON ROD OHW OVERHEAD WIRE(S) POC - POINT OF COMMENCTMENT TOB = TOP OF BANK CONC - CONCRETE FN&D = FOUND NAIL & DISK O.R. =OFFICIAL RECORDS POL = POINT ON LINE TWP = TOWNSHIP ALUMINUM FENCE C/S CONCRETE SLAB FOP FOUND OPEN PIPE (P) PLAT PRC = POINT OF REVERSE CURVE LLE UTILITY EASEMENT COVERED FPP FOUND PINCHED PIPE PB = PLAT BOOK PRM = PERMANENT REFERENCE MONUMENT CST CLEAR SIGHT I -RIANGLE VF VINYL FENCE JOB # SURVEYOR'S NOTES: SURVEYOR'S CERTIFICATE 1708 Water Oak Drive SSEE 1.) Current title information on the subject property had not been This certifies that sketch of the hereon described Tarpon Springs, Florida �P I N 1W11 N Date of Plan: 1-30-23 furnished to Initial Point Land Surveying, LLC. at the time of this property was made under my supervision and Phone: (727)-831-1990 RIG- �RGIL W--F, SITE PLAN meets the Applicable Standards of Practice for FloridaPLS7123@gmail.com - DWG1 15-22 TSYCN TH-SITE R. 1 S T-1 I S 2.) This sketch was prepared without the benefit of a title search. surveys as set forth by the Florida Board of Land LB# 8183 R.I. RGIE No instruments of record reflecting ownership, easements or Surveyors in Chapter 5J- 17.051 through File: rights -of -way were furnished to the undersigned, unless otherwise 5J- 17,053, Florida Administrative Code, Drawn by: DJB shown hereon. pursuant to Section 472.027, Florida State 3.) Roads, walks, and other similar items shown hereon were taken Statues Checked by:JH from engineering plans and are subject to survey. REVISIONS 4.) This SITE PLAN does not reflect nor determine ownership. 5.) This SITE PLAN is subject to matters shown on the Plat of "TYSON TOWNHOMES" Jeff M. Hartley Date 6.) Dimensions shown hereon are in feet and decimal portions FLORIDA PROFESSIONAL SURVEYOR AND thereof. MAPPER NO. LS#7123 LB#8183 7.) Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, NOT VALID WITHOUT THE ORIGINAL and immediately advise Initial Point Land Surveying, LLC. of any SIGNATURE AND SEAL OF A FLORIDA deviation from information shown hereon. Failure to do so will be LICENSED SURVEYOR AND MAPPER Initial Point Land Surveying, LLC. at user's sole risk. --C Plo FJI Length t h 20-00-00 Product L 16" BCI Pr-oducts Plies 4500s-1.8 p Net 16 Otg Fob Type MFD DEARIN6 HEIGHT 5CHEDULE F-12 5-00-00 16' BCI 45005 1.8 2 16 MFD FJ3 FJ4 20-00-00 20-00-00 16' BCI 16" BCI 6000s-1,8 1 6000s--!,8 1 88 16 MFD MFD FJ5 16-00-00 16 BCI 6000s-1 8 1 56 MFD FJ6 4-00-00 16" BCI 6000s-18 1 8 MFD Rml 12-00-00 1-1/8"" x 16" BC RIM BDRRD DSB 1 81 FF Bk 1 2-00-00 16' BCI 5000s-1 8 i 60 FF Hanger List H1 HTU26 H2 IUS3.56116 H3 IUS2.37/16 Starlight Homes L Tyson TH 8Unit A a ADRH, Lot 15-22 RAH DY: 4-5-23 Rick Products PlotID Length Product Plies Net Qty Feb T FJ1 20-00-00 16" BCI 4500s-18 2 16 MFD FJ2 5-00-00 16' BCI r4500s-1.8 2 16 M17D FJ3 20-00-00 16' BCI '6000s-1.8 i 88 MFD F14 20-00-00 16" BCI 6000s-1-8 1 16 MFD FJ5 16-00-00 16' BCI 60005-1.8 1 56 MFD FJ6 4-00-00 16" BCI 5000s-1.8 1 8 MFD Rm1 12-00-00 1-1/8" x 16" BC RIM B09RD DSB 1 81 FF Bk1 2-00-00 16" BCI 6000s-1.8 1 80 FF a DEMING HE16H1 6HEPULE Hanger List H1 HTU26 H2 IUS3.56/16 H3 IUS2.37/46 NOTE5: 1) REFER TO Hlb 91 (RECOMMENDAT10N5 FOR HANDLING IN5TALLATiON AND TEMPORARY BRACING_) REFER TO ENGINEERED DRAWIN65 FOR PERMANENT DRACING REQUIRED 2)ALL TRU55E5 (INGLUDING TRU55E5 UNDER VALLEY FRAMING) MU5T DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE GRACING REQUIREMENT5- 3.) ALL VALLEY5 ARE TO DE CONVENTIONALLY FRAMED BY BUILDER. 4.) ALL TRU55E5 ARE DESIGNED FOR 2' o.c. MAXIMUM 5PACIN6, UNLE55 OTF[ERW15E NOTED. 5.) ALL WALL5 5H0WN ON PLACEMENT PLAN ARE CON51DERED TO DE LOAD GEARING, UNLE55 OIHEFW15E NOTED. 6.) EY42 TRU55E5 MU5T GE IN5TALLED WITH THE TOP DEING UP. 7.) ALL ROOF TRU55 HANGERS TO DE 51MPSON HTU26 UNLE55 OTHERWI5E NOTED. ALL FLOOR TRU55 HAN6E95 TO DE 51MF5ON THA422 UNLE55 OTHERW15E NOTED, 6.) OEAMIHEADER/LINTEL (HOR) TO 0E FURNEHED DY GUILDER, SHOP DRAWING APPROVAL 1`11I5 LAYOUT 15 THE 50LE 5016E FOR FADRIGATION OF TR1,55E5 AND V0195 ALL PREVIOUS ARCHITECTURAL OR OTHER TRU55 LAYOUTS- REVIEW AND APPROVAL OF THI5 LAYOUT IvWJ5T 5E RECEIVED DEFORE ANY TKU55E5 WILL 6E DUILT, VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGE5 THAT WILL RE5ULT IN EXTRA CHAR6E5 TO YOU, f q-ud 96rat Dace w-a by: Deu- 6'jBuilders FirstSource Orlando PHONE: 407-651-2100 FAX 407-651-7111 Plant Gity PHONE: 613-754-5951 FAX 513-752-1532 Starlight Homes I, Tyson TH 8Unit A At ADDEE55: Lot 15-22 AWN 6Y: 4-5-23 TRick— , . Boise Cascade' Double BCI@ 45OO�~1.8 PASSE 1at F|oohF|oorJo|mte\FJI(i1553) (Floor Joist) DCDesign Engine Member Report Dry |1span |Nocant. |24^OC8|Repetitive | Glued &nailed March 15.202511:U7:13 Bui|dO548 Job name: File name: TTH1-9.mmd| Address: Description: 1st FhohF|oorJoists\FJ1(i1553) Cdy, State, Zip: Specifier: Customer: Designer: Code reports: ESR1836 Company: e� `»�s2-1 oz Total Horizontal Product Length =19-05-12 Reaction Summary (Down /Wp|ifU (lbs) Bearin2 Live Dead Snow Wind Roof Live Load Summery Live Dead Snow vwud Roof ocs Live View Fill) 2 FC3Floor Decking (Plan Un[Lin. (|b/ft) L 00f0-00 15~10-10 Top 38 10 n\a View Fill) 3 FC3Floor Decking (Plan Un[Lin. (|b/ft) L 16-00-06 19-05-12 Top 41 10 n\a View Fill) 4 FJ2(i1520) Conc. Pt. (lbs) L 15-10'10 15-10'10 Top 417 104 n\a Hole Summary H02 12-00-00 Pr L 12^ Circular Horizontal Controls Summa!j Value % Allowable Duration Case Location — End Reaction 1402|ba 59.4% 100Y6 1 18-05'12 End Shear 1382|ba 35.0% 100Y6 1 13{)3'00 Hole #1 Shear 390|bs 301% 100Y6 3 08-00'00 Hole #2Shear 320!bs 29,1% 100Y4 4 12-00-00 Total Load Deflection U094(0.332^) 34.6% n\a 1 10'00-00 Live Load Deflection U860(0.260'') 55.3% n\a 6 10-00'00 Max DaO. 0�332" 33.2% n\a 1 10'00-00 Span/Depth 144 Hole Location Valid mm|vw %*xvw Bearing Supports B2 VYa|KP|ote 2-3/8''x3'1/2" 1402 |bs 18.3% 59AY6 Unspecified Cautions Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection design. Please consult a technical representative or Professional Engineer for the design of the connection. All multiple member 16" BCI@ 4500s-1.8 applications with side load or unevenly distributed top load require filler blocks and fasteners. See Boise Cascade Technical Note IJ-1 3 for further information. Page 1of 9 mw�c�o�* ���Wb|� 16" ����W�45QO�~i.8 PASSEDJ 1ot F|oohF|omrJoista\FJ1(i1S53) (Floor Joist) BCDesign Engine Member Report Dry |1span |Nocant. |24^0CS|Repetitive | Glued &nailed March 15.2O2311:07:1J Bui|dO540 Job name: File name: TTH1-S.mmd| Address: Description: 1st F|oohFkmrJoistsV= 1(i1553) Chy, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Design meets Code minimum (L/24O) Total load deflection criteria. Design meets User specified <U4V0>Live load deflection criteria. Design meets arbitrary (1^)Maximum Total load deflection criteria, Design meets arbitrary (075^)Maximum live load deflection criteria. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member Design based unDry Service Condition. DCCALQ@analysis inbased onIBC 2O15. Cm|ou|eUono assume member iafully braced. 111M���� Use ofthe Boise Cascade Software is subject tothe terms nvthe End User License Agreement (euuV. Completeness and accuracy winput must »oreviewed and verified uya qualified engineer o,other appropriate expert massure its adequacy, prior m anyone relying onsuch output oo evidence o,suitability for aparticular application, The output here iobased on building oou=acceptou«eo|en properties and analysis methods. Installation mBoise Cascade engineered wood products must mam accordance with current Installation Guide and applicable building codes. To obtain Installation Guide v/ask questions, please call (pnn)ono'nroo before installation. BC CALcO,ecFxAmsR@.^Js=. xLuoIST@.mrRIM aoAnoTM.nCmu. emaEoLuLAwTM.ocFl"omame@. VERSA -LAW, VERSA -RIM PLUS@, 1�11E Boise Cascade D�yb1�16"����W�450O�~1� ^ [���==��{ 1stHoohT|oorJoiats\FJ2(i1526) (Floor Joist) BCDesign Engine Member Report Dry |1span |Nocant. |24rOCS|Repetitive | Glued &nailed March 15.2U2311:8713 Build 8540 Job name: File name: TTM1-9.mmd| Address: Description: 1o1F|oohF|uo,JoistsV= 2(i1520) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR1336 Company: B1 04-04-08 Total Horizontal Product Length =oo-04-0o IF :-E Reaction Summary (Down / Uplift) Ubs) Bearing Live Dead Snow Wind Roof Live G2.4^ 871/0 218/0 Load Summary m= Dead Snow vwnu Rom mcs Live 2 FJ5(i1533) Conc. Pt. (lbn) L 08-09-10 03-09-10 Top 648 162 n\a Controls Summary End Reaction 1089|bo 36.9% 100Y6 1 04-04'08 End Shear 1008|bo 27.6% 100^& 1 04-00'08 Total Load Deflection U999(0.000^) n\a n\a 1 01'09-18 Live Load Deflection U999 (0.005^) n\a n\a 2 01-09'18 Max DeO. 8.005" n\a n\a 1 01'09'10 Span /Depth 3.0 sm|m* %m|u~ Bearin2 Supports Dim. (LxW) Value Support Member Material Cautions Hanger |US3.5510requires (14)10dface nails, (2)1Odx1.5 joist nails. Distributed side -load and/or concentrated side loads exceeds allowable magnitude for connection design. Please consult o technical representative or Professional Engineer for the design of the connection. All multiple member 16" BCIO 4500s-1.8 applications with side load or unevenly distributed top load require filler blocks and fasteners. See Boise Cascade Technical Note IJ-1 3 for further information. VVob oUffenam (VVSb) are required depending upon actual reaotion, hanger type, orother web stiffener requirement at bearing(s)B1. Header for the hanger |US3.56/10isaDouble 10^|-joiat. Page 3of9 ��)Boise Cascade' �°=�"��~��° � . Double ��~U���@������-� �SSE 1stF|onhT|onrJo|mts\FJ2(i1526) (Floor Joist) BCDesign Engine Member Report Dry |1span |Nocant. |24^OCG|Repetitive | Glued &nailed March 15.2O2311:O7:13 Build 0548 Job name: File name: TTH1-9mmd| Address: Description: 1atFhor\FbmrJoiets\FJ2(i1520) City, State, Zip: Specifier: Customer: Designer: Code reports: ESF-1338 Company: Notes Design meets Code minimum (L/24 )Tntal load deflection criteria. Design meets User specified (U480)Live load deflection criteria. Design meets arbitrary (1^)Maximum Total load deflection criteria. Design meets arbitrary (OJ5^)Maximum live load deflection criteria. Hanger Manufacturer: Simpson Strong -Tie, Inc. Composite El value based on 7/8" thick OSB sheathing glued and nailed to member. Design based onDry Service Condition. BCCALC@analysis isbased onIBC 2015. Calculations assume member iofully braced. Use ofthe Boise Cascade Software m subject mthe terms urthe End User License Agreement <suLV. Completeness and accuracy of input must o*reviewed and verified oye qualified engineer o,other appropriate expert massure its adequacy, prior to anyone relying vnuuoxvutputao evidence v/suitability for aparticular application. The output here inbased un building uoaonv mguomA properties and analysis methods. Installation ofBoise Cascade engineered wood products must uoin accordance with current Installation Guide and applicable building codes. Tv obtain mx,unauon Guide or ask questions, please call (e00)232'0788 before installation, aCCALC@,acrmAMEw@.xJSTM. ALLxo|ar@.acRIM eVAeoTM.acxm. eo|aEoLuLAmTM.Bcnuowa|ue@. veus*,LAMm.VERSA-RIM PLua@. Boise Cascade' Single 16" l3C1@ 60OOs~1.8 1otF|oohF|omrJoists\FJ3(i1548) (Floor Joist) BCDesign Engine Member Report Dry |1span |Nocant. |24^0CS|Repetitive | Glued &nailed March 15.202311:O7:13 Build 8548 Job name: File name: TTH1'9.mmd| Address: Description: 1otF|our\FkmrJoiotsVFJ3(i1548) CKy, State, Zip: Specifier: Customer: Designer: CodE8R-1358 Cu NE 19-05-12 Total Horizontal Product Length =m*5-12 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live 82.2-3V8773/0 195/8 oz Load Summary Live Dead Snow wwnm Roof mcs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% View Fill) Hole Summa!y Descrietion Center Elevation Ref. Height Width Shape Orientation H02 12-00-00 8" L 12" Circular Horizontal Controls Summa!y Value % Allowable Duration Case Location End Reaction 874|bo 72.7% 100Y6 1 00'00'00 End Shear 954|bs 43.9% 100% 1 00-02-06 Hole #1Shear 303|bn 50.1% 100% 8 08'00'00 Hole #2Shear 838|bs 56.0% 100Y6 4 12'00'08 Total Load Deflection L/507(0�393^) 40.9% nt, 1 88'88-10 Live Load Deflection U734(0.314^) 05.4% n\a O 09-08-10 Max DoD. 0.383^ 39.3% n\m 1 08-08-10 Span/Depth 144 Hole Location Valid mAxv= %m/vw Bearing Supports B2 VVa|NP|ato 2-3@^x2-5/16^ 974 |bs 20.3% 72.7% Unspecified Design meets Code minimum V/240 Total load deflection criteria. Design meets User specified (U48O)Live load deflection criteria. Design meets arbitrary (1^)Maximum Total load deflection criteria. Design meets arbitrary (0J5^)Maximum live load deflection criteria. CompusUoBvo|vobaoedon7/8^thiokOGBahoathingq|u*dandnoi|edtomemhor Design based onDry Service Condition. 8OCALC@analysis isbased onIBC 2V15. Calculations assume member isfully braced. 1111M��� Use mthe Boise Cascade Software is subject mthe terms mthe End User License Agreement (euuV. Completeness and accuracy minput must uereviewed and verified oya qualified engineer o,other appropriate expert to assure no ao*nuacy, prior to anyone relying onsuch output eo evidence ufsuitability for oparticular application. The output here iobased on building code -accepted design properties and analysis methods. Installation ofBoise Cascade engineered wood products must oein accordance with uv,mnt Installation Guide and applicable building codes. To obtain Installation Guide orask nuonoonv, please call (uuo)zou-oroo before installation. aCoxLo@, BcrnAmERm.AJa=. ALLJVaT@.eoRIM BOARD TM.acmn. ao|aEeLuLAMTM.oCrlowwame@. venSA'LAM@.VERSA-RIM rLuS@. 1atF|oohT|oorJoists\FJ4(i1527)(Floor Joist) BC Design Engine Member Report Dry |2spans |Nocant. |24r0CS|Repetitive | Glued &nailed March 15.202311:0713 Bui|dO548 Job name: File name: TTH1-9mmd| Address: Description: 1stF|oohFlomrJoists\FJ4(i1527) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: I0 oz Total Horizontal Product Length =1*uo-1u 08-01-10 Ba Reaction Summary (Down / Uplift) (lbm) Bearing Live Dead Snow Wind Roof Live 82.3-1/2" 951/0 238/0 B3,2-3/8^ 302/78 58/8 Load Summary Live Dead svvw vmnu Roof ooa Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% View Fill) Hole Summary M02 14'00'00 O^ L 12^ Circular Horizontal Controls Summa!j Value % Allowable Duration Case Location Nog. Moment -1O00M-lbn 19.4% 100Y6 1 11-04-02 End Reaction 498|bu 373% 100Y4 2 00'00-00 /nt.Rnactinn 1189|ba 44.9% 100% 1 11-0402 End Shear 479|bs 22.0% 100% 2 00'02'05 Cont. Shear 641 |bo 29.5Y6 100Y6 1 11-02'08 Hole #1 Shear 320 |bo 54.0"& 100% 4 00'00'00 Hole #2Shear 200|bs 44.3% 100Y6 1 14-00-00 Total Load Deflection L/989(0.043^) n\a n\a 2 05'00'08 Live Load Deflection L/393(0.035'') n\a n\a 8 05-06'08 Total Neg. DeO. L/999 (-0.003'') n\a n\a 2 14'01'08 Max DeU. 0.043^ n\a n\a 2 05-06'08 Span /Depth 8.4 Hole Location Valid % Axmm mm|w* Bearing Supports Dim. (LxW) Value Sueport Member Material B2 VVa|NP|ma 3'1/2"x2-5/10^ 1189|be 16.8% 44.9% Unspecified B3 VYa|VP|ato 2-3/8^x2-5/18^ 858|bn 7.5% 20.0% Unspecified ig�IIE Boise Cascade Single 16" l3Cl@ 60OOs-1.81PASSED1 _._. 1st Floor\Floor Joists\FJ4(i1527) (Floor Joist) BC Design Engine Member Report Dry 12 spans ( No cant. 1 24" OCS I Repetitive I Glued & nailed March 15, 2023 11:07:13 Build 8548 Job name: File name: TTH1-9.mmdl Address: Description: 1st Floor\Floor Joists\FJ4(i1527) City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: Notes Design meets Code minimum (L(240) Total load deflection criteria. Design meets User specified (Ll480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Design meets arbitrary (0.75") Maximum live load deflection criteria. Composite El value based on 718" thick OSB sheathing glued and nailed to member Design based on Dry Service Condition. BC CALCO analysis is based on IBC 2015. Calculations assume member is fully braced. Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC@, BC FRAMER@ , AJSTM, ALLJOISTO , BC RIM BOARD TM, BCIO , BOISE GLULAMTA9, BC FloorValue@ , VERSA -LAM@, VERSA -RIM PLUS@ , Page 7 of 9 Single 16"��4�lA�60OOs~1.8 1otF|oohF|norJoistm\FJ5(|i539) (Floor Joist) BCDesign Engine Member Report Dry|1 span |Nocant, |24^OC8|Repetitive |Glued &nailed March 15.2O2J11:07:13 Build 8546 Job name: File name: TTM1-9.mmd| Address: Description: 1stFloohFkmrJoints\FJ5(i1539) City, State, Zip: Specifier: Customer: Designer: Code EGR-1336 W ',-1^-w Total Horizontal Product Length =1s11-04 au Reaction Summary (Down / Uplift) Ubs) Bearing Live Dead Snow Wind Roof Live B2.2-3/8" 687/0 159/0 Load Summary mm Dead Snow vwnu Roof Ocs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% View Fill) Hole Summa!y Description Center Elevation Ref. Height Width Shape Orientation H02 12-00-00 O^ L 12. Circular HmiznNa| Summa!y Value % Allowable Duration Case Location End Reaction 797|bs 53.5% 100% 1 00-00'00 End Shear 777|bn 35.7Y6 100Y6 1 00'03'06 Hole #1Shear 159lbm 262% 100% 2 08-00-00 Hole #2Shear 440|bs 72.8% 100% 4 12-00-00 Total Load Deflection U1021 (0184^) 23.5% n\a 1 07-11-04 Live Load Deflection U1277(0147) 37�0% n\a 0 07'11-04 Max Deft. 0184r 10.4% n\a 1 07-11-04 Span /Depth 117 Hole Location Valid mm/ow %m|mw Bearing Supports Dim. (LxW) Value Sueeort Member Material " Design meets Code minimum (L/24 ) Total load deflection criteria. Design meets User specified (L/48O) Live load deflection criteria. Design meets arbitrary (1^)Maximum Total load deflection criteria. Design meets arbitrary (UJ5^)Maximum live load deflection criteria. CompnsitoBvm|uobaaodon7/8^1hickO88shomthinqg|uodondnei|ndVumember Design based onDry Service Condition. 8C CALC@ana|y*is in based on IBC 2015. Ca|ov|e§ono assume member isfully braced. Use mthe Boise Cascade Software m subject mthe terms cvthe End User License Agreement (EuLA). Completeness u accuracy of input must ^nreviewed and verified uya qualified engineer o,other appropriate expert massure its adequacy, prior m anyone relying "nsuch output ao evidence wsuitability for aparticular application. The output here iobased on building code -accepted design properties and analysis methods. Installation o,Boise Cascade engineered wood products must u°in accordance with current Installation Guide and applicable building codes. Tu obtain Installation Guide orask quvannno, please call (onn)2ao'oroo before installation. ancALo@,aC FnAmsmm.^uSTM. ALLJVsT@.ecRIM eoAno=.acmn. emeeGLuLAm=.00p|ouwm|uem. vsnox-LxMm.VERSA-RIM pLumm. eu�c�o�* ��� Single 16" l3Cl@ 60OQs~1.8 1st RoohF|qorJoimty\FJ6(i1555) (Floor Joist) BCDesign Engine Member Report Dry |1span |Nocant. |24^0C8|Repetitive | Glued &nailed March 15.3O2311:O7:13 Build 8540 Job name: File name: TTH1'9.mmd| xgdneaa: Description: 1atF|ouhFkmrJoiutsV= 0(i1555) City, State, Zip: Specifier: Customer: Designer: Code reports: EGR1338 Company: B1 03-»8-14 Total Horizontal Product Length = 03-08-14 wm Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B2.2-3/8^ 58/0 15/0 Load Summary Live Dead Snow vwnu Rom ocs Live TaQ Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% View Fill) Controls Summary Value % Allowable Duration Case Location End Reaction 73|be 54% 100'$ 1 03-08'14 End Shear 05|bs 3.0% 100"& 1 00'03'08 Total Load Deflection U999(0.001^) n\a n\a 1 01-11-00 Live Load Deflection L/999(0.001^) n\a n\a 2 01'11-00 MaxDeO. 0{011, n\a n\a 1 01-11-00 Span /Depth 2.5 m/x|v~ Bearin2 Supports Dim. (LxW) Value Su[!12ort %po|mw Member Material B2 VVe|NP|ato 2-3/8^x2-5/10^ 73|bs 1�5% 5.4% Unspecified Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (U480)Live load deflection criteria. Disclosure Design meets arbitrary (1^)Maximum Total load deflection criteria. Use mthe Boise Cascade Software iv � Design ma�aorbiomry(075^)��aximum|ivo|oa�doOoc«ionohVaria ~ subject mme�nnsmmeEnd User � License ^ememont(euu), CnmpouitoE|va|u*basedon7/O''thiokO8Boheathingq|uedandnoi|ad0omembor. Completeness and accuracy ofinput Design based onDry Service Condition. must u*reviewed and verified bya BCCALC@yanalysis isbased onIBC 2015. qualified engineer o,other appropriate Ca|nu|aUonsassume member iafvUybmoed. expert massure its au"nueoy prior to 'ao anyone ,r|ymoonsuch output evidence msuitability for mparticular application. The output here isbased on building o opteuu=oion properties and analysis methods. Installation mBoise Cascade engineered wood products must m,m accordance with current Installation Guide and applicable building codes, Tn obtain Installation Guide urask q"osuvna, please call (ono)2a2-orga before installation. 000ALo@, BcrnAMsmm.vua=. AuJmamy.ecRIM BOARD `~. eo|@. aOmseLuLxmTM. Bor|vnwemem. vsRex'LAM@.VERSA-RIM PLumm. Page Sof9