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Home My WebLink About20-204 J Q �' �t1100 City of Zephyrhills PERMIT NUMBER � . ... 5335 Eighth Street Zephyrhills, FL 33542 BAC-000204-2020 Phone: (813)780-0020 Fax: (813)780-0021 Issue Date: 02/16/2021 Permit Type: Add/Alter (Commercial) Property Number Street Address 35 25 21 0130 00000 0140 7910 Gall Blvd Owner Information Permit Information Contractor Information Name: SF ZEPHYR COMMONS LP Permit Type:Add/Alter(Commercial) Contractor: JFB CONSTRUCTION& Class of Work:Add/Alter Commercial DEVELOPMENT Address: 400 Clematis St STE 201 Building Valuation:$571,500.00 WEST PALMBEACH,FL Electrical Valuation:$141,000.00 Phone: ?Ns 14242-T22D40 Mechanical Valuation:$82,500.00 Plumbing Valuation:$185,000.00 Total Valuation:$980,000.00 Total Fees:$12,191.69 ! � Amount Paid:$12,191.69 Date Paid:2/16/2021 9:31:48AM Project Description RENOVATIONS INTERIOR IMPROVEMENTS PLANET FITNESS Application Fees Mechanical Permit Fee $518.70 Fire Inspection Fee $525.02 Electrical Permit Fee $1,111.50 Plumbing Plan Review Fee $370.50 Fire Plan Review Fee $551.67 Plumbing Permit Fee $741.00 Building Plan Review Fee $2,519.40 Electrical Plan Review Fee $555.75 Mechanical Plan Review Fee $259.35 Building Permit Fee $5,038.80 REINSPECTION FEES: (c)With respect to Reinspection fees will comply with Florida Statute 553.80(2)(c)the local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or first reinspection,whichever is greater,for each subsequent reinspection. Notice: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permit required from other governmental entities such as water management, state agencies or federal agencies. "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your property. If you intend to obtain financing,consult with your lender or an attorney before recording your notice of commencement." Complete Plans,Specifications add fee Must Accompany Application.All work shall be performed in accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O. NO OCCUPANCY BEFORE C.O. CONTRACTOR SIGNATURE PE IT OFFICE PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER INVOICE1111 . • ' CITY OF BILLING CONTACT JOSEPH BASILE i JFB CONSTRUCTION & DEVELOPMENT 555 HYPOLUXO RD#B LANTANA, FL 33462 INVOICE NUMBER INVOICE DATE INVOICE DUE DATE INVOICE STATUS INVOICE DESCRIPTION INV-00002622 02/10/2021 02/10/2021 Due NONE REFERENCE NUMBER FEE NAME TOTAL BAC-000204-2020 Building Permit Fee $5,038.80 Building Plan Review Fee $2,519.40 Electrical Permit Fee $1,111.50 Electrical Plan Review Fee $555.75 Fire Inspection Fee $525.02 Fire Plan Review Fee $551.67 Mechanical Permit Fee $518.70 Mechanical Plan Review Fee $259.35 Plumbing Permit Fee $741.00 Plumbing Plan Review Fee $370.50 7910 all Blvd Zephyrhills, FL 33542 SUB TOTAL $12,191.69 REMITTANCE INFORMATION TOTAL $12,191.69 City of Zephyrhills 5335 8th Street Zephyrhills, FL 33542 February 10,2021 5335 8th Street,Zephyrhills,FL 33542 Page 1 of 1 Square Feet Dollar Amount Valuation Building Electric Plumbing Mechanical Radon Connection Fees: Sewer J �? l l dy �`7 ��C-� S 16`C� (S-F<7r-.A� Water Meter School Impact Fee: f�° 1T 17- 15 ��15F4C Transportation Impact,Fee: ^ r I aiif(-99 C 15 '�ffax- e13780-000 City of Zephyrhllls Permit Application FaX•e13-780-6021 Building'Daparimont Date Received Phone Contact for PormitUng f traaieaaaa =..s,r. <x :...:r YtA141tia Owners Nome SF Zephyr Commons LLP OwnarPhono Number 661-57M700 Owners Address 400 Cfematls St.Ste 201 W Palm Beach FL 334D1 Owner Phone Number Foe Simple TittehoiderName — I OwnerPhione Number I #t Fee Simple Titleholder Addrear i I JOB ADDRESS 7910 Gag Boulevard LOTA 14 i t SUBDIVISION Zephyrdommani Phase i PARCEL tD# 96 26-21 019g-000110fitd0 108TAIRED FROM PROPERTY TAX U07IM1 WORKPROP.OSED NEWCONSTR ADD/ALT r-x-1 SIGN Q DEMOLISH e INSTALL REPAIR PROPOSEDUSE SFR 0 COMM OTHER TYPE OF CONSTRUCTION 0 BLOCK Q FRAME r--j STEEL Q Tenant Improvement Wllh tanning&massage eeqqu preset,wo out areas,lockers,bathrooms,showers& DESCRIPTION OF WORK aSSOO.Mechanical FJectrical Plumbin •h.'1R retrsJn eteclrfc$YCdtersENlCe nevi as SEtVICE BUILDING*ZE 18,386 ^� Sp FOOTAGE 18,386 HEIGHT &�-3' �r.'s->Irtrtc'rr.'t+r+c�r'azcs __ -t-c1='r3 R'tslrs�r�rx-t'+['Ci`tC +s it'f'�t ®BUILDING S 571,500 I VALUATION OF TOTAL.CONSTRUCTION (total$980,000) CEELECTRICAL S 141,000 AMP SERVICE Q PROGRESS ENERGY © W.R.EC, 406A 48Dt277v OPLUMBINO $ 82,5D� ®MECHANICAL $ 185,00D VALUATION OF MECHAWICAL INSTALLATION QGAS ROOFING [-1 SPECIALTY= OTHER FINISHED FLOOR ELEVATIONS FLOOOZONEAREA [DYES NO I FEMAZONE X- BUILDER ' COMPANY-/�y s it JFB consW Development& pmsntinc SIGNATURE / GSTERM I Y/N F EE CURRER Y i N A rase B Hyp uxo Rd Lap na-FL 33462 T� Llcenso A �G016?2607 ELECTRICIAN COMPANY Oubar Electric Inc SIGNATURE REGISTERED 1. YIN FEECURREN Y/N Address 8731 G e o n BeachF 3 umnso it LL013004050 PLOM13ER . COMPANY JM Gibson Mechanical Inc SIGNATURE - REGISTERED I .YIN .FEE CURREli Y/N Address 024 S arob I .n- F-3d460 License I CFC1427277�� MECHANtCAL COMPANY Atr Handlers of the Palm Beaches Inc SIGNATURE REGISTEM I YIN FEE CURREII YIN Address 6;ndy'P2enna6 Road 5 Jupiter FL 33468 L IcoRse# CA018t5997 OTFIER COMPANY SIGNATURE REGISTERED YIN FEECURMI LY±N Address Licensa fl F _ wax a Virg aaFFaTtaZWNirsCi,fIIFTN'sittIliaE Iry Hamxaorifvx Wit xrto a:k*iti,TFYIIt>t242irl RESIDENTIAL Allaah(2)Piol Plans,(2)ants of Building Player,(1),set of EnorgyForms;R-O-W Permit for new construction, Minimum tan(10)wmkin0(lays alersubmit(a(deto.Required onsile,Construction Plans,StonmvatorPtms w1 SBl Fence insiatted. Serdtmy Facilities&t dampslor,Silo Work Permit for subdIvUnnslaM0 projects COMMERCIAL -Attach(2)complete sets of Building Plans,lilus a Life Safety Pape;(1)set of Eneigy Forms.RwO-W Permit for new consWcUan. Minimum tan(10)working days after submittal date.Required onstlo.Cakt_strucUon Plans,Slormwaler Pions ad Sill Fence installed. Sanitary Facf8lles&1 dumpster.Silo Work Permit for all Raw piolocti.At commercial requirements must most compliance SIGN PERMIT Attach(2)sets of Engineemd Plolty. —PROPERTY SURVEY required rat all NEW construction. Directions: FBI out application completely. Owner&Contractor sign hack of epplicsllon,notarized If over¢260(li a Notion of Commencement Is required.(AIC upgrades over$7500) " Agent(forihe contraclor)or Potar of ADomoy(kr llto owner)vioutd be sorneane with notarized letter from ownersutliorfAn0 same OVER THE COUNTER PERMITTING (copy or contract inquired) Reroofs if shin©los Sewers Samce Upgrades,AFC Fences(Plal/Skmrey/Foolege) Driveways-lci over Counter IT on pubiicroadways..needs ROW i F ZEPHYRHILLS FIRE DEPARTMENT 38410 6th Ave Zephyrhills, FL 33542 FIRE SERVICE USER FEES increase 1/1/2018 Occupancy.No.: 3 IL/ Plan Nm: Contractor: Business'Nalne: LA Mrs r o T—j,4Le55 Billing Address: Business Address: q t d &A L__. _ •�� Business,Phone,No — Billing.-Phone No.: Business Fax No.: Billing Fax No.: Contact: Contact: PLAN REVIEW FEES INSPECTION FEES PERMIT FEE .Annual- Education,healthcare,De tention&Correctional Public Assembly,Business, schools, Storage,Mercantile and Churches :Site Plan N/C Industrial. no.charge Sprinkler $50 '.Multi-Family/Commercial 03 sf up to 800 sq ft $ 24.00- Standpipes $50 (Minimum Charge$24.00 801.-1,500 sq ft $ 34.52 Fire Pump $50 S [ Plan Revisions DBL. 1,501 2,500 sq ft $ 60.02 Hoods $50 2,501-3,500 sq ft $ 90.02 Fire Alarm $50 SPRINKLER SYSTEMS 3,501-5,000 sq ft _$,4-127:52 _ LP Gas $50 0-25-Heads $50. . 5,501-7,500 sq ft 8 $_ _187.52 7Natural Gas $50;26.plus?Heads $100 7,501-10.'000 sq ft v $ 262.52 Fuel Tanks- pertank $50 .STANDPIPE SYSTEM 10,001-15,000 sq ft $ 375.02 Sparklers $100 ®'Per Riser $50 ,15,001-20,000 sq ft $ 525.02 Fire-Works $500 FIRE PUMP 20,001-30,000 sq ft $ 750.02 Camp Fire(recreation• $25 Per.Pump $100 30,001-40,000 sq ft $ 1,050.02 Controlled Bum(15da: $100 FIRE ALARM SYSTEM 40,001-60,000 sq ft $ 1,500.02 Hood/Duct $50 0-25-Devices $50 80,001-80,000 sq ft $ 2,100.02 Place of Assembly $50 Annual 80,001-($2,100.02)per 26,plus;Devices $100 . 'ea add 1.000sq ft $ 0.06 Fire Protection $25 SUPPRESSION SYSTEMS. ?'-;(Businese-dlosed vntii Flammable Application $50 Annual Wet $50 `:violations corrected) Waste Tire Storage $50 Annual Dry $50 ";SPRINKLER SYSTEMS Generator<KW $100 CO2 $50. ;-Hydro Undergrounds $45 Generator>30 KW $100 Other $50BfAcceptance iHydrostatic Test $65 per system Bio-Hazard Waste $100 Annual KITCHEN.EXHAUST -Test $45 persystem Fumigation Tenting $50 Hood/Ducts $50 Hydrant'Flow $75 Torch-Pot/Applied $50 .OTHER Haz.Materials $50 Annual LP Installatlon pertank '$50 FIRE ALARM SYSTEM Fuel Tank Installation $50.` :' rSystem•,cceptance $50 (PerTank) $50'8 Recall Acceptance $50 Natural Gas Installation $50 OTHER (Per°Syst'eh) ' aIhre Wall/Smoke Wall $15 per wall Spray,Booth $50 LP Gas $25 per tank rNatural Gas. $25 per system Tent 10'x10'or greater $15 per tent :Fire Pump $45 'Fire Suppression $30 System Acceptance `Exhaust Hood/Duct $30 RRe-Inspection DBL (other than annual) Inspection scheduled DBL and cancelled less than 24 hours Construction Insp. N/C Emergency Vehicle Acce $50 PLAN&TOTAL �fS �7 INSPECTION TOTAL PERMIT TOTAL= GRAND TOTAL O7(o Cq Comments: Date: 3 a ,Inspector: see.back nlh 4t5-:1Ca:..,:1.a'•Q'7'SIS'v'r�C�' •.7;5•e.;.-sa�ngnxnw:'7Xne.m+x..rm-.r. w:rvr�nw..xxwsacvx...�rnwa•eon,a++,...-w.n.•++woo.nw...<...... .................-.......�...-...•. Jacqueline Boges From: Jacqueline Boges Sent: Tuesday,June 23, 2020 9:19 AM To: 'Tim Goheen' Subject: RE: receipt plans 7910 gall blvd (Planet Fitness-Tenant Improvement) Hello tim We have completed our review. no comments. In order for me to complete the permitting status I need the subs for this job to register(only if they had not). Thank you s 0, s ' Jackie Boges `l'- 813-780-0020 ext 3513 "A rule I have had for years is:to treat the Lord Jesus Christ as a personal friend. His is not a creed,a mere doctrine,but it is He Himself we have."Dwight L. Moody Florida has a very broad public records law. Electronic communications regarding most City of Zephyrhills business are public records and available upon request. Your e-mail communications may therefore be subject to public disclosure. If you received this message in error, please do not read, forward, copy, etc. and delete immediately. From:Tim Goheen<tim@dkmullin.com> Sent: Monday,June 22, 20201:44 PM To:Jacqueline Boges<jboges@ci.zephyrhilis.fl.us> Subject: Re: receipt plans 7910 gall blvd (Planet Fitness-Tenant Improvement) EXTERNAL EMAIL Hi Jacki, JFB construction told me they registered by June 8th and reached out to you.They told me the review was proceeding. Could you please confirm that you have everything you need for the review to be completed? Could you please confirm the status of the review and when we can anticipate completion of Rnd1 review? Best Regards, Tim Goheen Associate Project Manager DKMullin ARCHITECTS i 517 South Main Street Moscow, ID 83843 tim@dkmullin.com 208.892.8433 p 208.892.8533 f www.dkmullin.com On 5/7/2020 9:54 AM,Jacqueline Boges wrote: Hello Tim I have received the plans for 7910 gall blvd but unfortunately we cannot place in for review because the general contractor is not a register contractor in our jurisdiction all plans submitted must have a registered contractor on the application before we can process. If you could have the contractor register than we will place the plans in for review we have up to 30 days for plan review. Jackie Boges 813-780-0020 ext 3513 "A rule I have had for years is:to treat the Lord Jesus Christ as a personal friend. His is not a creed,a mere doctrine, but it is He Himself we have."Dwight L. Moody Florida has a very broad public records law. Electronic communications regarding most City of Zephyrhills business are public records and available upon request. Your e-mail communications may therefore be subject to public disclosure. If you received this message in error, please do not read, forward, copy, etc. and delete immediately. 2 Jacqueline Boges From: Jacqueline Boges Sent: Tuesday,June 23, 2020 9:19 AM To: 'Tim Goheen' Subject: RE: receipt plans 7910 gall blvd (Planet Fitness -Tenant Improvement) Hello tim We have completed our review. no comments. In order for me to complete the permitting status I need the subs for this job to register( only if they had not). Thank you i Jackie Boges 813-780-0020 ext3513 "A rule I have had for years is:to treat the Lord Jesus Christ as a personal friend. His is not a creed,a mere doctrine, but it is He Himself we have."Dwight L. Moody Florida has a very broad public records law. Electronic communications regarding most City of Zephyrhills business are public records and available upon request. Your e-mail communications may therefore be subject to public disclosure. If you received this message in error, please do not read, forward, copy, etc. and delete immediately. From:Tim Goheen<tim@dkmullin.com> Sent: Monday,June 22,20201:44 PM To:Jacqueline Boges<jboges@ci.zephyrhills.fl.us> Subject: Re: receipt plans 7910 gall blvd (Planet Fitness-Tenant Improvement) EXTERNAL EMAIL Hi Jacki, JFB construction told me they registered by June 8th and reached out to you.They told me the review was proceeding. Could you please confirm that you have everything you need for the review to be completed? Could you please confirm the status of the review and when we can anticipate completion of Rnd1 review? Best Regards, Tim Goheen Associate Project Manager DKMullin ARCHITECTS 1 4 813 780-0020 City of Zephyrhills Permit Application Fax-s13-7tw-0o21 Building Department NOTICE OF OEM RESTRICTIONS:The undersigned understands that this permit may be subject to'ftL"resirictions'which may be more restrictive than County regulations.The undersigned assumes resporsIblstyfor compliance With any applicable deed restricgons. UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES:Iffhe otvnerhas lured it contractor or con radom to undertake work,they may be required to be licensed in accordance with state and Iep!regulations.If the contractor Is not licensed as required by law,both the ewer and contractor may be piled for a n&Aemeanor violation under stale law.8the owner or Intended contractor are uncertain as to what GcerrWrig requirements may apply for the Intended anrk,they are advised to contact ftte Pasco County Building Inspection Divlston—Licensing section at 727-847-SWO. Furthermore,if the mvner has hired a contractor oreontractars,he is advised to have the contractors)sign portions of the"contractor Block"of this application for which they YA be responsible.If you.as the owner sign as the contractor,that may be an Indication that he s not property licensed and is not entitled to permtiing privileges In Pasco County. TRANSPORTATION IMPACTIUTILITIES 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 wdsting buildings,or expansion of exisdng buildIMA as specified In Pasco County Ordinance number 89-07 and 90-07,as amended.Tha undersigned also understands,that such fees,as may be due.will be Identified at the fume of permitting.It is fudl>er tutdostood that7mansportailan Impact Fees and Resource Recovery Foss must be meld prior to recahryng a'ear88eate,of occupancy*or final power release.If the project does not Inydvo a certificate of occupancy or final power release,the fees must be paid prior to permit issuance.Furthermore,If Pasco County WateRSewer Impact fees are due,they must be paid prior to permit issuance in accordance with applicable Pasco county ordinances. CONSTRUCTION LIEN LAW(Chaptarlri3,Florida Statutas,as amended):If valuetim of work Is$2.M.00 or more,i certify that I,the applicant, have been provided with a copy orthe'Flodda Construction Lien Law—Homeowners Protection Gulder prepared by the Florida Department of Agricukuroand ComumarAll0a8.If the applicant Is somaone other than the'mtina{,I certify that I have obtained a copy of the above described document and promise In goad faith to deliver it to the"armor°prior to commencemanl. CONTRACTOWSfOWNER'S AFFIDAVIT:I certify that all the Information in this application Is accurate and that all work vA9 be done In compliance VAlh all applicable leas reguie tug construction,zoning and land development.Application Is hereby made to obtain a pomdt to do work and Instailadw as Weaned.i cor8fy that no wads orInstallation has commenced prior to issuance of a permit and that all work will be pa to meet standards of all lays ragulatingconstruction,County and City coda3,zoning reputations,and land davefopmAnt rogufatlons in 0ha jurisdiction.I also certi,yfhat I understand that the regulations of other government agencies may apply to the Intended work,and that It ld my responsibility to Identify what actions I must fake to be in compliance.Such agencies include but era not limited to; Department of Environmental Protection-Cypress Bayheads,Wetland Areas and Environmentally Sensitive Lands,WaterlWastewater Treatment- Southwest Florida Water Management District-Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses. Army Corps of Engineers-Seawalls,Docks,Navigable Waterways, Department of Health & Rehabilitative ServiCeslEnvironmental Health Unit-Wells, Wastewater Treatment, Septic Tanks, US Environmental Protection Agency-Asbestos abatement Federal Aviation Authority-Runways. I understand that the fdkWng resbictiorsc apply to the use of fill; Use of fill is not allowed in Flood Zone'V unless expressly permitted. 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 enginmr 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 fell the area within the stem viall. if fill material is to be used in any area, f 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(i) acre which are elevated by fell,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 afLda,4t prior to cornmenoing construction.I understand that a separate permit may be required for electrical work,plumbing,signs,wells,pools,air candfo i ng,gas,or curer irutalallms not specifically,included in the application.A permit Issued shall be construed to be a license to proceed vith the work and not as authority to violate.cancel,after.or set aside any provisions of the technical codes,nor shag Issuance or a permit prevent the BuMmg O tidal from thereafter requiring a waoction of errors In plans,construction or violations of any codes.Every permit issued share become invaid unless the work sAorU:ed by suds permit Is corwaxed vvithkm six moths of peril Issuance,or if work authorized by the permit Is suspended or abandoned for a period of six(6)months after the line the work is commenced An extension may be requested,N writing.from the Building Official for a period rot to exceed ninety(90)days and will dernonshale jusUeabte cause for the extension,if work ceases for ninety(90)carts-I-days,the job is considered abandoned. WARNING TO OWNER:YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWIC£FOR IMPROVEMENTS TO YOUR PROPERTY.IF YOU INTEND TO OBTAIN FINANCING,CONSULT FLORIDA.IURAT(FS.ti_0 � OWNER OR AGENT // CONTRACT 4 d pvuo (craffrmed)b me this Subsoil err to ore me Is WhoWerem tjnaAvkrrkr+ lomaorhasfhavepmduced Who aropos yknmnlromeorhasihavepro uced as idenErcallom as Identification, Notary Public r� �( Notary Public CommissfRn NNo. NA MG o Notary eel,prided or stamped Nar a of No type,printed or slampe �qYa' ELIZABETHNAStlTI ':r�~r EMILYA.WSIP-L ; ?� MY COMMISSION#GG 932233 MY CdMM1SSlON fb0 239709 ," EXPIRES:February 28,2024 °�`� TIRF.3:Aiovftmber 18,2D2a °g ,c BondedTtvuNaWyPubiioUridtstttNetY •BondedThruNr+WYt�lt6{1ctJndoCwltMre f Bldg Dept From: Arta Impliazzo, <arta@jfbconstruction.net> Sent: Wednesday,June 3, 2020 3:23 PIVI To: Bldg Dept Subject: Joseph Basile/JFB Construction & Development Inc Attachments: image�_2020060315121 1.pdf Follow Up Flag: Follow up Flag Status: Flagged D EXTERNAL EMAIL Good afternoon Attached are your requirements to register JFB Construction & Development Inc. with the City of Zephyrhills Building Department. Our address is 555 Hypoluxo Road #B, Lantana FL 33462. Our office phone number is 561.582.9840 extension 1, our fax number is 561,582.6823. Please confirm when we are registered. Thanking you in advance. Respectfully J JFB f -Arta llnyttiazzo IFB Construction & Development, Inc. 555 Hypoluxo Road #B Lantana, FL 33462 Office: 561.582.9840 x 1 Fax: 561.582.6823 Cell: 954.708.9236 Email: arta Offbconstruction.net . . Jacqueline Boges From: Jacqueline Boge Sent: Thursday, May 7, 2O2O12:S5PK4 To: ^bnn@dkxluUin.conn' Subject: receipt plans 7910gall blvd Hello Tim I have received the plans for 7910 gall blvd but unfortunately we cannot place in for review because the general contractor is not o register contractor in our jurisdiction all plans submitted must have a registered contractor on the application before xve can process. If you could have the contractor register than we will place the plans in for review we have up to 30 days for plan review. ' Jackie Boges 813'780-0020ext3513 "A rule I have had for years is:to treat the Lord Jesus Christ as a personal friend.His is not a creed,a mere doctrine, but it is He Himself wmhave.^Dwight LMoody Florida has a very broad public records law. Electronic communications regarding most City of Zgphyrhills business are public records and available upon request' Your e-mail communications may therefore be subject to public disclosure' If you received this message in error, please do not read, forward, copy, etc' and delete immediately. 1 DKIVIufflnARCHITECTS ARCHITECTURE I INTERIORS I-PLANNING 517 S.Main Street T 208.892.8433 Moscow,tD 83843 F 208.892.8533 USA TRANSMITTAL TO: City of Zephyrhills DATE- 4/28/2020 Building Department 5335 8th ST VIA: OUPS MFEDEX OU.S.MAIL Zephyrhills, FL 33542 MmEssENGER CHAND DELIVERED FAX NO. ATTENTION: Available Permit/Plan Check Staff THERE ARE_PAGES INCLUDING THIS COVER PAGE PROJECT: Planet Fitness Tenant Improvement JOB NUMBER: 19 12 05 7910 Gall Blvd., Zephyrhills, FL 33541 NUMBER OF COPIES SHEET NO.I DESCRIPTION DATED 2 Full wet s/s TI plan set, 42"x30" ARCH+ST+MEP 4/15/2 2 wet s/s IECC calcs 4/9/20 2 wet s/s Structural CaIcs 3/27/20 1 copy of Permit Application w/notarized signatures 4/16/20 REMARKS Please call or email with any questions. My contact information is circled below. DISTRIBUTION Please call and verify receipt(208.892-8433 FILE By Tim Goheen 4111) FB CONSTRUCTION &DEVELOPMENT 3urie 3, 2020 City of Zephyrh ills-Building Department 5335 8th Street Zephyrhills FL 33542 I, 3oseph Basile, Qualifier and Owner of 3FB Construction & Development authorize the following to sign and/or pick up permits on my behalf: Stephen Bastien Robert Hagerty Ph,- ile, C 1522 7 Sworn and subscribed before me this 3rd day of June 2020. Arta Impliazzo Notary Notary Public State of Florida A116 Implia7zo My Commission GG 024215 ro EXpire.1 0/2 112 020 555 Hypoluxo Rd.,Suite B,Lantana,FL 33462 Office 561-582-9840 Fax 561-582-6823 JFBCONS-01 CERTIFICATE OF LIABILITY INSURANCE OAT61312020fI^n 6«rzoao THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED ► REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED,the polloy(les)must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder In lieu of such andorsemnn s. PRODUCER RE- CT Suzanne Nelson CAL Risk Management i��E,c. 861 868-6291 F�No:661 427-8730 23 Egenfuskes Street Suite 102 .Sneison@callic.com Jupiter,FL 33477 INSURERISI AFFORDING COVERAGE NAIC i INSURER A.Peleus Insurance Company INSURED w B:Owners Insurance Company 32700 JFS Construction&Development Inc. INsuRm C:Insurance Comimny of the West -27847 656 Hypoluxo Road Suite B INS D: Lantana,FL 33462 1 INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. tNSRATR; TYPE OF INSURANCE ADOL SUB POLICY NUMBER POLICY EFF POLICY ow LRARS A X COMMERc1AL0ENERALLIABILITY ? EACHOCCURRENCE 1,000,000 OCCUR100,00CWMS-MADE 11112120191111i2C2020DAMAGEOEND s i ! �ME—D EXP fArn one person) 6,60 I I PERSONAL&AOV INJURY $ 1,000,000 GEN'LAGGREGATEUMITAPPLIE.,^^PER: _GENERAL AGGREGATE 200001000 POLICY�X j J LOC PRODUCTS-COMPQPAGG 2,000,000 OTHER:$5,000,000 Cap ' g I i COMBINED SINGLE LIMn ? 1,000,000 000 ^AOTOMOBILE LIABILITY I # PE0_a r i X;ANYAUTO ( 15204MSDO 1 1111212019:11h212020 tE BODILY INJURY(Per terser OWNED s SCHEDULED i 1 s i AUTOS ONLY AUTOS I 'BODILY INJURYPar GwId HMRE� - N Y V I P OPERdY AMAGE AUTOS ONLY A j acd ent PIP = 10,000 A UMBRELLALuw X OCCUR FACHOCCURRENCE 2,00O,000 X I EXCESS LAB CLAIMS-MADE' XS173913 1111212019 11/1212020 $ 2,000,000 DED I RETENTION$ 0 C WORKERS COMPENSATION �( ER dTH- ' AND EMPLOYERS 1191Y ANpY�PROPRIETORIPARTNER/EXECUTIVE Y-, : L604400601 11f12f2019(111121Z020 E.L.EACH ACCIDENT 1,000,000 I Afitietory In NW)IXCLUDED7 L_l NIA: ilfyyCes,desGibeunder I E.L.DIS E-EAEMPLOYE 1,000,000 DESCRIPTt OF E S be t E.L.DISEASE-POLICY LIMIT S 1,000,000 s I DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES Insured 101,Additlmd Remarks Sftdulo may be attatdsed If more space Is mqulmd) The certificate holder Is Included as additional insured for ongoing operations&completed operations on the general liability per forms CG2010 0413& CG203T 0413 and an additional Insured on the Auto Liability when required by written contract General Liability Is primary and non-contributory when required by written contract Waiver of subrogation applies to general liability,auto liability and workers compensation when required by written contract. Excess Liability extends over general liability,auto liability and employer's liability.Cancellation per policy terms and conditions. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE CI ofYe h rhllis—Building Dept THE EXPIRATION DATE THEREOF, NOTICE WILL. BE DIEWERED IN City p y g P ACCORDANCE WITH THE:POLICY PROVISIONS. 6336 8th Street Zephyrhilis,FL 33542 AUTHORIZED REPRESENTATIVE ACORD 25(2016103) 01988-2016 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD COMcheck Software Version 4.1.1.0 Interior Lighting Compliance Certificate Project Information Energy Code: 2017 Florida Building Code, Energy Conservation Project Title: Planet Fitness-Zephyrhills,FL Project Type: Alteration Construction Site: Owner/Agent: Designer/Contractor: 7910 Gall Blvd. Dave Saarem Zephyrhills, FL 33541 2188 Alfred Way Carson City, NV 89703 775-772-9846 dave@saaremengineering.com Allowed Interior Lighting Power A B C D Area Category Floor Area Allowed Allowed Watts (ft2) Watts/ft2 (B X C) 1-Gymnasium/Fitness Center:Exercise Area 18386 0.72 13238 Total Allowed Watts= 13238 Proposed Interior Lighting Power A B C D E Fixture ID: Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. HISS AD Gymnasium/Fitness Center:Exercise Area(18386 sa , .�ft High Bay:A and Al:Other: 1 29 90 2610 P 9 ®� ,. "aC�619��;, 1 2 13 26 B LED Graphic Lighter:B:Other: � � � MISSION:C:Other:Electronic: ` a s_ 1 1 30 30 OVAL LIT MIRROR:D:Other: o No 82890 ; ` 1 6 26 156 F 6"RECESSED:F:Other: 1 100 12 1170 G 6"RECESSED:G:Other: e STATE Q� o C 1 99 12 1158 H 6"RECESSED:H:Other: i 0 ;U 1 21 27 567 MODA TAPE LIGHTS:I:Other: �'' �••:�40h9® •��, �` 1 97 3 330 2x2 RECESSED:J:Other: .� ' c�� ----- 1 2 40 80 2x4 RECESSED:K:Other: 1e®a � 1 6 50 300 LED Wall Sconce:M1:Other: �� I 1 2 9 18 LED Wall Sconce:M2:Other: /j 1 2 9 18 LED Wall Sconce:M3:Other: 1 11 9 99 Total Proposed Watts= 6562 LightingInterior PASSES Interior Lighting Compliance Statement Compliance Statement: The proposed interior lighting alteration project represented in this document is consistent with the building plans,specifications, and other calculations submitted with this permit application.The proposed interior lighting systems have been designed to meet the 2017 Florida Building Code, Energy Conservation requirements in COMcheck Version 4.1.1.0 and to comply with any applicable mandatory requirements listed in'the Inspection Checklist. Project Title: Planet Fitness-Zephyrhills, FL Report date: 04/09/20 Data filename: C:\Users\msaarem\Dropbox\ProductionL2020.013 Planet Fitness-Zephyrhills, FL Mar\20.013 Page 1 of 18 Planet Fitness-Zephyrhills, FL-ComCheck.cck Za Name-Title Signature Date Project Title: Planet Fitness-Zephyrhills, FL Report date: 04/09/20 Data filename: C:\Users\msaarem\Dropbox\ProductionL2020.013 Planet Fitness-Zephyrhills,FL Mar\20.013 Page 2 of 18 Planet Fitness-Zephyrhills, FL-ComCheck.cck COMcheck Software Version 4.1.1.0 Mechanical Compliance Certificate Project Information Energy Code: 2017 Florida Building Code, Energy Conservation Project Title: Planet Fitness-Zephyrhills,FL Location: Zephyrhills, Florida Climate Zone: 2a Project Type: Alteration Construction Site: Owner/Agent: Designer/Contractor: 7910 Gall Blvd. Dave Saarem Zephyrhills, FL 33541 2188 Alfred Way Carson City, NV 89703 775-772-9846 dave@saaremengineering.com Mechanical Systems List Quantity System Type&Description 5 RTU 1,2,3,4,&6(Single Zone): Single Package Heat Pump Heating Mode:Capacity=123 kBtu/h, Proposed Efficiency=3.30 COP,Required Efficiency=3.30 COP Cooling Mode:Capacity=124 kBtu/h, Proposed Efficiency=12.40 EER,Required Efficiency: 11.00 EER +12.0 IEER Fan System: None 1 RTU 5(Single Zone): Single Package Heat Pump Heating Mode:Capacity=170 kBtu/h, Proposed Efficiency=3.20 COP,Required Efficiency=3.20 COP Cooling Mode:Capacity='186 kBtu/h, Proposed Efficiency=10.60 EER,Required Efficiency: 10.60 EER +11.6 IEER Fan System: None 1 RTU 7(Single Zone): Single Package Heat Pump Heating Mode:Capacity=136 kBtu/h, Proposed Efficiency=3.20 COP,Required Efficiency=3.20 COP Cooling Mode:Capacity=153 kBtu/h, Proposed Efficiency=10.60 EER,Required Efficiency: 10.60 EER +11.6 IEER Fan System: None 3 WH1,2,&3: Gas Instantaneous Water Heater,Capacity:0 gallons,Input Rating:199 kBtu/h w/Circulation Pump Proposed Efficiency:0.90 EF,Required Efficiency:0.62 EF Mechanical Compliance Statement Compliance Statement. The proposed mechanical alteration project represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application.The proposed mechanical systems have been designed to meet the 2017 Florida Building Code, Energy Conservation requirements in COMcheck Version 4.1.1.0 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Project Title: Planet Fitness-Zephyrhills, FL Report date: 04/09/20 Data filename: C:\Users\msaarem\Dropbox\ProductionL2020.013 Planet Fitness-Zephyrhills, FL Mar\20.013 Page 3 of 18 Planet Fitness-Zephyrhills, FL-ComCheck.cck Name-Title Signature Date Project Title: Planet Fitness-Zephyrhills,FL Report d4 /20 Data filename: C:\Users\msaarem\Dropbox\Production\_2020.013 Planet Fitness-Zephyrhills,FL Mark20.013 Planet Fitness-Zephyrhills, FL-ComCl`ie-ck,cck Pagate e: 04/09 of 18 COMcheck Software Version 4.1.1.0 _Inspection Checklist Energy Code: 2017 Florida Building Code, Energy Conservation Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement,the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions & Req.ID C103.2 ;Plans,specifications, and/or !❑Complies [PR2]1 !calculations provide all information ;❑Does Not ;with which compliance can be determined for the mechanical ❑Not Observable ;systems and equipment and ;❑Not Applicable document where exceptions to the standard are claimed. Load calculations per acceptable engineering standards and 'handbooks. C103.2 ;Plans,specifications,and/or UComplies [PR3]1 !calculations provide all information ;❑Does Not ;with which compliance can be determined for the service water �❑Not Observable; heating systems and equipment and �DNot Applicable document where exceptions to the standard are claimed. Hot water system sized per manufacturer's ;sizing guide. C405.6 ;,Plans, specifications, and/or ❑Complies [PR17]1 calculations provide all information ;❑Does Not ;with which compliance can be determined for the electrical systems :❑Not Observable and equipment and document where ;❑Not Applicable exceptions are claimed.Provisions are made for metering individual tenant units. Feeder connectors(for feeder and branch circuits)sized in accordance with approved plans with maximum drop of 5%voltage drop ;total. C103.2 ;Plans,specifications, and/or 13Complies [PR4]1 ;calculations provide all information T❑Does Not ;with which compliance can be determined for the interior lighting �❑Not Observable and electrical systems and equipment ;❑Not Applicable and document where exceptions to ;the standard are claimed. Information F provided should include interior lighting power calculations, wattage of; bulbs and ballasts,transformers and j control devices. Additional Comments/Assumptions, 1 I High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Planet Fitness-Zephyrhills, FL Report date: 04/09/20 Data filename: C:\Users\msaarem\Dropbox\ProductionL2020.013.Planet Fitness-Zephyrhills, FL Mar\20.013 Page 5 of 18 Planet Fitness-Zephyrhills, FL-ComCheck.cck Section # Footing/Foundation Inspection Complies? Comments/Assumptions & Req.ID C403.2.4. Snow/ice melting system sensors for ;❑Complies 5, future connection to controls. Freeze ❑Does Not C403.2.4. protection systems have automatic 6 controls installed, :❑Not Observable [FO9]3 ;❑Not Applicable 3 t Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Planet Fitness-Zephyrhills, FL Report date: 04/09/20 Data filename: C:\Users\msaarem\Dropbox\ProductionL2020.013 Planet Fitness-Zephyrhills, FL Mar\20.013 Page 6 of 18 Planet Fitness-Zephyrhills, FL-ComCheck.cck Section # Plumbing Rough-In Inspection Complies? Comments/Assumptions & Req.ID C404.5, Heated water supply piping conforms ❑Complies C404.5.1, to pipe length and volume ❑Does Not C404.5.2 requirements.Refer to section details. ; [PL6]3 ,❑Not Observable! ❑Not Applicable C404.5, Heated water supply piping conforms ;❑Complies C404.5.1, I to pipe length and volume ;❑Does Not C404.5.2 requirements.Refer to section details. ; [PL6]3 I T❑Not Observable ❑Not Applicable C404.5, +Heated water supply piping conforms ❑Complies C404.5.1, to pipe length and volume ;❑Does Not C404.5.2 requirements.Refer to section details. ; [PL6]3 i❑Not Observable; ;❑Not Applicable C404.5, 7 Heated water supply piping conforms ;❑Complies C404.5.1, to pipe length and volume ;❑Does Not C404.5.2 +requirements. Refer to section details. ; [PL6]3 ,❑Not Observable; d ;❑Not Applicable 9 0 C404.6.1, ;Automatic time switches installed to ;❑Complies C404.6.2 :automatically switch off the I❑Does Not [PL3]1 ;recirculating hot-water system or heat ;trace. :❑Not Observable' ❑Not Applicable C404.6.3 'Pumps that circulate water between a ;❑Complies [PL7]3 i heater and storage tank have controls ;❑Does Not that limit operation from startup to {<= 5 minutes after end of heating :❑Not Observable cycle. ;❑Not Applicable C404.6.3 f Pumps that circulate water between a ;❑Complies [PL7]3 heater and storage tank have controls ;❑Does Not ;that limit operation from startup to <= 5 minutes after end of heating :❑Not Observable cycle. ;❑Not Applicable C404.6.3 Pumps that circulate water between a ;❑Complies [PL7]3 heater and storage tank have controls ;❑Does Not that limit operation from startup to :<=5 minutes after end of heating ❑Not Observable !cycle. ;❑Not Applicable C404.6.3 I Pumps that circulate water between a '❑Complies [PL7]3 (heater and storage tank have controls ❑Does Not !that limit operation from startup to <= 5 minutes after end of heating !❑Not Observable cycle. ;❑Not Applicable C404.7 Water distribution system that pumps ;❑Complies [PL8]3 water from a heated-water supply ;❑Does Not k pipe back to the heated-water source 4 through scold-water supply pipe is a :[]Not Observable;❑Not Applicable demand recirculation water system. PP I Pumps within this system have }controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to P 104°F. ; 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Planet Fitness-Zephyrhills, FL Report date: 04/09/20 Data filename: C:\Users\msaarem\Dropbox\ProductionL2020.013 Planet Fitness-Zephyrhills,FL Mar\20.013 Page 7 of 18 Planet Fitness-Zephyrhills, FL-ComCheck.cck Section # Plumbing Rough-ln Inspection Complies? Comments/Assumptions & Req.ID C404.7 Water distribution system that pumps ;[__]Complies [PL8]3' water from a heated-water supply ;❑Does Not pipe back to the heated-water source through a cold-water supply pipe is a ❑Not Observable demand recirculation water system. ❑Not Applicable Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. C404.7 Water distribution system that pumps ;❑Complies [PLS]3- water from a heated-water supply :❑Does Not pipe back to the heated-water source through a cold-water supply pipe is a :❑Not Observable demand recirculation water system. t]Not Applicable ; Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. C404.7 i Water distribution system that pumps I❑Complies [PL8]3 water from a heated-water supply ;❑Does Not #pipe back to the heated-water source through a cold-water supply pipe is a ❑Not Observable demand recirculation water system. t❑Not Applicable ; Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Planet Fitness-Zephyrhills, FL Report date: 04/09/20 Data filename: C:\Users\msaarem\Dropbox\ProductionL2020.013 Planet Fitness-Zephyrhills, FL Mar\20.013 Page 8 of 18 Planet Fitness-Zephyrhills, FL-ComCheck.cck Section # Mechanical Rough-in Inspection Complies? Comments/Assumptions & Req.ID C402.2.6 (Thermally ineffective panel surfaces of;❑Complies [ME41]3 !sensible heating panels have ;❑Does Not insulation >=R-3.5. ;❑Not Observable ❑Not Applicable C403.2.12 I HVAC fan systems at design ;❑Complies ;See the Mechanical Systems list for values. .1 conditions do not exceed allowable ;❑Does Not [ME65]3 ifan system motor nameplate hp or fan; system bhp. ,❑Not Observable ❑Not Applicable C403.2.12 HVAC fan systems at design ;❑Complies ;See the Mechanical Systems list for values. .1 (conditions do not exceed allowable ❑Does Not [ME65]3 ifan system motor nameplate hp or fan system bhp. ,❑Not Observable f ;❑Nat Applicable C403.2.12 S HVAC fan systems at design ;❑Complies ;See the Mechanical Systems list for values. .1 conditions do not exceed allowable EDoes Not [ME65]3 fan system motor nameplate hp or fan; system bhp. :[]Not Observable ❑Not Applicable C403.2.12 i Fans have efficiency grade(FEG) >_ ;❑Complies .3 67.The total efficiency of the fan at j❑Does Not [ME117]2 ;the design point of operation <= 15% ;of maximum total efficiency of the ;❑Not Observable fan. ;❑Not Applicable C403.2.12;Fans have efficiency grade (FEG) >_ ;❑Complies .3 :67.The total efficiency of the fan at ;❑Does Not [ME117]2 'the design point of operation <= 15% of maximum total efficiency of the �❑Not Observable fan. ;❑Not Applicable C403.2.12;Fans have efficiency grade (FEG) >_ I❑Complies .3 67.The total efficiency of the fan at ;❑Does Not [ME117]2 ;the design point of operation <= 15% of maximum total efficiency of the ❑Not Observable ;fan. ;❑Not Applicable C403.2.9. s HVAC ducts and plenums insulated ❑Complies 1.1 ;and sealed according to Florida ❑Does Not [ME60]2 ;Section C403.2.9,Table C403.2.9.1. ;❑Not Observable i ;❑Not Applicable C403.2.9. ;All ducts, air handlers,filter boxes, ;❑Complies 2 '!building cavities, mechanical closets ;❑Does Not [ME79]2 ;and enclosed support platforms that ;form the primary air containment []Not Observable passageways for air distribution ;❑Not Applicable systems are constructed and erected in accordance with Table C403.2.9.2 ; and with Chapter 6 of the Florida Building Code, Mechanical. Ducts are be constructed, braced, reinforced and installed to provide structural strength and durability.All transverse ;joints, longitudinal seams and fitting connections are securely fastened in accordance with the applicable ;standards of this section. 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Planet Fitness-Zephyrhills, FL Report date: 04/09/20 Data filename: C:\Users\msaarem\Dropbox\ProductionL2020.013 Planet Fitness-Zephyrhills, FL Mar\20.013 Page 9 of 18 Planet Fitness-Zephyrhills, FL-ComCheck.cck Section # Mechanical Rough-In Inspection Complies? Comments/Assumptions & Req.ID C403.2.9. ;Duct insulation is protected from ;❑Complies 1.2 damage but not limited to the ❑Does Not [ME80]2 jfollowing: 1. Insulation exposed to i weather is suitable for outdoor ❑Not Observable service. Cellular foam insulation is ❑Not Applicable {protected or painted with a coating that is water retardant and provides shielding from solar radiation.2. ;Insulation covering cooling ducts 'located outside the conditioned space is vapor retardant located outside the insulation, all penetrations and joints ;of which shall be sealed. C403.2.9. ;Additional insulation with vapor ❑Complies 1.3 )'barrier is provided where the ❑Does Not [ME81]2 ;minimum duct insulation requirements;❑Not Observable; of Section C403.2.9.1.1 are determined to be insufficient to ❑Not Applicable prevent condensation, j C403.2.13 t Unenclosed spaces that are heated ;❑Complies [ME71]2 ;use only radiant heat. UDoes Not ❑Not Observable ❑Not Applicable C403.2.3 'HVAC equipment efficiency verified. ;❑Complies ;See the Mechanical Systems list for values. [ME55]2 UDoes Not ❑Not Observable ❑Not Applicable C403.2.9. Ducts, air handlers,filter boxes, ;❑Complies 3 1 building cavities, mechanical closets ;❑Does Not [ME10]2 ;and enclosed support platforms that sform the primary air containment ;❑Not Observable passageways for air distribution �❑Not Applicable systems are sealed in accordance with! ;the applicable criteria of this section and Table C403.2.9.2. C403.2.9. j Cavities in framed spaces are not ;❑Complies 4 used to deliver air from or return air to UDoes Not [ME78]2 ;the conditioning system unless they contain an air duct insert which is :❑Not Observable: insulated in accordance with Section t]Not Applicable C403.2.9.1 and constructed and 3sealed in accordance with the requirements of Section C403.2.9.2 appropriate for the duct materials used. C403.2.9. Air distribution systems are sized and ❑Complies 5 ;designed in accordance with ❑Does Not [ME76]2 recognized engineering standards. Refer to section details. ❑Not Observable ❑Not Applicable C403.2.9. jAir-handling units not installed in ;❑Complies 6 I attics of commercial buildings. UDoes Not [ME77]z i i '❑Not Observable 1 ❑Not Applicable 11 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Planet Fitness-Zephyrhills, FL Report date: 04/09/20 Data filename: C:\Users\msaarem\Dropbox\Production\_2020.013 Planet Fitness-Zephyrhills, FL Mar\20.013 Page 10 of 18 Planet Fitness 7 Zephyrhills, FL-ComCheck.cck Section # Mechanical Rough-In Inspection Complies? Comments/Assumptions & Req.ID C408.2.2. ;Air system balancing accomplished in ;❑Complies 1 a manner to first minimize throttling ❑Does Not [ME53]3 I losses,then for fans with fan system t power greater than 1 hp,fan speeds []Not Observable shall be adjusted to meet design flow ❑Not Applicable conditions. Balancing procedures shall y be in accordance with NEBB Procedural Standards,the AABC, National Standards, or equivalent procedures. C403.2.6. Demand control ventilation provided ;❑Complies 1 !for spaces>500 ft2 and >25 {❑Does Not [ME59]1 people/1000 ft2 occupant density and ,served by systems with air side ❑Not Observable economizer, auto modulating outside :❑Not Applicable ; air damper control, or design airflow >3,000 cfm. C403.2.6. I Enclosed parking garage ventilation ❑Complies 2 has automatic contaminant detection ;❑Does Not [ME115]3 and capacity to stage or modulate fans to 50%or less of design capacity. ;❑Not Observable; ;❑Not Applicable C403.2.7 ;Exhaust air energy recovery on ;❑Complies [ME57]1 ;systems meeting Table C403.2.7(1) ❑Does Not ;and C403.2.7(2). ;❑Not Observable; ❑Not Applicable C403.2.8 Kitchen exhaust systems comply with ;❑Complies [ME116]3 ;replacement air and conditioned ;❑Does Not !supply air limitations, and satisfy hood; I rating requirements and maximum ❑Not Observable exhaust rate criteria. ❑Not Applicable C403.4.4. Multiple zone VAV systems with DDC ;❑Complies ;See the Mechanical Systems list for values. 6 of individual zone boxes have static ;❑Does Not [ME110]3 pressure setpoint reset controls. ❑Not Observable j ;❑Not Applicable C403.4.4. Multiple zone VAV systems with DDC ❑Complies ;See the Mechanical Systems list for values. 6 of individual zone boxes have static ;❑Does Not [ME110]3 pressure setpoint reset controls. ;❑Not Observable ❑Not Applicable C403.4.4. I Multiple zone VAV systems with DDC ;❑Complies ;See the Mechanical Systems list for values. 6 i of individual zone boxes have static ;❑Does Not [ME110]3 pressure setpoint reset controls. ;❑Not Observable ❑Not Applicable C408.2.2. Air outlets and zone terminal devices ❑Complies 1 have means for air balancing. ;❑Does Not [ME53]3 ;❑Not Observable ❑Not Applicable C403.5, =Refrigerated display cases,walk-in ;❑Complies C403.5.1, coolers or walk-in freezers served by ;❑Does Not C403.5.2 remote compressors and remote [ME123]3 condensers not located in a ❑Not Observable condensing unit, have fan-powered ;❑Not Applicable I condensers that comply with Sections 1 C403.5.1 and refrigeration compressor: I l systems that comply with C403.5.2.. Additional Comments/Assumptions: 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Planet Fitness-Zephyrhills, FL Report date: 04/09/20 Data filename: C:\Users\msaarem\Dropbox\ProductionL2020.013 Planet Fitness-Zephyrhills, FL Mar\20.013 Page 11 of 18 Planet Fitness-Zephyrhills, FL-ComCheck.cck I I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: Planet Fitness-Zephyrhills, FL Report date: 04/09/20 Data filename: C:\Users\msaarem\Dropbox\Production\_2020.013 Planet Fitness-Zephyrhills,FL Mar\20.013 Page 12 of 18 Planet Fitness-Zephyrhills, FL-ComCheck.cck Section # Rough-In Electrical Inspection Complies? Comments/Assumptions & Req.ID C405.2.1 :Lighting controls installed to uniformly;❑Complies [EL15]1 :reduce the lighting load by at least ;❑Does Not 50%' ;❑Not Observable' ❑Not Applicable C405.2.1 ;,Occupancy sensors installed in ;❑Complies [EL18]1 :required spaces. ❑Does Not ❑Not Observable I❑Not Applicable C405.2.1, ;Independent lighting controls installed;❑Complies C405.2.2. per approved lighting plans and all ❑Does Not 3 3manual controls readily accessible and;❑Not Observable' [EL"23]2 ?visible to occupants. ❑Not Applicable C405.2.2. tAutomatic controls to shut off all ;❑Complies 1 !building lighting installed in all ❑Does Not [EL22]2 buildings. ;❑Not Observable ❑Not Applicable C405.2.3 'Daylight zones provided with 1❑Complies [EL16]2 individual controls that"control the ;❑Does Not 'lights independent of general area llighting. ;❑Not Observable; ❑Not Applicable C405.2.3, ;Primary sidelighted areas are '❑Complies C405.2.3. 'equipped with required lighting ;❑Does Not 1, controls. C405.2.3. ; ;❑Not Observable: 2 ;❑Not Applicable 1 [EL20]1 ; C405.2.3, ;Enclosed spaces with daylight area ;❑Complies C405.2.3. under skylights and rooftop monitors ;❑Does Not 1, ;are equipped with required lighting C405.2.3. ;controls. ;❑Not Observable 3 ;❑Not Applicable [EL21]1 ; C405.2.4 ;Separate lighting control devices for I❑Complies [EL4]1 specific uses installed per approved ;❑Does Not lighting plans. ❑Not Observable ❑Not Applicable C405.2.4 ;Additional interior lighting power ❑Complies [EL8]1 allowed for special functions per the ;❑Does Not approved lighting plans and is ;automatically controlled and ❑Not Observable separated from general lighting. �❑Not Applicable C405.3 ;Exit signs do not exceed 5 watts per ;❑Complies [EL6]1 face. �❑Does Not :[:]Not Observable El Not Applicable Additional Comments/Assumptions: 1 I High Impact(Tier 1) 12 IMedium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Planet Fitness-Zephyrhills, FL Report date: 04/09/20 Data filename: C:\Users\msaarem\Dropbox\ProductionL2020.013 Planet Fitness-Zephyrhills, FL Mar\20.013 Page 13 of 18 Planet Fitness-Zephyrhills, FL-ComCheck.cck Section # Final Inspection Complies? Comments/Assumptions & Reci.ID C303.3, ;Furnished O&M instructions for ;❑Complies C408.2.5. !systems and equipment to the ;❑Does Not 2 building owner or designated [FI17]3 representative. :❑Not Observable ❑Not Applicable C303.3, ;Furnished O&M manuals for HVAC I❑Complies C408.2.5. systems within 90 days of system ;❑Does Not 3 acceptance. [F18]3 ;❑Not Observable; ❑Not Applicable C403.2.4. I Minimum one humidity control device ;❑Complies 2.4 per installed ;❑Does Not [F156]3 humidification/dehumidification ❑Not Observable system.Controls prevent simultaneous operation of ;❑Not Applicable humidification and dehumidification equipment. C403.2.4. ?Minimum one humidity control device ;❑Complies 2.4 per installed ;❑Does Not [F156]3 t humidification/dehumidification system. Controls prevent :❑Not Observable simultaneous operation of ;❑Not Applicable humidification and dehumidification s equipment. C403.2.4. ;Minimum one humidity control device ;❑Complies I 2.4 per installed ;❑Does Not [F156]3 humidification/dehumidification system. Controls prevent I❑Not Observable simultaneous operation of ❑Not Applicable humidification and dehumidification equipment. C403.2.1 HVAC systems and equipment design ❑Complies [F150]3 I loads calculated in accordance with EDoes Not {ANSI/ASHRAE/ACCA Standard 183 or i ACCA Manual N or by an approved ❑Not Observable equivalent computational procedure. t❑Not Applicable (Design loads shall be attached to the I code compliance form submitted to i the building department when the j building is permitted or, in the event ;the mechanical permit is obtained at a i later time,the sizing calculation shall be submitted with the application for the mechanical permit. C403.2.2 ;HVAC systems and equipment ;❑Complies [F127]3 capacity does not exceed calculated ;❑Does Not loads, ;❑Not Observable ❑Not Applicable C403.2.4. !Heating and cooling to each zone is '❑Complies 1 controlled by a thermostat control. UDoes Not [F147]3 !Minimum one humidity control device 1 per installed ;[]Not Observable humidification/dehumidification ;❑Not Applicable system. C403.2.4. {Heating and cooling to each zone is ',❑Complies 1 controlled by a thermostat control. ;❑Does Not [FI47]3 Minimum one humidity control device per installed ;❑Not Observable humidification/dehumidification !❑Not Applicable fsystem. 11 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Planet Fitness-Zephyrhills, FL Report date: 04/09/20 Data filename: C:\Users\msaarem\Dropbox\ProductionL2020.013 Planet Fitness-Zephyrhills, FL Mar\20.013 Page 14 of 18 Planet Fitness-Zephyrhills, FL-ComCheck.cck Section # Final Inspection Complies? Comments/Assumptions & Req.ID C403.2.4. Heating and cooling to each zone is UComplies 1 f controlled by a thermostat control. ❑Does Not [FI47]3 Minimum one humidity control device per installed ❑Not Observable humidification/dehumidification f❑Not Applicable I system. C403.2.4, j Heat pump controls prevent ❑Complies 1.1 jsupplemental electric resistance heat :❑Does Not [FI42]3 Ifrom coming on when not needed. ❑Not Observable j ;❑Not Applicable C403.2.4. ;Heat pump controls prevent ;❑Complies 1.1 supplemental electric resistance heat :❑Does Not [FI42]3 $from coming on when not needed. f( �❑Not Observable ❑Not Applicable C403.2.4. Heat pump controls prevent ;❑Complies 1.1 k supplemental electric resistance heat ;❑Does Not [.F142]3 from coming on when not needed. I ,❑Not Observable ❑Not Applicable C403.2.4. Thermostatic controls have a 5 °F I❑Complies 1.2 deadband. ;❑Does Not [F138]3 :[:]Not Observable t ;❑Not Applicable C403.2.4, Temperature controls have setpoint ;❑Complies 1.3 i overlap restrictions, ;❑Does Not [FI20]3 ;❑Not Observable y ;❑Not Applicable C403.2.4. Each zone equipped with setback ❑Complies ' 2 controls using automatic time clock or �❑Does Not [FI39]3 programmable control system. ❑Not Observable ❑Not Applicable C404.12.21 Public lavatory facilities equipped with E❑Complies [FI53]3 i outlet devices which limit the flow of ;❑Does Not hot water to a maximum of 0.5 gpm or, are equipped with self-closing valves �❑Not Observable; that limit delivery to a per cycle �❑Not Applicable maximum of 0.25 gallons of hot water ,for recirculating systems and to a I ' maximum of 0.50 gallons for non- recirculating systems. C404.12.2;Public lavatory water temperature ;❑Complies [Fi5713 #<=110°F, ;❑Does Not ❑Not Observable j ;❑Not Applicable C404.12.1 Showers used for non-safety reasons ;❑Complies [F152]3 ;equipped with flow control devices to '❑Does Not j limit the water discharge to a maximum of 2.5 gpm per shower ,❑Not Observable j head, Flow restricting inserts used as ;❑Not Applicable i a component part of a showerhead {are mechanically retained at the point {of manufacture 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Planet Fitness-Zephyrhills, FL Report date: 04/09/20 Data filename: C:\Users\msaarem\Dropbox\ProductionL2020.013 Planet Fitness-Zephyrhills, FL Mar\20.013 Page 15 of 18 Planet Fitness-Zephyrhills, FL-ComCheck.cck 1 t section # Final Inspection Complies? Comments/Assumptions & Req.ID C408.2.2 Construction documents require that a;❑Complies [FI54]3 written balance report be provided to ;❑Does Not the building owner or rep for HVAC systems serving zones with total ;❑Not Observable condition area > 5,000 sgft.Air ;❑Not Applicable distribution systems shall be tested, adjusted, and balanced by a licensed I engineer or certified company. C403.2.4. ;Automatic Controls:Setback to 551F f❑Complies 2.1, ;(heat)and 85°F(cool); 7-day clock, 2- ;❑Does Not C403.2.4, i hour occupant override, 10-hour 2.2 'backup I❑Not Observable; [F140]3 �❑Not Applicable C4043 Heat traps installed on supply and ;❑Complies I [FI11]3 discharge piping of non-circulating ;❑Does Not systems. ❑Not Observable ;❑Not Applicable C404.4 ;All piping insulated in accordance with '❑Complies [FI25]2 ;section details and Table C403.2,10. ;❑Does Not I❑Not Observable; ❑Not Applicable C404.6.1 Controls are installed that limit the ;❑Complies [FI12]3 operation of a recirculation pump ;❑Does Not i installed to maintain temperature of a ; storage tank.System return pipe is a :[-]Not Observable; dedicated return pipe or a cold water :,❑Not Applicable Fsupply pipe. C405.4.1 ;Interior installed lamp and fixture UComplies ;See the Interior Lighting fixture schedule for values. [F[18]1 lighting power is consistent with what ;❑Does Not is shown on the approved lighting plans, demonstrating proposed watts Z❑Not Observable are less than or equal to allowed ❑Not Applicable watts. C408.2.1 I Commissioning plan developed by ;❑Complies [FI28]1 :registered design professional or ;❑Does Not approved agency. 1❑Not Observable; ❑Not Applicable C408.2.3. ;HVAC equipment has been tested to ;❑Complies 1 ensure proper operation. ;❑Does Not [FI31]1 :[-]Not Observable' ❑Not Applicable C408.2.3. ;HVAC control systems have been ❑Complies 2 :tested to ensure proper operation, ❑Does Not [FI10]1 :.calibration and adjustment of controls. ❑Not Observable ❑Not Applicable C408.2.4 :Preliminary commissioning report ;❑Complies [FI29]1 ;completed and certified by registered ;❑Does Not design professional or approved agency. ;❑Not Observable ❑Not Applicable C408.2.5. ;Furnished HVAC as-built drawings ;❑Complies 1 j submitted within 90 days of system j❑Does Not [FI7]3 1 acceptance. ![--]Not Observable ❑Not Applicable 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Planet Fitness-Zephyrhills, FL Report date: 04/09/20 Data filename: C:\Users\msaarem\Dropbox\ProductionL2020.013 Planet Fitness-Zephyrhills, FL Mar\20.013 Page 16 of 18 Planet Fitness-Zephyrhills, FL-ComCheck.cck Section # Final Inspection Complies? Comments/Assumptions & Req.ID C408.2.5. 'Furnished as-built drawings for ;❑Complies 1 electric power systems within 90 days UDoes Not [FI16]3 of system acceptance. :[]Not observable' ❑Not Applicable C408.2.5. ;.An air and/or hydronic system ;❑Complies 3 balancing report is provided for HVAC ❑Does Not [FI43]1 ;systems. ENot Observable; ❑Not Applicable C408.2.5. ;Final commissioning report due to ;❑Complies 4 building owner within 90 days of ;❑Does Not [F130]1 ;receipt of certificate of occupancy. ❑Not Observable; ❑Not Applicable C408.3 ;Lighting systems have been tested to ;❑Complies [FI33]1 :ensure proper calibration, adjustment, ;❑Does Not programming,and operation. ❑Not Observable; j ❑Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Planet Fitness-Zephyrhills, FL Report date: 04/09/20 Data filename: C:\Users\msaarem\Dropbox\Production�2020.013 Planet Fitness-Zephyrhills, FL Mar\20.013 Page 17 of 18 Planet Fitness-Zephyrhills, FL-ComCheck.cck ReV)rt to Of 21 p 013 Page 18 of 18 phecK.o,p13 Pianet fitn ess-ZePt'Yrhitis,Ft Ma�2 . hyrhitis,FL \Dropbox\ProctCornn\ C_ Pianet Fitness-ZeP Pro}ectTitie: Users\msaare e hyrt~iils,F�" pats filename P�net Fitness-Z P STRUCTURAL CALCULATIONS PLANET FITNESS 7910 GALL BLVD ZEPHYRHILLS, FL 33541 Prepared For DKMtillin ARCHITECTS -, TATUM SMITH WELCHER T IF,` E 2 A L E N G I N la- Rom), TATUM 0SMITH OWELCHER F STRUCTURAL. ENGINEERS April 13,2020 Mr. Tim Goheen DKMullin Architects 517 S Main St. Moscow, ID 83843 j Re: Planet Fitness ) 7910 Gall Blvd Zephyrhills,FL 33541 TSE,Inc.#8857 Dear Mr. Goheen: i We are submitting, herewith, the structural design calculations prepared for the Planet Fitness located in Zephyrhills, FL. All calculations have been prepared in accordance with the Florida Building Code, 2017 edition. We appreciate the opportunity to be of service to you on this project. If you have any questions please do not hesitate to contact us. 9eoaaeeoesecoea9o� Sincerely, �'°,O �pRT1A� /f/ Tatum-Smith Engineers,Inc. CoA#8857,esp. 02/28/21 :• No 613;3 1 A o s v:t; • ST ATE of • �v x" '• ! Ben W. Lane,E.I. J. Thomas Norris;P.E. Richard M Welcher, P.E. Design Engineer I Senior Project Manager Vice President&: C.O.O. P.E. License#66313 TATU M project#: 20046 Project Name: Planet Fitness -Zephyrhills, FL -2 SMITH WELCHER By: BWL Date: March 27, 2020 Sheet#: STRUCTURAL ENGINEERS i ppf 1 20046 Planet Fitness - Zephyrhills, FL C Table of Contents Pg i I.General Information 1 j II. Load Analysis 3 III. Joist Modifications 11 IV.Joist Girder Modifications 35 V. Beam Modifications 51 i i i I i i i i i , i I I i 4 I i 1 I I 'fable of Contents ATATUM Project#: 20046 Project Name: Planet Fitness -Zephyrhills, FL SMITH WELCHER By: BWL Date: March 27, 2020 Sheet#: 1 STR JC TU Rl.L Eh:it N EE RS Purpose: Structural Design of a Remodel for Planet Fitness in Zephyrhills, FL References: 1) 2017 Florida Building Code(FBC), Incorporating the International Building Code,2015 2) ASCE7-10 Minimum Design Loads for Buildings and Other Structures 3) ACI 318-14 Building Code Requirements for Reinforced Concrete 4) AISC 360-10 Steel Construction Manual, 14th Edition 5) ACI 530-13 Building Code Requirements for Masonry Structures 6) Architectural Drawings by Daniel K. Mullin,Architect, NCARB 7) Construction Documents by Cuhaci&Peterson Architects Engineers Planners dated Feburary, 2008 I l Foundation Design Criteria: i Allowable Bearing Pressure 1500 psf (Table 1806.2 FBC) Minimum Bearing Depth 1 ft (1809.4 FBC) i Minimum Footing Width 1 ft (1809.4 FBC) Load Design Criteria: Risk Category II (Table 1604.5 IBC) Roof System Metal Deck w/Steel Joists Roof Live Load 20 psf (Table 1607.1 FBC,Table 4-1 ASCE7) Ground Snow Load 0 psf (Figure 1608.2 FBC, Figure 7-1 ASCE7) Ultimate Wind Speed 137 mph Basic Wind Speed 106 mph Site Class D (Section 1613.3.2 FBC) Structural System Bearing Wall Systems Resisting System Intermediate Reinforced Masonry Shear Walls Serviceability Requirements: (Table 1604.3 IBC) Roof(supporting non-plaster ceiling): Wall(with other brittle finishes): D+L L1 180 S or W L/ 240 L L/ 240 SorW L/ 240 Building Dimensions: Length 144.0 ft (for remodel area) Width 125.3 ft Roof Joist Spacing 5 ft (based on as-built drawings) Avg. JBE 17.7 ft (19'-4 @ Front, 16-0"@ Back) T.O. Parapet 29.3 ft (1/A302) i General Information(Page 1) dTATUM --� S M I T H Project#: 20046 Project Name: Planet Fitness -Zephyrhills, FL WELCHER By: BWL Date: March 27, 2020 Sheet#: 2 STRUCTURAL ENGINEERS Material Design Criteria: Concrete: Reinforcing Steel,fy 60 ksi fc 3 ksi Ec 1350 ksi Steel: Wide Flange,fy 50 ksi HSS Section, fy 46 ksi Bars, Plates,Angles,fy 36 ksi Headed Stud Anchors, fy 50 ksi Es 29000 ksi s i i I { i Load Analysis: 1. Roof Dead Load 20 psf (Per As-built) 2. Roof Live Load 20 psf i I i i r i i 1 i General Information(Page 1) TATU M Project#: 20046 Project Name: Planet Fitness -Zephyrhills, FL SMITH By: BWL Date: March 27, 2020 Sheet#: 3 WELCHER STRUCTURAL FPIGIOFSRS Load Analysis: 3 Wind Loads: - MWFRS:ASCE 7-10, Chapter 28, Envelope Procedure, Table 28.2-1 Mean Roof Height, h= 17.7 ft Basic Wind Speed,V= 137 mph Wind Exposure Category: C (ASCE 26.7.3) Risk Category= II Roof Slope= 0.25 :12--» a= 1.19 degrees Buidling Roof Type= "Flat' Effectively Monoslope<3 degrees, thus use lowest angle Gable case Velocity Pressure(qh) I qh= 0.00256 KZ Kt Kd V(Ib/ft`) KZ= 0.850 @ Roof (ASCE Table 27.3-1) Kn= 1.00 (no topographic effects) (ASCE Section 26.8.2) Kd= 0.85 (ASCE Table 26.6-1) qh= 0.00256*0.850*1.00*0.85*137A2= 34.72 lb/ft2 Wind Load on Roof&Wall Internal Pressure Coefficient, Gcpi=+/- 0.18 <---Enclosed Building (ASCE Table 26.11-1) Main Wind Force-Resisting System: P= qh[GCpf] (lb/ft`) Walls (Simplified Equation-Gcpi's cancel out) P=qh[GCpf_GCP;](Ib/ft`) Roof Width= 125.3 ft Length = 144.0 ft i a (Build.): 10% (125.30 ft) = 12.5 ft (0.4) (17.70 ft)= 7.08 ft ... but not less than 4%(125.30 ft)= 5.01 ft or3ft 3 ft a: 7.08 ft <--Use for Component and Cladding 2a: 14.2 ft <---Use for Main Windforce Diaphragm Use, 2a 15 ft Wind Loads-Envclopc 3/2 7/2020 9:20 AAA Design Loads 3/27/2020 ATC Hazards by Location 34 ATC Hazards by Location Search Information Sprirgsrirgs" f Address: 7910 Gall Blvd,Zephyrhills,FL 33541, USA Orlando ti,liring Hilt o 111 ft Coordinates: 28.2723998,-82.1860154 i I ire Kissirtmrricc Elevation: 111 It Ti mestamp: 2020-03-27T14:04:22.708Z Lakeland Hazard Type: Wind Clea wd,ter Tampa o pa giant Cit o'•^%Inter�f la:en 01arCgo 1 O gl t.Petersburg Map data©2020 Google,INEGI i ASCE 7.16 ASCE 7-10 ASCE 7-05 MRI 10-Year 78 mph MRI 10-Year 78 mph ASCE 7-05 Wind Speed 106 mph MR125-Year 91 mph MR125-Year 92 mph i f s MR]50-Year 103 mph MRI 50-Year 103 mph MRi 100-Year 113 mph MRI 100-Year 113 mph Risk Category 1 127 mph Risk Category 1 127 mph Risk Category II A 137 mph Risk Category II A 137 mph You are In a v:'nd-borne debris region it You are In a lMnd-borne debris reglOn "OU are rlso 1Vlthfn i nYle of the coast-al if you are al_C within i rnlle Cf the nie-an high v:ater line. coastal rnaa I high water lin_.. Risk Category Ill 145 mph Risk Category III-IV f, 145 mph i If the struc!Ure under Conslcl2ratlon IS a If the StfLICiLIre Under Consideration Is heairlhcare faCillt`/el'rd VOLI are alSO Withlli a hacliiicare faoility and you are also 1 rnila of the coastal mean high water line, v'iithin 1 mile of ll ',Coastal mean higii you are in a wind-borne de'C�ris reason. If water line. Vou are in G :!-'ind-inorne Ofher ocoupa.nCN/, USer the Risk Cat6gory 11 dei:ris f=:Cj O(i. li-other oCCLIpanC'/, USE basic v.ind s_pee,f con1curs to de!erntine If the Risk Category II basic v:ind speed YOU are in a !^;mil-borne debris raden. contour,: to det=rmine if you are in a wind-horns cl�_-bris region. Risk Category IV A 150 mph You are i,i a trine(-home debris region. The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coae https:/ihazards.atcouncil.org/#/wind?lat=28.2723998&ing=-82.1860154&address=7910 Gall Blvd%2C Zephyrhills%2C FL 33541%2C USA 1/2 �TATUM project#: 20046 Project Name: Planet Fitness -Zephyrhills, FL SMITH By: BWL Date: March 27, 2020 Sheet#: 4 WELCHER STRUCTURAL ENGINFFR5 Load Analysis: Horizontal Wind Pressures: Case A(Figure 28.4-1 ASCE 7-10) No factor applied CU End Zone Wall Design Pressure- 1 E 4E : 3 External Pressure Coeff.GC,, 0.61 -0.43 00 � J a� Design Wind Pressure,P(psf)= 36.10 14.9 -21.2 36.10 27.4 -8.7 l a Interior Zone Wall Design Pressure 1 4 E � CO External Pressure Coeff.GC Pr_ 0.40 -0.29 U Design Wind Pressure,P(psf)= 23.95 7.6 -16.3 23.95 20.1 -3.8 a -o c m ! r E 3 End Zone Roof Design Pressure 2E 3E 0 J External Pressure Coeff.GCPf= -1.07 -0.53 P=SINf{qh[GCP,-GC'J}(pso -0.4 -0.9 -0.5 P=SINf{qh[GCp,+GCp-J)(pso -0.4 -0.6 -0.3 Pmj,=0.6'SINf{8}(pso [ASCE 28.4.41 0.17 Design Wind Pressure,P(pso= 0.2 1 a W Interior Zone Roof Design Pressure 2 3 External Pressure Coeff.GCP,= -0.69 -0.37 P=SINf{qh[GCpf-GCp;]}(pso -0.2 -0.6 -0.4 P=SINf{qh[GCp,+GCPJ)(psf) -0-2 -0-4 -0.1 P,nin=0.6`SINf{8}(psf) [ASCE 28.4.4] 0.10 Design Wind Pressure,P(pso Wind Loads-Envelope. 3/27/2020 9:20 AIM Desiga Loads �TATUM project#: 20046 Project Name: Planet Fitness -Zephyrhills, FL --� SMITH By. BWL Date: March 27, 2020 Sheet#: 5 WELCHER STRUCTURAL FhIGINEE^S Horizontal Wind Pressures: Case B (Figure 28.4-1 ASCE 7-10) No factor applied a -o End zone Wall Pressure(Long. Wall)- 1E 4E 5 External Pressure Coeff.GCpr= -0.48 -0.48 CO) Design Wind Pressure,P(pso= 0.00 -22.9 -22.9 0.00 -10.4 -10.4 Interior Zone Wall Pressure(Long.Wall)- 1 4 External Pressure Coeff.GCpr_ -0.45 -0.45 Design Wind Pressure,P(psf)= 0.00 -21.9 -21.9 0.00 -9.4 -9.4 l aca a End Zone Wall Pressure(Trans. Wall) - 5E 6E 3 a 3 Extemal Pressure Coeff.GCPI= 0.61 -0.43 (j Design Wind Pressure,P(pso= 36.10 14.9 -21.2 ` 36.10 27.4 -8.7 Interior Zone Wall Pressure(Trans.Wall)- 5 6 External Pressure Coeff.GCpr= 0.40 -0.29 Design Wind Pressure,P(psf)= 23.95 7.6 -16.3 23.95 20.1 -3.8 -P End Zone Roof Design Pressure 2E 3E � 3 j E c I External Pressure Coeff.GCPr= -1.07 -0.53 00 Q) I P=SINf{qh[GC,,-GCp;}}(lb/ft)(pso -0.39 -0.9 -0.5 P=SINf{qh[GCpr+GCp;]}(lb/ftZ)(psf) 1 -0.39 -0.6 1 -0.3 Design Wind Pressure,P(pso= -0.39 <0 -Neglect Wind ! .o _0 Interior Zone Roof Design Pressure 2 3 E 3 c External Pressure Coeff.GCpI= -0.69 -0.37 CO � -j P=SINf{qh[GCpr-GC;]}(pso -0.23 -0.6 -0.4 P=SINf{qh[GCpr+GCp;)}(psf) 1 -0.23 -0.4 -0.1 Design Wind Pressure,P(pso 1 -0.23 < 0-Neglect Wind ! . I Wind Loads- Envelope 3/27/2020 9:20 AAI Design Loads l I �TATU M project#: 20046 Project Name: Planet Fitness -Zephyrhills, FL --� S M 1 T H By: BWL Date: March 27, 2020 Sheet#: 6 WELCHER STCUCTURAL FNGINEFPS Vertical Wind Pressures: No factor applied Case A Case B Governing Pressure: End Zone Windward Roof Design Pressure 2E 2E External Pressure Coeff.GCPf= -1.07 -1.07 P=COSf{qh[GCPf-GCP;i}(lb/h2) -43.4 psf -43.4 psf P=COSf{gh[GC,,+GC,&(lb/ft2) -30.9 psf -30.9 psf Design Wind Pressure,P= -43.4 psf -43.4 psf -43.4 psf Interior Zone Windward Roof Design Pressu 2 2 External Pressure Coeff.GCpr_ -0.69 -0.69 P=COSf{qh[GCPr-GCP;}}(lble) -30.2 psf -30.2 psf i P=COSf{qN[GCPr+GCP;l}(lb/ft2) -17.7 psf -17.7 psf j Design Wind Pressure,P= -30.2 psf -30.2 psf -30.2 psf i End Zone Leeward Roof Design Pressure 3E 3E i External Pressure Coeff.GCPf= -0.53 -0.53 P=COSf{gh[GCPf-GCP;}}(lb/ft2) -24.6 psf -24.6 psf P=COSf{qh[GCPf+GCP;]}(lb/ft2) -12.1 psf -12.1 psf Design Wind Pressure,P= -24.6 psf -24.6 psf -24.6 psf Interior Zone Leeward Roof Design Pressure 3 3 External Pressure Coeff.GCP,= -0.37 -0.37 P=COST{qh[GCPf-GCP j}(ib/ft2) -19.1 psf -19.1 psf P=COSf{qh[GCPf+GCpi))(Ib/ft2) -6.6 psf -6.6 psf Design Wind Pressure, P= -19.1 psf -19.1 psf -19.1 psf i i \\rind Toads-Envelope 3/27/2020 9:20 ANI Design Loads I I �TATU M ---� S M 1 T H Project#: 20046 Project Name: Planet Fitness -Zephyrhills, FL WELCHER By: BWL Date: March 27, 2020 Sheet#: 7 Sin UCTURAL ENGINEERS Load Analysis: i I 3 Wind Loads: i Part 1: Section 30.4 I Component and Cladding Inward Design Pressures, P= Ph[GCP+ Gcpi] (lb/ft`) No factor Applied Wall GCP-Fig. 30.4-1, Note 5 applies r Roof GCP-Fig. 30.4-2A, Note 5 applies Effective Wind Area(Sq. Ft.) NORMAL 10 20 50 100 End Zone Wall Design Pressures $. s External Pressure Coefficient, GCP= 0.90 0.85 0.79 0.74 t i Design Wind Pressure, P= 37.5 psf 35.8 psf 33.6 psf 32.0 psf Interior Zone Wall Design Pressures External Pressure Coefficient, GCP= 0.90 0.85 0.79 0.74 Design Wind Pressure, P= 37.5 psf 35.8 psf 33.6 psf 32.0 psf i Corner Zone Roof Design Pressures External Pressure Coefficient, GCP= 1.00 0.96 0.89 0.84 Design Wind Pressure, P= 41.0 psf 39.6 psf 37.1 psf 35.4 psf Eave&Rake Zone Roof Design Pressures External Pressure Coefficient, GCP= 1.00 0.96 0.89 0.84 Design Wind Pressure, P= 41.0 psf 39.6 psf 37.1 psf 35.4 psf Interior Zone Roof Design Pressures External Pressure Coefficient, GCP= 0.30 0.27 0.23 0.20 Design Wind Pressure, P= 16.7 psf 15.6 psf 14.2 psf 13.2 psf i I i i t Wind Loads-Lnvelope 3/27/2020 9:20 A-M Design Loads I ®TATU M SMITH Project#: 20046 Project Name: Planet Fitness -Zephyrhills, FL WELCHER By: BWL Date: March 27, 2020 Sheet#: 8 STRUCTURAL FHGIhl F"FnS , Load Analysis: i Wind Loads: Component and Cladding Outward Design Pressures, P= ph[GCP-Gcpi](Ibfft`) No factor Applied Wall GCP-Fig. 30.4-1, Note 5 applies Roof GCP- Fig. 30.4-2A, Note 5 applies Effective Wind Area (Sq. Ft") ; NORMAL 10 20 50 100 End Zone Wall Design Pressures External Pressure Coefficient, GCP= -1.30 -120 -1.04 -0.94 i Design Wind Pressure, P= -51.4 psf -47.9 psf -42.3 psf -39.0 psf Interior Zone Wall Design Pressures External Pressure Coefficient, GCP= -0.99 -0.94 -0"88 -0.83 Design Wind Pressure, P = -40.6 psf -39.0 psf -36.8 psf -35.1 psf Corner Zone Roof Design Pressures External Pressure Coefficient, GCP= -1.80 -1.59 -1.30 -1"10 Design Wind Pressure, P= -69 psf -61.4 psf -51.4 psf -44.4 psf Eave& Rake Zone Roof Design Pressures External Pressure Coefficient, GCP= -1.80 -1.59 -1.31 -1.10 Design Wind Pressure, P= -69 psf -61.4 psf -51.8 psf -44.4 psf Interior Zone Roof Design Pressures External Pressure Coefficient, GCP= -1.00 -0.97 -0.93 -0.90 Design Wind Pressure, P = -41.0 psf -39.9 psf -38.5 psf -37.5 psf 1 f t j 4 I 1 Wind Loads-Envelope 3/27/2020 9:20 AJI Design Loads 0,M as NVId'IVOIW D3W I , 3T'�11M6V �I I ' I❑ ❑ yI — L"', I� wte = - ll 3flr— 1 !TN]G4 r - .,k �� I 91otiSl .e� 6'CC.1l - I j I i+•wc�aa�a+? —�(0 1 0�� m 3ln03HOS H35n3d10 w IN .. r 0 3 SN 3 - 1N a� �r.ml yana�. w I w,ti ------ �... 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Joist Modification under RTU -3 Project No.: 20046 Proj. Name: Planet Fitness-Zeph rhills, FL Prep. By: BWL Date: March 27,2020 Pg 11 Information from Joist Assumptions: Existing Joist 22K6 _ RTU Wt. 1.54 k I Joist Depth 22 in. Rtu Length 5.266 ft Joist Spacing 5.00 _ ft. Rtu Width 8.307 ft Span Length 35.50 ft. (4/3)' Rtu PSF 46.94 psf Roof Dead Load �100.00 pif Trib Area#1 10.9 ft^2 Roof Live Load 100.00 pif (5.26672 x 8.30772 trib) F Total Actual Exist. Load 200.00 plf Total Allowable Load 257.00 pifE )�l� Additional Load Applied: i Moment Add'I Needed 0.00 ft-kips Shear Add'I Needed 0.00 kips 1 weq=8*M/(I^2) 0 pif weq-2*V/l 0 pif r PSF Add'l=weq/spacing 0.0 psf<3psf PSF add']=weq/spacir 0.00 psf<3psf, No V Reinf. I No Mom. Reinf 3psf=weq/spa=>weq= 15 plf Moment Reinforcing: V=weq*1/2= 266.25 lb or greater required Flange is OK! 0 lb-ft d=22in-1.5in= 20.5 in T=C=(O.Olb-ft)(12in/ft)/(20.50in)= 0 ]b Ft=(0.60)(36,OOOpsi)= 21600 psi Areq=(O.Olb)1(21,600psi)= 0 in2 Dreq- !Based on Two Bars! = 0 in Use 2 1/2 in diameter A 36 Rods @ Top&Bottom Chords Aprov=0.39 in2>Areq=0.00 in2 OKI fc=(0.01b)/(0.39in2)= 0.0 psi rx=0.500in/4= 0.125 in (KUrx)max= 200 Fa=(12)(PI)2(29,000,OOOpsi)/(23)(200)2= 3733.285 psi Max Weld Spacing=(200)(0.125in)/(1.0)= 25 in Use 12 in Use 1/8"X 2"Welds @ 12in o.c.Each Side of Rods OKI Shear Reinforcing: Web is OK! 0 lb T=(0.01b)/(0.707)= 0 lb At req=(O.Olb)/(21,600ps!)= 0 in2 rmin=(22in/0.707)J(200)= 0.155587 in Use 1 L 1 1/4 X 1 1/4 X 3/16 Aprov= 0.434 in2 rprov= 0.244 in OKI 11 Joist Modification RTU 3 Page 1 of 6 v` •1 Idr AG' V r ..•$�hJr' r(q.Y,f V Y A � t R r • 5 .m m F I '• t e m^ NO N N w m v N ? 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Name: Planet Fitness-Zephyrhills, FL Prep. By: BWL Date: March 27,2020 Pg 12 Input Data: "This spreadsheet is used for loading only. The W8x24 beam used below is a i "dummy beam"and the beam self-weight is not included in the calculations. Beam Data: c Span Type? _Simple e Span, L= -- Simple Beam - b Modulus, E= 29000 ksi lyz a Inertia, Ix= 82.70 in.^4' — Propped Beam +P +M +we Beam Size= __W8X2_4_ _ \ +wb Yield, Fy= _ 50 ksi Fixed Beam +w Length, Lb= 0.0000 ft. i E,I L Coef., Cb= 1.00 Cantilever Beam RL x RR Nomenclature Beam Loadings: Full Uniform: Point Loads: a(ft.) P(kips) w= 0.2570 kips/ft. #1: Start End #2: Distributed: b(ft.) Wb(kips/ft.) a(ft.) We(kips/ft.) #3: — #2: #5: #3: ------- #6' -- — #5: #8: #6: #9: #7: #10: #8: #11: #12: i Moments: c(ft.) M (ft-kips) #13: #1: #14: 92: #15: #3: #4: AISC Code Check for X-Axis Bending: Lp= 5.69�Xr� Tloy„ _ _ ft. Results: ��. � Cplf)C3S�jZ� Lr= - 18.98 ft. fbx= 23.25 ksi End Reactions: 3'S Fbx= 33.09 ksi RL= 4.56 RR= 4.56kips Mrx= 57.63 ft-kips MXL=1 N.A. ft-kips MXR=1 N.A. I ft-kips S.R. = 0.702 =fbx/Fbx Maximum Moments: Nodal Lat. Brcg Requirements: +Mx(max)_ _40_49 ft-kips @ X= _ 17.7_5 ft. Pbr=1 _1.2_9 Ikips -MX(max)= 0.00 ft-kips @x=1 0.00 Ift. Pbr=1 18.91 kip/in Maximum Deflections: AISC Code Check for Gross Shear: -c1(max)_ -3.829 in. @ x= 17.75 Ift. fv= 2.35 ksi +v(max)= 0-000 in. @ x= 0.00 ft. Fv= 20.00 ksi A(ratio)= U111 S.R. = 0.117 =fv/Fv AHU 1 Cap Joist Modification RTU 3 Page 2 of 6 )3 Shear Diagram 6.0 ---- - -------- --- - --- - -----'---- - --- - 4.0 - --, ---. - - - -- . ... - - -- - - i 2.0 -- --- --------- --- - ---- - CL 0.0 O N V (D M O N V CD CO O = CV V m O N V (D 00 O N V lD CO O O 'I: CO N O .-- Iq O M h N CD O C2 1� r O V O N (O O U G� O r N (.- O O N A Ir M O N n (D O O [V V 4O r r �- r� N N N N N - N M M (o M -4.0 _-"_-_ .......... __- , -6.0 I Shear Capacity — -Shear Effective Moment Diagram 45.0 l - - -... ---------- - - - ----40.0 - -' - - - 35.0 i 30.0 ------ -=----- =-- ------- ---- - ---- — ---- O. Y25.0 --------- - ----- -- — -- — - -...-•---' ------- - C 20.0 -- - - -- - -- ---- , E , 0 15.0 - ------------ --' - - - - - - - - 10.0 -- -- - - - -- - -- ---------- - - 5.0 ,.. i -- - - ------ - - 0.0 . O N V CD O O N V O m O N V (D O O N V CD COO N V CD CO CDI? 7 OR (D �(i O M 1- N (0 O V M M r. tD W V O N CD O O r (N V tr) I.- 00 0) N V' ID r tt7 CA N V uO CD CO O N V W r r r r r r r N N N N N N N M CO M CO x Moment Capacity — -Moment Effective I AHU 1 Cap Joist Modification RTU 3 Page 3 of 6 SINGLE-SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC 13th Edition (ASD)W, M, HP S, C,or MC Shapes Subjected to X-Axis Bending Only Project No.: 20046 Pro'. Name: Planet Fitness-Zephyrhills, FL —Prep. By: BWL Date: March 27,2020 Pg 14 Input Data: *This spreadsheet is used for loading only. The W8x24 beam used below is a "dummy beam"and the beam self-weight is not included in the calculations. Beam Data: c Span Type? Simple e Span, L= 35.5000 ft. Simole Beam b Modulus, E= 29000 ksi t� a Inertia, Ix= _82.7_0 in A4* — Propped Beam +P +M +we Beam Size= W8X24 `I ly +wb Yield, Fy= 50 ksi Fixed Beam 4 4 4 4 4 +w Length, Lb= 0.0000 _ ft. ; E,I-T L 1.00 Cantilever Beam tIRRC Cb Nomenclature ' Beam Loadings: Full Uniform: Point Loads: a(ft.) P(kips) w=1 0.2000 kips/ft. #1: 6.26 0.51— Dead j Start End #2: _ Distributed: b(ft.) Wb(kipslft.)I a(ft.) we(kips/ft.) #3: —- - #1: #4: - — #2: #5: #3: #&: #4: #7: i #5: #8: #6: #9: #7: #10: #8: #11: #12: Moments: c(ft.) M(ft-kips) #13: #1: #14: ; #2: #15: #3: #4: AISC Code Check for X-Axis Bending: Lp= 5.69 ft. Results: Lr= 18.98 ft. fbx= 18.87 ksi End Reactions: Fbx= 33.09 ksi RL= 3.99 kips RR= 3.63 kips Mrx= 57.6_3 ft-kips MXL= N.A. ft-kips MXR= N.A. ft-kips S.R. =1 0.570 =fbx/Fbx Maximum Moments: Nodal Lat. Brcg Requirements: +MX(max)= 32.87 ft-kips @ x= 17.37 Ift. Pbr= 1.05 1kips -MX(max)= 0.00 ft-kips @ x= 0.00 ft. Pbr= 15.35 kip/in Maximum Deflections: AISC Code Check for Gross Shear: -A(max)_ -3.129 in. @ x= 17.64 ft. fv= 2.05 ksi +A(max)= 0.000 in. @ x= 0.00 ft. Fv= 20.00 ksi A(ratio)= U136 S.R. = 0.103 =fv/Fv AHU1 App Joist Modification RTU 3 Page 4 of 6 Shear Diagram 4.0 - - - - -- -- - -- - 2.0 ---- ----- - -\=------- _ -- --- — ----- - --- - 0.0 O N CO oD O N V CO t0 O N V• CO Co N t (D aD O N (0 w O Uf O) M f" N (O O M tt) 0) .Q: CR N (D O U� .00 O r N (0 n W W r N r L C) N 7 In (D CO (D N V• In �--• �— _�(�_ N N N N N M M M v) -------------- I -- --- - - i \ \ l -6.0 .__-__.._...__...__... -.._._.....- - - --•--- - - - - I t i Shear Applied — —Shear Capacity t Moment Diagram 45.0 40.0 — - - - - -----___ ------ 35.0 ----------------------------------=-- ---- -- -- i i 30.0 a --- ---- -- --- --- ...-- -- — - --- C. 25.0 ---- - - - - - ----- - I 20.0 � I E 15.0 -- -- - - - - - - -- o 10.0 5.0 - -- - - -- - - 0.0 O N V (D O O_ N a CO O O N V (D CO O N 'V• O O O N v O CO O O O N (O ID CA M r N O O O M_ n LO 0) t O N CO O I(7 O .- N V' In r• M M (V V' In CO W N 'V' U7 CO CO M " •- In r r r r r r r N N N N N N N M CO M P•) Moment Applied — —Moment Capacity AHU1 App Joist Modification RTU 3 Page 5 of 6 D S C Ch (hIPjA A,A,AIA'A:A,A•A W WIW.W;WIWiW'W;W:W NiN°N NiNiNIN NfNIN i , .� O-CO.Oo'V,O.Cns A'W'NI� O!CD 00 --A (3)01 AIW:N�-��Oi CO I CAI VI CA:UI,AIWINy-r.!O CoIco!V 0) a, 4'. w;l N;�10;O:Cp V.o M AICA); �• i I I I I I t I I j _ _ _ J W,W'WIWIW W,WIW NINiN N NiN N,N N NNIN N N �I� '•--� --� -� -� -� j •--� --gy p CD OD:V V (A Cn A A!WIN N --*• Cn'AA;WIN -•'.-�?O CD:CD'OoV O 6, Cnf•PiA W N'N j O�CD (DICO V �l W C7i A�A W N NI-� O I. �. 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Name: Planet Fitness-Zeph rhills, FL Prep. By: BWL Date: March 27,2020 Pg 17 Information from Joist Assumptions: Existing Joist 16K2 ' RTU Wt. 1.54 k Joist Depth 16 in. Rtu Length 5.266 ft Joist Spacing 5.00 ft. Rtu Width 8.307 ft Span Length 23.00 . ff. (4/3)* Rtu PSF 46.94 psf Roof Dead Load 100.00 pif Trib Area#1 10.9 ft^2 Roof Live Load 100.00 pif (5.26672 x 8.30772 trib) Total Actual Exist. Load 200.00 pif Total Allowable Load 277.00 pif F Additional Load Applied: i f Moment Add']Needed 0.00 ft-kips Shear Add'I Needed 0.00 kips ' weq=8*M/(I^2) 0 pif weq-2*V/I 0 pif I PSF Add1=weq/spacing 0.0 psf<3psf PSF add'I=weq/spacir 0.00 psf<3psf, No V Reinf. 1 No Mom.Reinf 3psf=weq/spa=>weq= 15 plf Moment Reinforcing: V=weq*1/2= 172.50 lb or greater required Flange is OK! 0 lb-ft d=16in-1.5in= 14.5 in T=C=(0.0lb-ft)(12in/ft)/(14.50in)= 0 lb Ft=(0.60)(36,000psi)= 21600 psi Areq=(O.Olb)/(21,600psi)= 0 in Dreq-!Based on Two Bars!= 0 in Use 2 1/2 in diameter A 36 Rods @ Top&Bottom Chords Aprov=0.39 in'>Areq=0.00 in OK! fc=(0,01b)/(0.39inZ = 0.0 psi rx=0.500in/4= 0.125 in (KUrx)max= 200 Fa=(12)(PI)2(29,000,00Opsi)/(23)(200)1= 3733.285 psi Max Weld Spacing=(200)(0.125in)/(1.0)= 25 in Use 12 in Use 1/8"X 2"Welds @ 12in o.c.Each Side of Rods OKI i Shear Reinforcing: Web is OK! 0 lb j T=(0.01b)/(0.707)= 0 lb At req=(0.01b)/(21,600psi)= 0 in rmin=(16in/0.707)/(200)= 0.113154 in Use 1 L 1 1/4 X 1 1/4 X 3/16 Aprov= 0.434 in rprov= 0.244 in OK! 11 Joist Modification RTU 4 Page 1 of 6 . ..ram'"-a�w�•' � -,_. 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N N N + N + W 1iV�t W N W N A N A W N W A rn A N A m A t1t Cif in rn N to W rn A m A a m WW m m N N m W O to O N N to N t0 to N A tD v � Ot V V to O m m to to W rn m to V N O O p th O Vi Q O O rn O O m m V IVdw`r`:cw � 5..,.:: Xt,-:"fit' wk�r^�?a3 m,:�'`' wt;'�f':K��+5�Wc"Aa;� :� "., •t �t r vr 7. .;. ': ,�M xF ,�,,,f.N, i.' ;� f ^^"� a� SINGLE-SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC 13th Edition(ASD)W, M, HP S, C, or MC Shapes Subjected to X-Axis Bending Only Project No.: 20046 Pro'.Name: Planet Fitness-Ze h rhills, FL Prep. By: BWL Date: March 27, 2020 Pg 18 Input Data: 'This spreadsheet is used for loading only. The W8x24 beam used below is a "dummy beam"and the beam self-weight is not included in the calculations. Beam Data: c Span Type? Simple e Span, L= 23.0000 ft. Simple Beam 72717 b Modulus, E= -29000 ksi a Inertia, Ix= 82.70 in^4* Pr000ed Beam +P +M +we Beam Size= W8X24T ; +wb Yield, Fy= 50 _ ksi Fixed Beam +w Length, Lb= 0.0000- ft. AL EJ-1 L Coef.,Cb= 1.00 Cantilever Beam RL x RR Nomenclature Beam Loadings: Full Uniform: Point Loads: a(ft.) P(kips) W= 0.2770 kips/ft. #1: Start End #2: Distributed: b(ft.) Wb(kips/ft.) a(ft.) We(kips/ft.) #3: ----__ --T-_— #2: #5: #3: #6: #4: #7: #6: #9: #7: #10: #8: #11: #12: Moments: c(ft.) M(ft-kips) #13: #1: #14: #2: #15: #3: #4:1 1 AISC Code Check for X-Axis Bending: .x1: r ,/jer�t�rar�= (700 I Fx23 f4A) Lp= 5.69 ft. Results: ? C 1` _ Pyh Lr= 18.98 ft. �•3 F fbx= 10.52 ksi End Reactions: Fbx= _ 33.09 ksi RL= 3.19 kips RR= 3.19 kips Mrx= 57.63 ft-kips I XL= N.A. ft-kips MxR= N.A. ft-kips S.R. = 0,318 =fbx/Fbx Maximum Moments: Nodal Lat. Brcg Requirements: +Mx(max) = 18.32 ft-kips @ x= 11.50 ft. Pbr= 0.58 kips -Mx(max)= 0.00 ft-kips @ x= 0.00 ft. (ibr= 8.55 kip/in Maximum Deflections: AISC Code Check for Gross Shear: -Amax)= -0.727 I in. @ x= 11.50 Ift. fv= 1.64 ksi +A(max)= 0.000 in. @ x= 0.00 ft. Fv= 20.00 ksi A(ratio)= U380 S.R. = 0_.082 =fv/Fv i I AHU 1 Cap Joist Modification RTU 4 Page 2 of 6 Shear Diagram 4.0 - --- -- -- -- ` 3.0 �- - -- ------ - --- =- - -- 2.0 1.0 - ----------- ---- --- a 0.0 O N It [o 0 N t CO co O N � O N v co, O N CD O O 07 N t� lD (O u) Cl) N N O o0 r O LL7 ar V' (M N O O ` Q) o O e- N M ((i to I- N 61 O N - h rfl .~-- O O O N M 1 N N N N N -2.0 , I ----------------------------------------- t -4.0 -- ------- -------- -- -- - - -- - - - --- --- ----------- I Shear Capacity — -Shear Effective I Moment Diagram 20.0 18.0 - - - - - - —. ------ _ I 16.0 �.. - - -- --- - --- ----------- -_-'- --------- -- - --- -' i 14.0 -' - --- --- - - ------- —------------ --- I ' a12.0 =----— ----- —--- - -- ---------- - - -- - - ---- Y 10.0 I ' aCi i : O 6.0 = - --.--- - ----—- - - - ---- ---- -- -- ' i I 4.0 - -' -- - - - - . . - - - -- ---- - - 2.0 - - - ------ -- -- -- - ------ ---- - -- - -- -- - --- - -- --- -- 0.0 CDN V (O W O N •d• (D W O N_ V (D cO O N Q O O O N V (O o0 O O O OD I, w (O Iq '? M N N O W W O r O m V M N O O N N N N N x Moment Capacity — -Moment Effective AHU 1 Cap Joist Modification RTU 4 Page 3 of 6 SINGLE-SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC 13th Edition (ASD)W, M, HP S, C, or MC Shapes Subjected to X-Axis Bending Only Project No.: 20046 Pro'. Name: Planet Fitness-Zeph rhills, FL Prep. By: BWL Date: March 27, 2020 Pg 20 Input Data: 'This spreadsheet is used for loading only. The W8x24 beam used below is a "dummy beam"and the beam self-weight is not included in the calculations. Beam Data: c Span Type? Simple e { Span, L= _23.000_0_ ft. Simoie Beam b Modulus, E= 29000_ ksi t a Inertia, IX= V82.70 in.^4" — Proaped Beam +P +M +we Beam Size= W_SX24 \I I +wb Yield, Fy= 50 ksi Fixed Beam +w Length, Lb= 0.0000- ft. ? E,I L Coef.,Cb Cantilever Beam RL x RR Nomenclature Beam Loadinqs: i Full Uniform: Point Loads: a(ft.) P(kips) w= 0.2000 kips/ft. #1: 5.26 0.51 Dead Start End #2: Distributed: b(ft.) wb(kips/ft.) a(ft.) we(kips/ft.) #3: #1: #4: #2: #5: #3: #6; #4: #7: #6: #9: #7: #10: #8: #11: #12: Moments: c(ft.) M(ft-kips) #13: #1: #14: #2: #15: #4: AISC Code Check for X-Axis Bending: Lp= 5.69 ft. Results: Lr= 1_8.9_8 ft. fbX= _8.39 ksi End Reactions: Fbx= 33.09 ksi RL= 2.69 kips RR= 2.42 kips Mrx= _ 5_7.63 ft-kips MXL=1 N.A. ft-kips MXR= N.A. ft-kips S.R. = 0.253 =fbx/Fbx Maximum Moments: Nodal Lat. Brcg Requirements: +Mx(max)=1 14.61 ft-kips @ x= 10.91 ft. Pbr=1 0.47 kips -MX(max)= 0.00 ft-kips @ x= 0.00 ft. (ibr=1 6.82 kip!in Maximum Deflections: AISC Code Check for Gross Shear: -A(max)= -0.585 in. @ x= _1_1.36 Ift. fv= _1.39 ksi +A(max)= 0.000 in. @ x= 0.00 ft. Fv= 20.00 ksi A(ratio)= U472 S.R. = 0.069 =fv/Fv AHU1 App Joist Modification RTU 4 Page 4 of 6 2� i Shear Diagram j 4.0 3.0 --- -------------- - -- - ' -- - — ----- z.o -- =--- -- _ ------•------•-----......_..- ' - - -- - - = --- --- - -' - - - -- 1.0 --- - - --- -:- --------- Y 0.0 LM N c0 O N (0 oo O co O N �t (D oo O N •c!' (0 c0 O ! (Q Q O) N t` (D O 10 M N N O 01 00 r` O Iq 'It 'Itq N O O N M "t LD (D r— 0 0 O N (O - (D W G7 O N c) r r r r r r r N N N N r (n_1.0 ------- r , -2.0 __.__ -__- I -3.0 '---------- ---- --- ...-...-. -- -- - - -- ------- -- --— - -4.0 I Shear Applied -Shear Capacity i Moment Diagram 20.01.;.. -'- - - - - - - 18.0 16.0 , 14.0 i - ----- — ------- --_-- -- —-------------- — —..._ l W12.0 - - ----—--- — = -=---------- ---, - - -- -- -- - -- ----- - ---'-- C. 10.0 C 8.0 ' - - - :--- - - - - - - - -- -- - I , E , 0 6.0 - - -- - - --- - - — —--- --- ----- --- - - 2.0 ------ - - - -- - -- ---- - 0.0 00 � �f O O O N (D c0 O N_ Vt (D co O N at (D co O N et (D co O rD !` O O to ,t M N N O D) aD c0 ti O O <t M N O O 0 O r N M t (O (0 r` oo Q) N M r r r r r r r r .-• r r N N N N Moment Applied — -Moment Capacity AHU1 App Joist Modification RTU 4 Page 5 of 6 m C:) C:) C) C) .61C:)�n C:) C� 0 i C) a a C) C) C) C) 0 C:) C) C) C),C) CD o&.'O CD C) C) C) 0�C),c)I i c) "0 1 o1c:)ic0)1c:,1 1 C�! 5;C)1 0 010101010,10 6601,010PIU00010 01010 01010toi0i Ch ru (1) CD 0 01 00 Cq i N C14 N C\1 C14 04 04 Cj C4 IN IN 04 C\1 It- Ul � � � � � 0 � 5 i cc) Zo (.C) Lo 1 .1 . O� cil -� i ; (9 C� .�q '7"7'-. 0 CU -a cp lcqlLql-� cl (1i q a) co,r-- Cc CD OTRiCR r--: (q -i -,�I cl I"�7�6 C:) 9 C)I C> C> C=; C516,c:5161 (P r-: OR;CD i V:i.ccil Lq O�I rz c-, -Pr O�t -9 1 -P C1 171'. 7!Lq CD CD CD c3i 6 � � � Joist Modification under RTU -5 i Project No.: 1 20046 Proi.Name: Planet Fitness-Zephyrhills, FL Prep. By: BWL Date: March 27,2020 Pg 23 I Information from Joist Assumptions: i Existing Joist 22K6, RTU Wt. 2.7 k Joist Depth 22 in. Rtu Length 7.063 ft Joist Spacing 5.00 rt. Rtu Width 10.14 ft Span Length 36.50 - ft. (4/3)' Rtu PSF 50.27 psf Roof Dead Load 100.00 ptf Trib Area#1 17.9 ft^2 Roof Live Load 100.00 pif (7.06372 x 4'-3 1/2"joist trib) Total Actual Exist.Load 200.00 pif 761.8343 Ib Total Allowable Load 257.00 1pIf $�u i! Additional Load Applied: ! Moment Add'I Needed 1.72 ft-kips Shear Add'I Needed 0.51 kips weq=8'M/(I^2) 10 pif weq-2'V/1 28 pif PSF Add'I=weq/spacing 2.1 psf<3psf PSF add'I=weq/spacir 5.61 psf>3psf V Reinf. Req'd No Mom.Reinf 3psf=weq/spa=>weq= 15 plf { Moment Reinforcing: V=weq'1/2= 273.75 lb or greater required Additional Moment Capacity Required! = RE/NF e.�cywhE Glf'lG'x 1724 lb-ft TrY47%.,v2.1,& /ADS Snot d=22in-1.5in= 20.5 in T=C=(1,724.4lb-ft)(12in/ft)/(20.50in)= 1009.381 lb Ft=(0.60)(36,000psi)= 21600 psi Areq=(1,009.41b)/(21,600psi)= 0.046731 in i Dreq-!Based on Two Bars!= 0.172481 in Use 2 1/2 in diameter A 36 Rods @ Top&Bottom Chords Aprov=0.39 in'>Areq=0.05 in2 OK! fc=(1,009.41b)/(0.39in2)= 2570.4 psi i rx=0.500in/4= 0.125 in (KUrx)max= 200 Fa=(12)(PI)2(29,000,000psi)/(23)(200)2= 3733.285 psi Max Weld Spacing=(200)(0.125in)/(1.0)= 25 in Use 12 in Use 1/8"X 2"Welds @ 12in o.c. Each Side of Rods OK! Shear Reinforcing: Additional Shear Capacity Required! = 512 lb T=(512.1lb)/(0.707)= 724.2799 lb At req=(724.31b)/(21,600psi)= 0.033531 in rmin=(22in/0.707)/(200)= 0.155587 in ; Use 1 L 1 1/4 X 1 1/4 X 3/16 Aprov= 0.434 in2 rprov= 0.244 in OK! A Joist Modification RTU 5 Page 1 of 6 i i- SINGLE-SPAN BEAM ANALYSIS and AISC ASD CODE CHECK € I For Simple, Propped, Fixed, or Cantilever Beams Using AISC 13th Edition (ASD)W, M, HP S, C,or MC Shapes Subjected to X-Axis Bending Only Project No.: 20046 Pro'. Name: Planet Fitness-Zephyrhills, FL Prep. By: BWL Date: March 27,2020 ? Pg 24 t Input Data: *This spreadsheet is used for loading only. The W8x24 beam used below is a "dummy beam"and the beam self-weight is not included in the calculations. Beam Data: c Span Type? Simple e Span, L= 36.5000 ft. Simple Beam b Modulus, E= 29000 ksi 1, a Inertia, Ix= - 82.70 _ Propped Beam +p +M +we Beam Size= W8X24 r +wb Yield, Fy= 50 _ ksi Fixed Beam +w Length, Lb= 0.0000 ft. E,I-J L Coef., Cb= 1.00 Cantilever Beam RL x IRR Nomenclature Beam Loadings: 1 Full Uniform: Point Loads: a(ft-) P(kips) W= 0.2570 kips/ft. #1: Start End #2: Distributed: b(ft.) Wb(kips/ft.) a(ft.) We(kips/ft.) #3: --- - --- -- - - - --- - -- - ---- ---- - -- -- #2: #5: #3: #6; #7: #10: #8: #11: #12: Moments: c(ft.) M(ft-kips) #13: #1: #14: ' #2: #3: ------ ------- --------- --- #4: AISC Code Check for X-Axis Bending: Results: �7ur4L- �X1Y I,UH U=C'ZOn�o lF�(,36. �fJz� Lr= 18.98 ft. fbx= 24.57 ksi End Reactions: Fbx= 33.09 ksi RL= _ 4.69 kips RR= 4.69 kips Mrx= 57.63 ft-kips MxL= N.A. _ ft-kips MXR= N.A. ft-kips S.R. =1 0.743 =fbx/Fbx Maximum Moments: Nodal Lat. Brcg Requirements: +Mx(max)= 42.80 ft-kips @ x= 18_25 ft. Pbr= 1_36 kips -Mx(max)= 0.00 ft-kips @ x= 0.00 ft. pbr= 19.99 kip/in Maximum Deflections: AISC Code Check for Gross Shear: -d(max)_112--- in. @ x= 18.25_ ft. fv= _ 2.41 ksi +A(max)= in. @ x= 0.00 ft. Fv= 20.00 ksi A(ratio)= S.R. = 0.121 =fvlFv AHU 1 Cap Joist Modification RTU 5 Page 2 of 6 a Shear Diagram 1 4.0 I---------- ------- -' -- - - ----------- --- - ----- - - ---- --- - --- -- - 2.0 -= --- - - --- -- -- ----- - - ---- 0.0 L O (O N 00 V' O (D N CO T O O N V• O (O N 00 d' O CO T G0 O O 'T M M ClD N U7 (O U3 O - M (0 N f� N (O O U] d O r N V (D (� M O M V' U7 n C CO V (D rl O O N (M U7 (O r r r r r N - N N N N M Cl) N) M M -4.0 i F -6.0 - - --- ---' -'- — — — ---- --- -- ---— ? f Shear Capacity — -Shear Effective Moment Diagram 45.0 i - - - -- - - - - i 1 40.0 ' ---- ---------- --- ----------------- I , 35.0 -- - ---- - - --------------- - -- -- ---- .� 30.0 a I Y25.0 -- - - - --- ------ -- - - - -- ------ -- ---- - - ------=- --- -----' i , t C 20.0 I-- ------ _...- ------— I 10.0 5.0 0.0 - O (O NCO It CD (D N M a O (O N C0 <f O (0 N M U0 N a0 7 O O 01 (h a0 17 t N (0 (D O U) W 0) M N N I+ O N V7 U7 O Lq , r r r r r r r N N N N N N N M M M M M M x F Moment Capacity — -Moment Effective I AHU 1 Cap Joist Modification RTU 5 Page 3 of 6 I I F 1 SINGLE-SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC 13th Edition (ASD)W, M, HP S, C,or MC Shapes Subjected to X-Axis Bending Only Project No.: 20046 Pro•. Name: Planet Fitness-Zeph rhills, FL Prep. By: BWL Date: March 27, 2020 Pg 26 Input Data: *This spreadsheet is used for loading only. The W8x24 beam used below is a i "dummy beam"and the beam self-weight is not included in the calculations. I Beam Data: c Span Type? Simple e Span, L= 36.5000 ft. Simple Beam b i Modulus, E= 29000 ksi l; a Inertia, Ix= 82.70 in^4* — Propped Beam +P +N1 +we I Beam Size= W8X24 z +wb Yield, Fy= 50 ksi IN Fixed Beam +w z Length, Lb= 0.0000- ft. E,I-? L Coef., Cb= _ 1.00 - Cantilever Beam RL x RR Nomenclature Beam Loadings: Full Uniform: Point Loads: a(ft.) . P(kips) w=1 0.2000 kips/ft. #1: :-15.71 0.76 Dead Start End #2: :22.77 0.76 Dead Distributed: b(ft.) wb(kipsift.) a(ft.) we(kips/ft.) #3: -- #1: #4: #2: #5: ! #3: #6: - - - - -- #5: #8: #6: #9: i #8: #11: #12: Moments: c(ft.) M(ft-kips) 913: - ----------- -- #2: #15: #4:1 AISC Code Check for X-Axis Bending: Lp= 5.69 ft. Results: Lr= 18.98_ ft. fbx= 25.57 ksi End Reactions: Fbx= 33.09 ksi 4.45kips ft-kips= 4.37 kips RR= 57.63 MxL= N.A. ft-kips MxR= N.A. ft-kips S.R. = 0.773 =fbx/Fbx Maximum Moments: Nodal Lat. Brcg Requirements: +Mx(max)= 44.53 ft-kips @ x= 18�04 ft. Pbr= 1.42 _ kips -Mx(max)=1 0.00 ft-kips @ x= 0.00 ft. (ibr= 20.80 kip/in Maximum Deflections: AISC Code Check for Gross Shear: -A(Max)= -4.380 in. @ x= _ 18.30 ft. fv= 2.29 _ ksi +A(max)= 0.000 in. @ x= 0.00 it. Fv= 20.00 ksi A(ratio)= L/100 S.R. = 0.115 =fv/Fv 1 AHU1 App Joist Modification RTU 5 Page 4 of 6 2� Shear Diagram j 6.0 ; — -- — — --- — —.— -- --- —---- — ----- ----- -- -- ------ — — --- — — — — r 4.0 r I � 2.0 y-- -- —----- --- --------—-- — -- —--- — —-------— i 0.0 . . . . . . . . . . . . ; b O N c0 Y O (D (V m O O (D C11CO D It • NO) M oO M r (D • LL(�D0 O d D V' O h �_ M v (D f` M O N M Ln (O U) cm N N N N M M M Cl) M I , 1 I I i -4.0 1 -6.0 •-------- ------- ----------—---------------------------------------- — ---------------------------------- — — Shear Applied — -Shear Capacity Moment Diagram 50.0 i— — — — — — -- — i i i 45.0 40.0 i------— — -- — -- — — — - — ---- — — — — -- — s 35.0 ;— — ... -- ------ ------- — —— — --- — — — — --- ——— — — ——— -- — ..._ 1 I ' y30.0 ;- - -- - -- -------- - ---- --� 25.0 - � i 20.0 — — — -- — — — — — — — O 15.0 ' — — = — = — — — -- — -- — 10.0 ; —. ..._.._. _ 5.0 -- - - ----- - - - - - - -- - -- - --- 0.0 O to N 00 O (D N o0 C O (D N 40 •t O (D N 00 Tt O (D _N 00 't O O 7 G� CM 00 M f` N (D (D O (r) O) V O M VI: N 00 N t (D 1(� O Ur O r N V' LO 1` CO O r CO 't (O P N O CO -t (O 1, 0) CD N M (n O , r 2 N N N N N N N M n M M M Moment Applied — -Moment Capacity i I AHU1 App Joist Modification RTU 5 Page 5 of 6 i Y I I f I I I. - O olo o O OO O O o O o O O O O O O O Oi O O v' M- O NIv' OI'd- O!Ot0 O{O 0i0'O:OIO:O O 01010 OlOi010,0 O O OIOO 01601 10 OIO O O pI0 O�OffIO O O O OIO 1�- MItO (` ti (O �' T�{�IN OfOiO O;OIOOIOIO OIOIO OjOIO O{OIOOIO (fl cO O O OC{O O O O O O O OIO O�OIO O O O 6 0 O rjriT T�T r r+0 O O{{OIO 010±0 OlOjO 010 0 O;OIO OiO OlOiO � (U C I I II I . Y M`• i I I I I I a -oYYYYYYYYYYYY6YYYYYYYYUUIC7C9000zlz C� U' YYIYYIYYYIYIYY;YIYYIY;YIYY'YX'Y � o ( 0 0 0 010 010 O O,O 010 0 0 0 0 O O O O O Z Z,Z ZI 01010 OIO O O O?O Os0.0 OIOIOIOIO O O O I ; , Iillil ! i � lli Ii . � I ; IIj ': II � I I ! ; ' ' I � x CL) v I I � >✓ O O O O O C, C) O r to O M N M O tp O CO N W CM O'O O O OI�O O!OIO O � :1-,. :1-1- O N CO;v' 0 (OIr O OIOi0I0:0M6 O O O O O O O O O O T T r N N M M M d' v' N r O0 O O O O O I O I O O 'd; �' M N N O O!OIO Oj0Oo 0 0 0 C) oa 0 0 0 a o 0 0 0 0 0 0 0 0 0 0 OOO O O O Oi010 O OIO O 0 0 Olo;o o10 0 ol0I0I0:0` tt t t t t t t l t t I � LU o ca -pYYYYYYYY (9,(j'(9'(9 '(9 (9"(9;(�:(9 (g (g;,(g';(�;.(91YYIYYYY YYYY (�:000.(7.U (9!000U'UIUi4iRo;— IYY;Y ML (1) 0!O10 010'OIO O Z Z z z�z z z�z z�z"�z 'z z z O�O{O OIO O O�O�OIO z�z�'zf.z.�z Zlz�z zIz'�z ZiZIOIOIO ocoz w O 1010 O Oi0 O 010�0 0 0 0 0 C) C) O O.O O O O O OHO O'Oj0 O O!O OIO O CI O O O O O OIO10 010 0 OiOt-o�-o OO O co (p OO M QO II OO CO CO 00 d0 CO C1O OR M OD CO c0 OO M I OO OR W O f CO CO 00 M I M DD [O 00 M (>D I M O I M 00 0O I co 00 l oo I CO I M Co I Oo oo 00?Oo In UN N N N NIN N N N N N NN N NN NIN N NIN N NINN N NIN N NIN N�NN NIN CV N N N N'NIN NININ N?NN!NpMM) dd v dd d ddv v v v v ofv vJet v v v � �riv v-!v- oiS d .0 •U m OINtCl) v,Lo co co O O iM 'IT LOI CD m I-If1`h 1` I� f�II�II-?1-'1-'T:O Oi001C0 uOlv'Icei ri0:0 cc) co O d•IM+NlOdO CO QCO (f7IM r O)�� tq M r O 00�C0 v' NlOICO (O tOIM rlr�r r:TiT rlTlr rITIr rIMI� CO100 O NjV"CO OOIOIrIM•ui1I- (D iC,Itc L (p 'V' v';v' v M co co Mh M M CV N N N4pCV r {� i-1rlr -j�-1�- �'�Ir' r Ea-:� t N NININ NIMiM ICOiM ICO MI�'•'V'=V'Id' i I I I t . 1 t t t t t t t t O ca CA U I I i C ! 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C � CO d• C'7 q C,4 - O TAM v.�CO III O OO�CPIrINId' �If�t00 O)IriN �t IMO If�I00IOIr�M!� O QCI' v'Iv C+') C+71M�Ch Ch ('M co N�NIN N Nf N NI'+-' r T r�a- o+0I0 O�O�O OIO10 (j�r r NIN:NININ1N NIC7;M M;M:MIC'9f'd'jd'i'cfl�1' C L t t t t t t t t t t t t O fA w ¢ CO I I i i � I I i I I p O O O O C) CD O O10 Of0 O O O10 OIO O OIO O O!OiO O O;O OIO�O OIO OIO;QSO 030I0 O O!O O.OIOIOIOt01010 O O O O OIO 0 0 0 O O O O O O O C) C) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C) O10 O OIO10 O{OIO O10'O O;O O MI(O (A N DO r 'd'IM�IO M CD O N MO Wlr d' N O M COIO N to M r d' ti O M CO ONIMnIao r:'V'I1� CD co CO (AIN!t0 aolrly 1�IO x O r- r O) M co r "r rLo- co O f- v' N O (OIv' r 0p (O M O (� CO N M� 1� v: r�M (OiM OI007LO;NIOM1��'�7 NI(S)�CO M?TI00 10,M;O f�iO C O I T N N (''1 d' tCJ 0 t` CO 00 o O O .--(N M C7 d' LO CD (O f� OO CO 0 O �- N C+J d' C'I O I(O �'ti 06 Qi+0;I O +N j N (+i I d'16 MC)�M r�r Tir �--• T r T rIa- r a-t" -- N NIN NIN NIN,NININ4NIN N;N,C'M CO Cl)!CO M CI),CO.MGM I ,' I I i I � I I ? I I I ' I i i I • C I 'O rjNIM V'1M17 CO 1`;MQ) O TIIN M''N d' LA (O at` CO Oi01 INvM:V"Mflt(Oil�'CO;OIOIr,N!Mld'jMn l(O,I� N O)•O.r ,O rINIMIttICn COIF OO WI I I I ( f 1 I (N{N1N N'NNIN;NININIMIMIMEM:M':M!MIMIM:M 'cY"d''"•c}"v'Iv'IV';'d"'V"V':v"(O U') T T T r r r r r r r CL II � I � i Ii � II 11 j I T- Z a i f Joist Modification under RTU - 5 (Half-Load) Project No.: 20046 Proj. Name: Planet Fitness-Zephyrhills,FL j Prep. By: BWL Date: March 27,2020 4 Pg 28A Information from Joist Assumptions: i Existing Joist 22K6 RTU Wt. 2.7 k i Joist Depth 22 in. Rtu Length 7.063 ft Joist Spacing 5.00, ft. Rtu Width 10.14 ft Span Length 36.50 ft. (4/3)• Rtu PSF 50.27 psf Roof Dead Load 100.00 pif Trib Area#1 17.9 ft^2 Roof Live Load 100.00 pif (7.06372 x 4'-311272 joist trib) Total Actual Exist. Load 200.00 pif 380.9172 Ib Total Allowable Load 1 257.00 pif Additional Load Applied: Moment Add'I Needed 0.00 ft-kips Shear Add'I Needed 0.11 kips weq=8*M/(I^2) 0 pif weq-2*V/1 6 pif ' PSF Add'I=weq/spacing 0.0 psf<3psf PSF add'I=weq/spacir 1.21 psf<3psf, No V Reinf. No Mom.Reinf 3psf=weq/spa=>weq= 15 pif Moment Reinforcing: V=weq*I/2= 273.75 lb or greater required Flange is OK! 0 lb-ft i d=22in- 1.5in= 20.5 in T=C=(O.Olb-ft)(12in/ft)/(20.50in)= 0 lb Ft=(0.60)(36,000psi)= 21600 psi Areq=(O.Olb)/(21,600psi)= 0 inZ Dreq-!Based on Two Bars! = 0 in Use 2 1/2 in diameter A 36 Rods @ Top&Bottom Chords Aprov=0.39 in >Areq=0.00 in' OK! fc=(0.01b)/(0.39in2= 0.0 psi rx=0.500in/4= 0.125 in (KUrx)max= 200 Fa=(12)(PI)1(29,000,000psi)/(23)(200)2= 3733.285 psi Max Weld Spacing=(200)(0.125in)/(1.0)= 25 in Use 12 in Use 1/8"X 2"Welds @ 12in o.c. Each Side of Rods OK! Shear Reinforcing: Additional Shear Capacity Required! = 110 lb ; T=(110.41b)/(0.707)= 156.1499 lb At req=(156.1lb)/(21,600psi)= 0.007229 in rmin=(22in/0.707)/(200)= 0.155587 in Use 1 L 1 1/4 X 1 1/4 X 3/16 Aprov= 0.434 in rprov= 0.244 in OK! 11 Joist Modification RTU 5(Half-load) Page 1 of 6 � / i ! \ � ` � � ' ^ / � i | / � � � ! | ' � / � , ` � ! � � / | SINGLE-SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using ISC 13th Edition (ASD)W, M, HP S, C,or MC Shapes Subjected to X-Axis Bending Only _Eroject No.: 20046 Proj. Name: --Planet Fitness-Zephyrhills, FL Input Data: *This spreadsheet is used for loading only. The W8x24 beam used below is a "dummy beam":and the beam self-weight is not included in the calculations. Beam Data: Span Type? __Sin�ple 36.5006- ft. — Wb+ Beam Loadings: Nomenclature Full Uniform: Point Loads: a(ft-) P (kips) Start End #2: Distributed: b(ft.) Wb(kips/ft.) e(ft.) We(kips/ft.) #3: #4: AISC Code Check for X-Axis Bending: Maximum Moments: Nodal Lat. Brcg Requirements: Maximum Deflections: AISC Code Check for Gross Shear: LE L& ' AxuICap Joist Modification nrun(Half-mao) Page uuvo ' Shear Diagram 6.0 j 4.0 2.0 so.o . . . . O (O N OO V O c0 N CDsf O (D N O 0 N GO - O (a N w V• O 1 O W P7 00 CO. Il N (O (O O U- O q fO N f: N (O Ut O O N 4 r (V V Q n Go O O CO at M h 0 o N M uli M -_ N N N N N M M M M M Cn -2.0 t -4.0 ! - - - -- ---------- - i I -6.0 -- -- - ---- -- - ------- ---- --- — ---- - Shear Capacity — -Shear Effective I Moment Diagram 45.0 ,---•------------------- - - - t 40.0 a------------ -- - -- - -- ----- - --- - -- i 35.0 ---- -- - --- ---------- = -- - - --- - - --- - - - 30.0 -- - --- -- - ------- - -------------------------------- rL i — Y 25.0 -- - - - - -- --- -- - - - - - 20.0 I ---- --- --=-------- E 0 15.0 - 10.0 i - = - - --- I 5.0 -- 1 , 0.0 - O O N W V O to N O O '7 O M f0 M 1� N (O cV- (Op CO LLN'7 G07 V G0 � ONO N n N q IR O Iq O r N V to r CO O M er (p r cp O M V M n O O (V CO M r r r r r r r N N N . N N N M CO M M CO M X Moment Capacity — —Moment Effective i AHU 1Cap Joist Modification RTU 5(Half-load) Page 3 of 6 r i j i ( SINGLE-SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC 13th Edition (ASD)W, M, HP S, C, or MC Shapes Subjected to X-Axis Bending Only Project No.: 20046 Pro•. Name: I Planet Fitness-Ze h rhills, FL Prep. By: BWL Date: March 27, 2020 Pg 28D Input Data: *This spreadsheet is used for loading only. The W8x24 beam used below is a "dummy beam"and the beam self-weight is not included in the calculations. 1 Beam Data: c Span Type? Simple_ e Span, L= 36.5000 ft. Simole Beam b Modulus, E= 29000 ksi ty a Inertia, Ix= 82.70 in^4" — Propped Beam // +P +M +we Beam Size= W8X24 +wb Yield, Fy= 50 _ ksi Fixed Beam +w Length, Lb= 0.0000_ ft. Ej L Coef., Cb= T1.00 Cantilever Beam RL x RR Nomenclature ! Beam Loadings: Full Uniform: Point Loads: a(ft.) P(kips) i w= 0.2000 kips/ft. #1: 15.71 0.38 Dead Start End #2: 22.77 0.38 Dead Distributed: b (ft.) wb(kips/ft.) a(ft.) We(kips/ft.) #3: #2: #5: #3: #6: - - - - - - : #5: #8: #6: #9: - - - - - - #8: #11: #12: ----- - Moments: c(ft.) M(ft-kips) #13: #1: #14: #2: #15: #4:1 1 AISC Code Check for X-Axis Bending: Lp= 5.69 ft. Results: Lr= 18.98 ft. fbx= 22.34 ksi End Reactions: Fbx= 33.09 ksi RL= 4.01 kips RR= 4.05 kips Mrx= 57.63 ft-kips MXL= N.A. ft-kips MXR= N.A. ft kips S.R. = 0.675 =fbx/Fbx Maximum Moments: Nodal Lat. Brcg Requirements: +Mx(max)= 38.92 ft-kips @ x= 18�15 ft. Pbr= _1.24 kips -Mx(max) = 0.00 ft-kips @ x= 0.00 ft. (3br=1 18.18 kip/in Maximum Deflections: AISC Code Check for Gross Shear: -,(max) _ -3.855 in. @ x= 18.28 ft. fv= 2.09 ksi +: (max) = 0.000 in. @ x=I 0.00 it. Fv= 2-0.00 ksi A(ratio)=l Uii4l S.R. = 0.104 =fv/Fv AHU1 App Joist Modification RTU 5 (Half-load) Page 4 of 6 Ci0� t Shear Diagram d 6.0 --- - - -- - --- - - - -' 1 4.0 2.0 1 - -- - - -- --- --- -- - --------- ---_--------- --- --- — ----, CL 0.0 L O CD N W at O O N O V O O N O CO N - O O CD N M V O CA M W M I- N (D (fl O O M N N V N O O d O r N h O O M a (D n N N N N N C+O•) M M M (07 t i -2.0 ; -- — -- - - -- --- - — -- -- -- i I i I i Shear Applied — -Shear Capacity ' Moment Diagram 45.0 - - - 40.0 —-------- -- -- -- ---- ---- — I 35.0 - i 30.0 j _.._.. - ------------- —- - - - ------ —-- C25.0 i------- -... ----- ---- --- ----- -- --— -- ---—-- —-- -- - -- -- - --- -' Y � i 20.0 ------ -- -- ---- ---- = ------- - -- ------- --- --- c I E 15.0 10-0 - 5.0 . O CD N CD 't CD (D N CO y O CD N O v O O N W v O O N COv O O C� C? 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Load 200.00 ' pif Total Allowable Load _515.70 pif w=(8•m)4A2=(8*1012112)/36.17A2 (see pg.29A) Additional Load Applied: I Moment Add'I Needed 0.00 ft-kips Shear Add'I Needed 0.00 kips j weq=8'M/(IA2) 0 pif weq-2'V/1 0 pif i PSF Add'I=weq/spacing 0.0 psf<3psf PSF add'I=weq/spacir 0.00 psf<3psf,No V Reinf. No Mom.Reinf 3psf=weq/spa=>weq= 15 plf Moment Reinforcinq: V=weq*1/2= 271.25 lb or greater required Flange is OK! 0 lb-ft d=22in-1.5in= 20.5 in T=C=(O.Olb-ft)(12in/ft)/(20.50in)= 0 lb Ft=(0.60)(36,000psi)= 21600 psi Areq=(O.Olb)/(21,600psi)= 0 in2 Dreq-!Based on Two Bars! = 0 in Use 2 1/2 in diameter A 36 Rods @ Top&Bottom Chords i Aprov=0.39 in2>Areq=0.00 in2 OKI fc=(0.01b)/(0.39in2)= 0.0 psi rx=0.500in/4= 0.125 in j (KUrx)max= 200 Fa=(12)(PI)2(29,000,000psi)/(23)(200)2= 3733.285 psi Max Weld Spacing=(200)(0.125in)/(1.0)= 25 in ! Use 12 in Use 1/8"X 2"Welds @ 12in o.c.Each Side of Rods OKI Shear Reinforcing: Web is OK! 0 lb T=(0.01b)/(0.707)= 0 lb At req=(O.Olb)/(21,600psi)= 0 in2 rmin=(22in 10.707)/(200)= 0.155587 in Use 1 L 1 1/4 X 1 114 X 3/16 Aprov= 0.434 in2 rprov= 0.244 in OKI 11 Joist Modification RTU 7 Page 1 of 6 y -V.", 'IVW gg g C5 ;c m ggg g - - - - ; . 0 -� At S A K x A x A x A A A A A A A ;r x K A A 0 0 0 0 0 0 o o o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E. ff O 0 m z tj 74 j� jG o Im 0 0 n 0 z um, m M 03 m m 0 Ilk. 0 CO) om () W -4 0 0 m CD >.Fi CD 2 n Q. Z* z 0 0 z Q zcam g g T g g > i. go 0 0 0 0 a a a > >• > > > 6 o 0 0 0 F:z! m 0 z 1: M 0 CL —0 30, vr 0 N N 0 m 0 o m A M. .1.1 NO i 1 SINGLE-SPAN BEAM ANALYSIS and AISC ASD CODE CHECK ' For Simple, Propped, Fixed, or Cantilever Beams f Using RISC 13th Edition(ASD)W, M, HP S, C, or MC Shapes Subjected to X-Axis Bending Only Project No.: 1 20046 Pro'. Name: Planet Fitness-Ze h rhills, FL ; Prep. By: BWL Date: March 27,2020 Pg 30 Input Data: *This spreadsheet is used for loading only. The W8x24 beam used below is a "dummy beam"and the beam self-weight is not included in the calculations. Beam Data: c Span Type? Simple e Span,L= 36.1670 ft. Simple Beam b Modulus,E= 29000 ksi a Inertia, IX= _82.70 in^4* Propped Beam +P +M +we Beam Size= W8X24 +wb Yield, Fy= 50 ksi Fixed Beam +w Length, Lb= 670 00 ft. E,I L Coef., Cb= ^1.00 Cantilever Beam RL x RR Nomenclature Beam Loadings: Full Uniform: Point Loads: a(ft.) P(kips) ; w=1 0.5157 kips/ft. #1: Start End #2: Distributed: b(ft.) Wb(kipsift.) a(ft.) We(kips/ft.) #3: #1: #4: #2: #5: #3: #6: #5: #8: #6: #9: - —. .. . . #8: #11: #12: _ Moments: c(ft.) M(ft-kips) — --- - -- #2: #15: #3: - ...--- ----- #4:1 1 AISC Code Check for X-Axis Bending: c Lp= 5.69 ft. Results: A,-r N16—t., ��lt vow (�a,OF)(//36 I'�ff�j�,) Lr= 18.98_ ft. 3.-6Zte- fbx= _48.41 ksi End Reactions: Fbx= _33.09 ksi RL= _9.33 kips RR= 9.33 kips Mrx= 57.63 ft-kips MxL=I N.A. ft-kips MxR= N.A. ft-kips S.R.= 1.463 =fbx/Fbx Maximum Moments: Nodal Lat. Brcg Requirements: +Mx(max)= 84.32 ft-kips @ x= 18.08 ft. Pbr kips -Mx(max) = 0.00 ft-kips @ x= 0.00 ft. (3br= 39.38 kip/in Maximum Deflections: AISC Code Check for Gross Shear: -Amax)_ -08.278 in. @ x= 18.08 ft. fv= 4.80 ksi +v(max)= _.000 in. @ x= _ 0.00 Ift. Fv= —20.00 ksi A(ratio)= U52 S.R. = 0.240 =fv/Fv AHU 1 Cap Joist Modification RTU 7 Page 2 of 6 I D C 8 0) Moment(ft-kips} Shear(kips) 0 0 CO CD 0 0 0 0 0 0 0 o cn o P o P o cn 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00 ' -------'-------'------------'---- - --' ---- 0.00 --- 1.45 I � � 1.45- 2.89 ! i I 2.89- 4.34 i j I 4.34. 5.79. 5.79 I 7.23. ! ! I 7.23 8.68 I 8.68 i.. ' I .• 10.13 ! ! I 10.13 1 I I I 11.57- 1.57 i C 13.02- j I i 13.02 o u0i 14.47 I � i i j � � i 14.47- I m 15.91 i ! I i 15.91_ x 17.36 I I CD 17:36- - 4�i �► p 16.81 I20.25 i ' M I 21.70 I I f 70 i i 23.15 I m ! 3:15 CD I I- m 24.59 i cD i 24.59-- I- cCDi 26.04 26.04. m 27.49 27.49 I 28.93- I I 28.93 I 30.38 ! 30.38 I 31.B3 I ! I 31:83 i 33.27 I i ( I ( 33.27- I I 0 34.72 34.7236.17 0 m ( �1 i I SINGLE-SPAN BEAM ANALYSIS and AISC ASD CODE CHECK ? For Simple, Propped, Fixed, or Cantilever Beams Using AISC 13th Edition(ASD)W, M, HP S, C, or MC Shapes Subjected to X-Axis Bending Only Project No.: 20046 Proj. Name: Planet Fitness-Zephyrhills, FL Prep. By: BWL Date: March 27,2020 Pg 32 Input Data: *This spreadsheet is used for loading only. The W8x24 beam used below is a "dummy beam"and the beam self-weight is not included in the calculations. Beam Data: c Span Type? Simple e Span, L= 36.1670 ft. AT Simole Beam b Modulus, E= 29000 ksi a Inertia, IX= 82.70 in.^4 Propped Beam +P J]Jfl+M +we Beam Size= W8X24 ;; +wb ! Yield, Fy= _50_ ksi Fixed Beam +w Length, Lb= 0.0000 n. E,I-1 L Coef., Cb= 1.00 Cantilever Beam RL x RR Nomenclature Beam Loadings: Full Uniform: Point Loads: a(ft.) P(kips) w= 0.2000 kips/ft. #1: 7.06- 0.90 Dead Start End #2: Distributed: b(ft.) wb(kips/ft.) a(rt.) we(kips/ft.) 93: #2: #5: #3: #6: _.. - #5: #6: #9: - - #8: #11: #12: Moments: c(ft.) M (ft-kips) #13: ! #2: #15: --- - - - - - #4:1 1 1 AISC Code Check for X-Axis Bending: Lp= _ 5.69_ ft. Results: Lr= 18.98 ft- fbx= — 20.64 ksi End Reactions: Fbx= _ 33.09 ksi RL= 4.34 . kips RR=F__._3_7__97 kips Mrx= 57.63 ft-kips i MXL= N.A. ft-kips MXR=1 N.A. ft-kips S.R. = 0.624 =fbx/Fbx Maximum Moments: Nodal Lat. Brcg Requirements: +Mx(max)= 35.96 ft-kips @ x= 17.21 tt. Pbr= 1.15 kips -MX(max)= 0.00 ft-kips @ x= 0.00 ft. Pbr= 16.79 1kiplin Maximum Deflections: AISC Code Check for Gross Shear: -,(max)_ -3.566 in. @ x= 17.86 ft. fv= 2.23 ksi +, (max)= 0.000 in. @ x= 0.00 ft. Fv= 20.00 ksi A(ratio) S.R. = 0.112 fv/Fv i AHU1 App Joist Modification RTU 7 Page 4 of 6 I Shear Diagram 15.0 - - - - - -------- 10.0 ---- - - - --- .- - - -.- --- ---- - -- \ - - CL i7 .:2 0.0� ; . . . . . . i � . . . . . . . . . . . . L Lo O V O M c0 V. ti N (V I? 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CC 0 0 0I0 0 0 0 0�0 0 0 0�0 0 oIo o�o�o 6 0l016 a VV Project Title: 35 Engineer: Project ID. Project Descr: General Beam File=11PROJECTS1Projecfsk2020120046--1120046E-tUOISTM-1Uoisl Girder-Beam Modificalions.ec6. Software copyright ENERCALC,INC.19812020,Build:12.20.2-24. r.ir •s' ' .ter' � _ DESCRIPTION: Joist Girder Capacity-RTU 3 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 47.260 ft Area= 10.0 1n^2 Moment of Inertia = 100.0 in"4 D(4)�Lr4) D(4)�Lr4) D(4)ILr4) D(4)ILr4) D(4)�Lr4) D(4)ILr4) D(4)�Lr4) D(4)ILr4) D(4)�Lr4) 0(4)1Lr4) i 4 1 t i X- - — -- —- - — --- ---- --- - - - ------ -- -- X Frr=i' Ft'?'rl Span=47.260 ft I I i j l I � Applied Loads Service loads entered.Load Factors will be applied for calculations. Load(s)for Span Number 1 QEQ /k—&,&7S G►merz is W j wN o k i Point Load: D=4.0, Lr=4.0 k @ 4.296 ft,(Original Loads) / i GI IvAER T1-�E'SE C di9�J 5 /n = 6753,0"3—A— -0- Point Load: D=4.0, Lr=4.0 k @ 8.592 ft,(Original Loads) 2 f Point Load: D=4.0, Lr=4.0 k @ 8.592 ft,(Original Loads) wa 1•°t�lkr� Point Load: D=4.0, Lr=4.0 k @ 12.890 ft,(Original Loads) Point Load: D=4.0, Lr=4.0 k @ 17.180 ft,(Original Loads) Point Load: D=4.0, Lr=4.0 k @ 21.480 ft,(Original Loads) Point Load: D=4.0, Lr=4.0 k @ 25.780 ft,(Original Loads) Point Load: D=4.0, Lr=4.0 k @ 30.070 ft,(Original Loads) Point Load: D=4.0, Lr=4.0 k @ 34.370 ft,(Original Loads) Point Load: D=4.0, Lr=4.0 k @ 38.660 ft,(Original Loads) Point Load: D=4.0, Lr=4.0 k @ 42.960 ft,(Original Loads) DESIGN SUMMARY Maximum Bending= 553.045k-ft Maximum Shear= 46.549 k Load Combination +D+Lr+H Load Combination +D+Lr+H Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 21.503 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 38.850 in 14 Max Upward Transient Deflection 0.622 in 911 Max Downward Total Deflection 77.700 in 7 Max Upward Total Deflection 0.373 in 1519 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 47.26 ft 1 553.05 553.05 46.55 +D+H Dsgn.L= 47.26 ft 1 276.52 276.52 23.27 Project Title: 36 Engineer: Project ID: Project Descr: File 1WROJECTSIProjectsk2O2OMN6--lk2Oo46E-IQOISTM-lUoist Girder-beam IV.Ddifications.%6 'on'i,24. Wificati General Beam Software copyright ENERCALC.Wa 198;3-;27020,�8&ild:12.20124 DESCRIPTION: Joist Girder Capacity-RTU 3 Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M v Mmax+ Mmax- Ma-Max Mnx Mnx]Omega Cb Rm Va Max Vnx VnxIOmega +ff+-L+H Dsgn.L= 47.26 ft 1 276,52 276.52 23.27 +D+Lr+H Dsgn,L= 47.26 it 1 553.05 553.05 46.55 +D+S+H Dsgn.L= 47.26 ft 1 276.52 276.52 23.27 40+0,75OLr+0.750L+H Dsgn,L= 47.26 ft 1 483.91 483.91 40.73 +D+0.750L+0.750S+H Dsgn.L= 47.26 ft 1 276.52 276.52 23.27 +D-t0.60W+H Dsgn.L= 47.26 ft 1 276.52 276.52 23.27 +D+0,750Lr+0.750L+0.450W+H Dsgn.L= 47.26 ft 1 483.91 483.91 40.73 +D+0.750L+0.750S+0.450W+H Dsgn.L= 47.26 it 1 276.52 276-52 23.27 +0.60D+0.60W-tU0H Dsgn.L= 47.26 ft 1 165.91 165.91 13.96 +D+0.70E-i0.60H Dsgn.L= 47.26 it 1 276.52 276.52 23.27 -tD tO.75OL-tO.750S+0.5250E+H Dsgn.L= 47,26 ft 1 276.52 276.52 23.27 +0.60D+0.70E+H Dsgn.L= 47.26 ft 1 165.91 165.91 13.96 Girder Modification under RTU - 3 Project No.: 20046 Proi. Name: Planet Fitness-Zephyrhills, FL Prep. By: BWL Date: March 27,2020 Pg 37 Information from Joist Girder: Existing Girder 44G Exist.End Reaction= 3.55 k pg. 12 Girder Depth 44 in. New End Reaction= 3.99 k pg. 14 Girder Tributary 35.50 ft. Addfl Joist Reaction= 0.44 k Span Length 47.26 ft. Roof Dead Load �710.00 pif Joists bearing @ 25.78ft, 30.07ft, &34.37ft Roof Live Load 710.00 pif Total Actual Exist. Load 1420.00 pif Total Allowable Load '.1981.00 pif see pg.35 for calculation of capacity Additional Load Applied: Moment Add'I Needed 0.00 ft-kips Shear Add'I Needed 0.00 kips weq=8*M/(I"2) 0 pif weq-2*V/l 0 pif PSF Add']=weq/spacing 0.0 psf<3psf PSF add'I=weq/spacir 0.00 psf<3psf, No V Reinf. No Mom.Reinf 3psf=weq/spa=>weq= 106.5 plf Moment Reinforcing: V=weq*1/2= 2516.60 lb or greater required Flange is OK! 0 lb-ft d=44in-1.5in= 42.5 in T=C=(0.0lb-ft)(12in/ft)/(42.50in)= 0 lb Ft=(0.60)(36,000psi)= 21600 psi Areq=(O.Olb)/(21,600psi)= 0 in2 { Dreq-!Based on Two Bars! = 0 in Use 2 1/2 in diameter A 36 Rods @ Top&Bottom Chords i Aprov=0.39 in2>Areq=0.00 in2 OK! i fc=(0.01b)/(0.39in2)= 0.0 psi rx=0.500in/4= 0.125 in (KUrx)max= 200 Fa=(12)(PI)2(29,000,000psi)/(23)(200)2= 3733.285 psi Max Weld Spacing=(200)(0.125in)/(1.0)= 25 in Use 12 in ! Use 1/8"X 2"Welds @ 12in o.c. Each Side of Rods OW k Shear Reinforcing: Web is OK! 0 lb T=(0.01b)/(0.707)= 0 lb At req=(O.Olb)/(21,600psi)= 0 in2 rmin=(44in/0.707)/(200)= 0.311174 in Use 1 L 1 1/4 X 1 114 X 3/16 Aprov= 0.434 in2 rprov= 0.244 in NO GOOD! 11 Joist Girder Modification RTU 3 Page 1 of 6 SINGLE-SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC 13th Edition (ASD)W, M, HP S,C, or MC Shapes Subjected to X-Axis Bending Only Project No.: 20046 Prd. Name: Planet Fitness-Zephyrhills, FL Prep. By: BWL Date: March 27, 2020 Pg 38 Input Data: `This spreadsheet is used for loading only. The W8x24 beam used below is a "dummy beam"and the beam self-weight is not included in the calculations. Beam Data: c Span Type? Simple e Span, L= 47.2600 ft. Simple Beam b Modulus, E= 29000_ ksi l� a Inertia, Ix= 82.70 in.A4* Pr opped Beam +P +M +we Beam Size= W8X24 +wb Yield, Fy= ___50 ksi Fixed Beam 7+w Length, Lb= 0.0_000_ ft. i E,I L Coef., Cb= r 1.00 Cantilever Beam RL x RR Nomenclature - Beam Loadings: Full Uniform: Point Loads: a(ft.) P(kips) W= 1.9810 kips/ft. #1: Start End #2: Distributed: b(ft.) wb(kips/ft.) a(ft.) We(kipslft.) #3: #2: #5: #3: #&: #4: #7: #5: #6: #9: #7: #10: #8: #11: #12: i Moments: c(ft.) M(ft-kips) #13: #1: #14: f #2: #15: #3: #4:1 1 1 AISC Code Check for X-Axis Bending: Lp= 5.69 ft. Results: Lr= 18.98 ft. fbx= 317,55 ksi End Reactions: Fbx= 33.09 ksi RL=1 46.81 kips RR= 46.81 kips Mrx= 57.63 ft-kips MXL= N.A. ft-kips MxR= N.A. ft-kips S.R. = 9.596 =fbx/Fbx Maximum Moments: Nodal Lat. Brcg Requirements: +Mx(max)=1 553.07 ft-kips @ x= 2_3_.63 Ift. Pbr= _1_7.6_3 kips -Mx(max)= 0.00 ft-kips @ x= 0.00 ft. (ibr= 258.31 kip/in Maximum Deflections: AISC Code Check for Gross Shear: -A(max)= -92,713 in. @ x= 2763 ft. fv= 24.09 ksi +A(max)= 0.000 in. @ x= 0.00 ft. Fv= 20.00 ksi A(ratio)= L/6 S.R. = 1.205 I =fv/Fv AHU 1 Cap Joist Girder Modification RTU 3 Page 2 of 6 I Shear Diagram 60.0 - -- -- -- ------------- --:-,- - - --------------- —--- --- -... -- : I 40.0 - ----- - - -- - -- - - - 20.0 — --- - - - -----— - -- --- ----------- -- a 0.0 N_ O ID a C, N O DI (o r co O �O t` (D u7 •t M N O o) r• (D M N O W (D r` ; rq .• m N G1 O r (.'] u') n G) c 1 1� N O N to o N 1 � t� O� 6 ui I� �-- r r r N N (�� M M M M M - co V V V• -20.0 -40.0 --_______--_. _.__• __-_.___.____..-__ ___ i -60.0 Shear Capacity — -Shear Effective Moment Diagram 600.0 - - - -- - - - •- _..... ..... ... ._ 500.0 1-' - -=- - - - - -' - -- - - -- - - 400.0 I -- -,- — --- --- ---- --- --- --- —. S 300.0 1- - -=- ---. - - - -- - ---- - - - -- - - - 1 y - E '200.0 - -- -- - -- 100.0 --- - ------ ----r- -- - 0.0 O QI CD t` (D tO V' M N_ O 0 CO CO n CD ID V• CO N O O) (O r< (D Cl (D 't M O r (h u) f` a) M (C) n 00 O N •t O O N �l co r O M t` r r r r r N N N N (N N M M M co co M x Moment Capacity -- -Moment Effective i AHU 1 Cap Joist Girder Modification RTU 3 Page 3 of 6 SINGLE-SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC 13th Edition (ASD)W, M, HP S,C, or MC Shapes Subjected to X-Axis Bending Only Project No.: 20046 1 Pro'. Name: Planet Fitness-Zeph rhills, FL Prep. By: BWL Date: March 27,2020 Pg 40 Input Data: *This spreadsheet is used for loading only. The W8x24 beam used below is a "dummy beam"and the beam self-weight is not included in the calculations. Beam Data: c Span Type? Simple e Span, L= 47.2600 ft. Simple Beam X b Modulus, E= 29000 ksi I� a Inertia, Ix= —82.70 inN* Propped Beam +P +M +we Beam Size= W8X24 +wb 411 Yield, Fy= _ 50 ksi Fixed Beam +w Length, Lb= 0.0000 ft. E,I--J L Coef., Cb= 1.00 Cantilever Beam ' RL x RR Nomenclature Beam Loadings: Full Uniform: Point Loads: a(ft.) P(kips) w= 1.4200 kips/ft. #1: 25.7800 _0.44 Start End #2: 30.0700 0.44 Distributed: b(ft.) Wb(kips/ft.) a(ft.) We(kips/ft.) #3: 34.3700. 0.44 #2: #5: #4: #7: #5: #8: #6: #9: #7: #10: #8: #11: a #12: Moments: C(ft.) M(ft-kips) #13: #1: #14: #2: #15: #3: - I #4: AISC Code Check for X-Axis Bending: Lp= _ 5.69 - ft. Results: Lr= 1_8.98 ft. fbx= 234.18 ksi End Reactions: Fbx= 33.09 ksi RL= 34.03 ]kips RR= 34.39 kips Mrx- 57.6_3 ft-kips MxL= N.A. ft-kips MxR= N.A- ft-kips S.R. = 7.077 =fbx/Fbx Maximum Moments: Nodal Lat. Brcg Requirements: +Mx(max)_ _ 407.87 ft-kips @ x= 23_97 ft. Pbr= 13.00 kips -Mx(max)=1 0.00 ft-kips @X=1 0.00 Ift. pbr= 190.50 kip I in Maximum Deflections: AISC Code Check for Gross Shear: -Amax)= 68.28_7__ in. @ x= 23_67 Ift. fv= 17.70_ ksi +A(max)= 0.000 in. @ x=1 0.00 ft. Fv= 2_0.0_0 ksi A(ratio)= L18 S.R. = 0.885 =fv/Fv AHU1 App Joist Girder Modification RTU 3 Page 4 of 6 Shear Diagram 60.0 -.... -.__... - - _... - - ... --: ...- -- - -- - - - , 40.0 � - -- - ' - - -- - -. .. -- 20.0 CL 0.0 1 �. O D) CO t` to lA C M N O Or CO tou7 CO N O M 00 t` O O CD {� CD Y7 f� N O D] n O N O Q) Cq rl Lq V M N (D CO te) r 67 [7 Vi r O O N lD CD N � LO r O Ci iD r- r .-- N N �� C�' M M fM MCO V' Cn i i 60.0 ' -'- - - ------------------ Shear Applied — -Shear Capacity Moment Diagram 600.0 - 500.0 - = -- ------ -- -- - ----- 400.0 --— -T----— -- --- ----- ------ -- ------- -------. i 300.0 a ' CE 200.0 100.0 -_ 0.0 O O CO r` CD V' M _N O O CO CO r- O '�f M N O O w r` O O OD r f0 In ar (h N O O [` O 1n 7 M N O D) w t` In M N O c- M 10 n rn C) !g n 47 O N V 0OD O CV V' � f� 01 M LO ti � �-• �-- r � N Moment Applied — -Moment Capacity AHU1 App Joist Girder Modification RTU 3 Page 5 of 6 �Z Tabulation of Single-Span Beam Shear&Moment for 50 Equal Segments Point# x(ft.) Shear(k) Mom. (ft-k) Shear(k) Mom. (ft-k) Shear(k) Shear(k) Mom. (fc-k) Mom(ft-k) Applied I Applied Capacity Capacity Needed? Add'I Needed? Add1 1 0.0000 34.03 0.00 46-81 553.07 OK! 0.00 OK! 0.00 --9 - - ---- - - -- -- - -- -- ----- --- _ _ 2 0.9452 32.69 31.54 44.94 553.07 OK! 0.00 OK! 0.00 - -- - ---- ---- --- - - - -- - - - --- - -- 3 1.8904 31.35 61.80 43.07 553.07 OK! 0.00 OK! 0.00 _-•. ... - _ _--- .._...__-_..--_ _.._ _ -_-_..._. . .._- _-_---... -- _ 4 _2.8356 30.01 90.80 41.19 553.07 _ OK! 0.00 _ OK! 0.00 5 3.7808 28.67 118.53 39.32 553.07 OK! 0.00 0K! 0.00 - - --__._-.-.. . _-- .._.._.__. ..__..._...__ __..__... .__ .07 - ------- ------- ----•-- -- ------- 6 4.7260 27.32 144.99 37.45 553.07 OK! 0.00 OK! 0.00 7 5.6712 25.98 170.18 35.58 553.07 OK! 0.00 OK! 0.00 8 6.6164 -24.64 194.11 33.70 553.07 OK! 0.00- OKI 0.00 9 7.5616 23.30 216.76 31.83 OK! 0.00 OK! 0.00 ..._ - __-.. .. _- _- __.__-__. .--553.07.- - !-.-. -0.00-_ ......_. _....._ K!_.-._ -0.-. 10 8.5068 21.95 238.15 29.96_ 553.07 O_K! 0.00 OK!_ 0.00 11 9.4520 _20.61 258.26 28.09 553.07 OK! 0.00 OK! 0.00 12 -� - 10.3972_ 19.27- 277.11 26.21 553.07 - - -OK! - 0.00 OK!- 0.00 13 11.3424 17.93_ 294.69 24.34 553.07- OK! 0.00 _OK! 0.00 14 12.2876 16.59 311.00 22.47 553.07 OK! -0.00- OK! 0.00 15 13.2328 15,24 326.05 20.60 553.07 OK! 0.00 OK! 0.00 16 J _ -14.1780 13.90 339.82 18.72 - -553.07 -OK! _- 0.00 -OK!_ 0.00 17 15.1232 12.56 352.33 16.85 553.07 OK! 0.00 OK! 0.00 18 16.0684 11.22 363.56 14._98 _ 553.07 OK! _0.000.00_OK! 0.00 _ __ 419 _ _17.0136- 9.88 _373.53~_ _Y13.11 553.07 _ _OK! 0.00 20 17.9588 8.53 38223 11.70 553.07 OK! 0.00 0K! 0.00 21 18.9040 7.19 389.66 11.70 553.07 OK! 0.00 OKI 0.00 22 19.8492 5.85 395.83 11.70 553.07 OK! 0.00 OK! 0.00 ----- - --- -- -------- - --- -------- ---------- - - -- -- - 23 20.7944 4.51 400.72 11.70 553.07 OK! 0.00 OK! 0.00 - ----__-- -__ -- ---553.-.._ _____ _.--. -- 24 21.7396 3.16 404.35 11.70 553.07 OK! 0.00 0K! 0.00 25 22.6848 1.82 406.70 11.70 553.07 OK! 0.00 OK! 0.00 26_ 23.6300 0.48 _407.79 11. 00 _553.07 OK! __0.00 OK! 0.00 27 _ y 24.5752 --0.86_e 407.61 --11.70 553.07 OKI 0.00 OK!-� -0.00- - ----- ----- ---- ---- ---_...... -- - ________ - ----- - --_._ 28 25.5204_ _-2.20_ _406.16 _ _ -11.7_0_ _ 553.07 __OK! __ _0.00_ _ _OK!_ 0.00___ 29 26.4656 -3.99 403.14 -11.70 553.07 OK! 0.00 OK! 0.003 27.4108 - - - ----- - --98.7-- 4- --11.70-__---. .�553.0077-"" -..__OK!r___ _..._.�__ OKK!!- - -- - 30 -5.33 0.00 0.00- 31 28.3560 -6.67 393.07 -11.70 553.07 OK! 0.00 OK! 0.00 - - - - -- - ----- - - - --- - - - - - - 32 29.3012 -8.01 386.13 -11.70 553.07 OK! 0.00 OK! 0.00 33 30.2464 -9.80 377.84 -13.11 553.07 OK! 0.00 OK! 0.00 34 31.1916 -1iT1- 367. 55 -14.98 553.07 OK! 0.00 OK! 0.00 35 32.1368 -12.48 356.79 -16.85 553.07 OK! 0.00 OK! 0.00 36 33.0820 -13.82 344.36 -1_8.72 553.07 OK! 0.00_ _OK! 0.00_ _37 34.0272 -15.16 330.66 -20.60 553.07 OK! 0.00 OK! --0.00 38 34.9724 -16.95 315.43 -22.47 553.07 OK! 0.00 OK! 0.00 E 39 35.9176 -18.29 298.78 -24.34 553.07 OK! 0.00 OK! 0.00 40 36.8628 719.63 280.85 -26.21 553.07 OK! 0.00 OK! 0.00 41 37.8080 -20.97 261.67 -28.09 553.07 OK! 0.00 OK! 0.00 42 38.7532 -22.31 241.21 -29.96 553.07 OK! 0.00 OK! 0.00 43 39.6984 -23.66 219.48 -31.83 553.07 OK! 0.00 OK! 0.00 44 40.6436 -25.00 196.49 -33.70 553.07 OK! 0.00 OKI 0.00 45 41.5888 -26.34 172.22 -35.58 553._07 OK! 0.00 OK! 0.00 46 42.5340 -27.68 146.69 -37.45 553.07 OK! 0.00 OK! 0.00 47 43.4792 -29.03 119.89 -39.32 553.07 OK! 0.00 OK! 0.00 48 44.4244 -30.37 91.82 -41.19 553.07 OK! 0.00 OK! 0.00 49 45.3696 -31.71 62.48 -43.07 553.07 OK! 0.00 OK! 0.00 50 46.3148 -33.05 31.88 -44.94 553.07 OK! 0.00 OK1 0.00 51 47.2600 -34.39 0.00 -46.81 553.07 OK! 0.00 OK! 6.00 AHU1 App Joist Girder Modification RTU 3 Page 6 of 6 Project Title: �3 Engineer: Project ID: Project Descr: General Beam File 11PROJECTSWrojects12020120046--1120046E-1UOISTM-1Uoist Girder-Beam Modifiralions.ec6. Software copyright ENERCALC,INC.1983-2020.Build.12.20.2.24. DESCRIPTION: Joist Girder Capacity-RTU 5 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 47.260 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 D(4),Lr4) D(4)tLr4) D(4)jLr4) 0(4)jLr4) D(4)�Lr4) D(4)jLr4) D(4)lLr4) D(4)�Lr4) D(4)jLr4) D(4)jLr4) X - ---------- ---- — - - - -- - X Span=47.260 ft h I I I Applied Loads Service loads entered.Load Factors will be applied for calculations. Load(s)for Span Number 1 PEP— 1j—Sl t L--rS G f RDt n Is 3661!Jv O x Point Load: D=4.0, Lr=4.0 k @ 4.296 ft,(Original Loads) u Point Load: D=4.0, Lr=4.0 k @ 8.592 ft,(Original Loads) W= 'TIM/,2Z : � Point Load: D=4.0, Lr=4.0 k @ 8.592 ft,(Original Loads) (Ca2b 1+�\Z Point Load: D=4.0, Lr=4.0 k @ 12.890 ft q,(Original Loads) W = �,�� )"Ifrr J Point Load: D=4.0, Lr=4.0 k @ 17.180 ft,(Original Loads) r�� 141 F Point Load: D=4.0, Lr=4.0 k @ 21.480 ft,(Original Loads) Paint Load: D=4.0, Lr=4.0 k @ 25.780 ft,(Original Loads) Point Load: D=4.0, Lr=4.0 k @ 30.070 ft,(Original Loads) Point Load: D=4.0, Lr=4.0 k @ 34.370 ft,(Original Loads) Point Load: D=4.0, Lr=4.0 k @ 38.660 fl,(Original Loads) Point Load: D=4.0, Lr=4.0 k @ 42.960 ft,(Original Loads) DESIGN SUMMARY Maximum Bending= 553.045 k-ft Maximum Shear= 46.549 k Load Combination +D+Lr+H Load Combination +D+Lr+H Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 21.503 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 38.850 in 14 Max Upward Transient Deflection 0.622 in 911 Max Downward Total Deflection 77.700 In 7 Max Upward Total Deflection 0.373 In 1519 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx10mega Cb Rm Va Max Vnx Vnx10mega Overao MAXimum Envelope Dsgn.L= 47.26 ft 1 553.05 553.05 46.55 +D+Ft Dsgn.L= 47.261t 1 276.52 276.52 23.27 i Project Title: Engineer: Project ID: Project Descr: General Beam File=11PROJECTSIProjeclsl2020120046--1120046E-11JOISTM-1Ucist Girder-Beam Modiricalions.ec6. Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.24. DESCRIPTION: Joist Girder Capacity-RTU 5 Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega +D+L+H Dsgn.L= 47.26 ft 1 276.52 276.52 23.27 +D+Lr+H Dsgn.L= 47.26 ft 1 553.05 553.05 46.55 +D+S+H Dsgn.L= 47.26 it 1 276.52 276.52 23.27 +D+0.750Lr+0.750L+H Dsgn.L= 47.26 It 1 483.91 483.91 40.73 +D+0.750L+0.750S+H Dsgn.L= 47.26 ft 1 276.52 276.52 23.27 +D+0.60W+H Dsgn.L= 47.26 ft 1 276.52 276.52 23.27 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 47.26 ft 1 483.91 483.91 40.73 +D+0.750 L+0.750 S+0.450 W+H Dsgn.L= 47.26 ft 1 276.52 276.52 23.27 +0.60D+0.60W+0.60H Dsgn.L= 47.26 ft 1 165.91 165.91 13.96 +D+0.70E+0.60H Dsgn.L= 47.26 ft 1 276.52 276.52 23.27 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 47.26 ft 1 276.52 276.52 23.27 -+0.60D+0.70E+H Dsgn.L= 47.26 ft 1 165.91 165.91 13.96 i I} 1 I ( I� t I l 'r 1 z 1 Girder Modification under RTU -5 Project No.: 20046 Proj. Name: Planet Fitness-Zephyrhills, FL Prep. By: BWL Date: March 27,2020 Pg 45 Information from Joist Girder: Existing Girder 3.6G Exist.End Reaction= 3.65 k pg.24 Girder Depth 3.6 in. New End Reaction= 4.5 k pg.26 Girder Tributary 36.00 ft. Addt'l Joist Reaction= 0.85 k Span Length 47.26 ft. Roof Dead Load 720.00 pif Joists bearing @ 21.48ft,25.78ft,&30.07ft Roof Live Load ..720.00 pif Total Actual Exist. Load 1440.00 pif Total Allowable Load 1981.00 plf see pg.43 for calculation of capacity Additional Load Applied: Moment Add'I Needed 0.00 ft-kips Shear Add'I Needed 0.00 kips weq=8*M/(I^2) 0 pif weq-2*V/l 0 pif PSF Add'I=weq/spacing 0.0 psf<3psf PSF add'I=weq/spacir 0.00 psf<3psf, No V Reinf. No Mom.Reinf 3psf=weqlspa=>weq= ioa plf Moment Reinforcing: V=weq*1/2= 2552.04 lb or greater required Flange is OK! 0 lb-ft d=36in- 1.5in= 34.5 in T=C=(O.Olb-ft)(12in/ft)/(34.50in)= 0 lb Ft=(0.60)(36,OOOpsi)= 21600 psi Areq=(O.Olb)/(21,600psi)= 0 in2 Dreq-!Based on Two Bars!= 0 in Use 2 1/2 in diameter A 36 Rods @ Top&Bottom Chords Aprov=0.39 in >Areq=0.00 in' OK! fc=(0.01b)/(0.39in2)= 0.0 psi rx=0.500in/4= 0.125 in (KUrx)max= 200 Fa=(12)(PI)2(29,000,000psi)/(23)(200)2= 3733.285 psi Max Weld Spacing=(200)(0.125in)/(1.0)= 25 in Use 12 in Use 1/8"X 2"Welds @ 12in o.c_Each Side of Rods OK► Shear Reinforcing: Web is OK! 0 lb T=(0.01b)/(0.707)= 0 lb At req=(O.Olb)/(21,600psi)= 0 inZ rmin=(36in/0.707)/(200)= 0.254597 in Use 1 L 1 1/4 X 1 1/4 X 3116 Aprov= 0.434 in2 rprov= 0.244 in NO GOOD! i 1 r 11 Joist Girder Modification RTU 5 Page 1 of 6 r f SINGLE-SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC 13th Edition(ASD)W, M, HP S, C, or MC Shapes Subjected to X-Axis Bending Only Project No.: 20046 Pro'. Name: Planet Fitness-Zephyrhills, FL Prep. By: BWL Date: March 27,2020 Pg 46 Input Data: `This spreadsheet is used for loading only. The W8x24 beam used below is a "dummy beam"and the beam self-weight is not included in the calculations. Beam Data: c Span Type? Simple_ e Span, L= 47.2600 ft. - Simple Beam b Modulus, E= _29000w ksi !� a Inertia, Ix= 8_2.70u in^4* Propped Beam +P +M +we Beam Size= W8X24 +wb Yield, Fy= _ _50 ksi Fixed Beam +w Length, Lb= 0.0000_ ft. V, AL E,I_J L Coef.,Cb=1 1.00 Cantilever Beam RL x RR Nomenclature Beam Loadings: Full Uniform: Point Loads: a(ft.) P(kips) w= 1.9810 kips/ft. #1: Start End #2: Distributed: b(ft.) Wb(kips/ft.) a(ft.) we(kips/fL) #3: _ _-.-_._ ._._______ ----__—_-- #2: #5: #3: #6: #4: #7: #5: #8: #6: #9: #7: #10: #12: Moments: c(ft.) M (ft-kips) #13: - - - ---- - ----_--- #2: #15: #3: #4: AISC Code Check for X-Axis Bending: Lp= 5.69 ft. Results: Lr= 18.9_8 ft. fbx= 317.55 ksi End Reactions: Fbx= 33.09 ksi RL= 46.81 kips RR= 1kips Mrx= 57.63 ft-kips MxL= N.A. ft-kips MxR= N.A. ft-kips S.R. = 9.596 =fbx/Fbx Maximum Moments: Nodal Lat. Brcg Requirements: +Mx(max)_ -553.07 ft-kips @ x= 23.63 ft. Pbr= 17^63 _ kips -Mx(max)= 0.00 ft-kips @ x= 0.00 ft. pbr= 258.31 kip 1 in Maximum Deflections: AISC Code Check for Gross Shear: -A(max)= -92.713 in. @ x= 23.63 ft. fv=131 ksi +A(max)= 0.000 in. @ x= 0.00 ft. Fv= ksi A(ratio)= L/6 S.R. = =fv/Fv k AHU 1 Cap Joist Girder Modification RTU 5 Page 2 of 6 ; -1 Shear Diagram 60.0 -- -- --- ------ - ------ - ------- i 40.0 - -°- --- -= -- = -- - - :.-.: .-:... ...-... -- --- ------------- - -- - - - -- 20.0 --- - --- ------ ---- ----- --- - - - - - - - C Y 0.0 . . L O CO n ' CO LO . V• . M O a0 n t0 7 co N O CA 00 rl : Co O CD n O CO R M N O 01 f� CO M N O Cn . � CO 7 . M N d O - C6 CO n CA ai CCl n Cp O N O Cl N of CO n M 0 Cn � n �- r N N � �� M co) M M M M , -20.0 ----'_-_._.__._-____-._____._.__.----------_-_._-_.__-__._-____-_ -40.0 __-- ._._-_.-..__.___._... ..._..- .-._._--___...____._._---_-____-_-____________--_. __ .___ ___..- -60-0 - -----= ---=------ - - - . -----=--- ----- ---- ----------- ------ Shear Capacity — -Shear Effective Moment Diaqram 600.0 7. - - - - - - 500.0 - -- -- = - -- = -------- 400.0 i - - - -- - - - ------ --- - - - -- ------- I I �300.0 4 - - - c d E 0 100.0 -- -=-- :--- -- -----—----- 0.0 - -� �---, O Cn c0 n CO Cfi V CO N O Cn coo N n CD CO 'C' M N O CA DD n O O CD n CO to "t CO N O a! n Cfl CO V' co N O CA CO n CO t M N CO Cn Ih m Ch to f` Cb O N �f f0 [o o N V' 4-) Ih M - r- �- N N N N N M M CO M M M x Moment Capacity — -Moment Effective AHU 1Cap Joist Girder Modification RTU 5 Page 3 of 6 SINGLE-SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC 13th Edition(ASD)W, M, HP S, C,or MC Shapes Subjected to X-Axis Bending Only Project No.: 20046 Proj. Name: Planet Fitness-Ze h rhills, FL Prep. By: BWL Date: March 27,2020 Pg 48 Input Data: *This spreadsheet is used for loading only. The W8x24 beam used below is a "dummy beam"and the beam self-weight is not included in the calculations. Beam Data: c Span Type? Simple e Span, L= 4_7.2600]ft. Simple Beam b Modulus, E= 29000 ksi U a Inertia, IX= 82.70 in.'4* Propped Beam +p +M +we Beam Size= W8X24 - +wb _ Yield, Fy= _ 50 ksi Fixed Beam +w Length, Lb= 0.0000 ft. , E,I L Coef., Cb= 1.00 Cantilever Beam RL x RR Nomenclature Beam Loadings: Full Uniform: Point Loads: a(ft.) P(kips) w= 1.4400 kips/ft. #1: 21.48 0.85 . Start End #2: 25.78 0.85 Distributed: b(ft.) Wb(kips/ft-) a(ft.) we(kips/ft.) #3: 30.70 0.85 --- - _ . .- - - -- -... -. - - - ---- -- #2: #5: #3: #6: #4: #7: #5: #8: #7: #10: #8: #11: #12: Moments: C(ft.) M (ft-kips) #13: #1: #14: #2: - #3: #4: AISC Code Check for X-Axis Bending: Lp= 5.69 _ ft. Results: Lr= 18.98_ ft. fbx= 245.37 ksi End Reactions: Fbx= 33.09 ksi RL= kips RR= 3543kips Mrx= 57.63 ft-kips t Mxt_= N.A. ft-kips MXR=1 N.A. I ft-kips S.R. = 7.415 =fbx/Fbx Maximum Moments: Nodal Lat. Brcg Requirements: +Mx(max)= 427.36 ft-kips @ x= 23.84 ft. Pbr= 13.62 kips -MX(max)= 0.00 ft-kips @X=l 0.00 Ift. (ibr= 199.60 1kiplin Maximum Deflections: AISC Code Check for Gross Shear: -A(max)_ -71.239 in. @ x= 23.66 ft. fv= 18.24 ksi +A(max)= 0.000 in. @ x= 0.00 ft. Fv= 20.00 ksi A(ralio)= L/8 S.R. = 0.912 =fv/Fv AHU1 App Joist Girder Modification RTU 5 Page 4 of 6 i Shear Diagram 60.0 I I ' 40.0 --=--- - -- - --=- --' - - ---- - -- ---- -- 0.0 . . t O D7 M n (O k7 � CO N O O CO (O LO It M N O 0 CO n (O O N 1� M V ('7 N .-- O O7 I� O M N �-- O N Ih (n V M N d O r (`') u7 1- T M 47 h (O O N 2L (O O N •7 In r Oi M toIh 00 20.0 -__-_-_-_.__.._.--_—__.—. -40.0 -60.0 .___...__._...____....__--_._.__ _____ ___________________._--_-_..--_ Shear Applied — -Shear Capacity Moment Diagram 600.0 500.0 --_--- - - -°- ----------- -= 400.0 ----- - ---= ----------- Y 300.0 :. , i E200.O I 100.0 _.___-__-_-_�___ --___.___-_.___..._-_- -__- 0.0 i ---TT- - O 0] (O (,- to Ir) 't M N_ O O) CD c0 I� O LO M N O O CO f` CO' W O f� (O LL7 V M N O 6> I� M (O 'd M N O O) W (,. K] V M N O M In t` Oi M n O CD N N N N w CD N M M M M M MVim' f Moment Applied — -Moment Capacity AHU1 App Joist Girder Modification RTU 5 Page 5 of 6 50 Tabulation of Single-Span Beam Shear&Moment for 50 Equal Segments Point# x(ft.) Shear(k) Mom. (ft-k) Shear(k) Mom. (ft-k) Shear(k) Shear(k) Mom. (ft-k) Mom(ft-k) Applied Applied Capacity Capa ity Needed? Add'I Needed? Add'I _ 1 0.0000 35.18 0.00 _46.81 553.07 OK! 0.00 OK! 0.00 2 0.9452 33.81 32.60 44.94 553.07 OK! 0.00 OK! 0.00 .45 3 1.8904 32 63.92 43.07 553.07 OK! 0.00 OK! 0.00 - -- ---- - ------ _ _ __- ----- -------- -- - ---- -- 4 _ _ 2.8356 _31.09 93.95 41.19 553.07 OK! 0.00 OKI 0.00 5 3.7808 29.73 122.70 39.32 553.07 OK! 0.00 OK! 0.00 6 4.7260 28.37 150.16 37.45 553.07 OK! 0.00 OK! 0.00 7 5.6712 27.01 176.33 _ 35.58_ 553.07 OK! 0.00 _OK! _ 0.00 8 6.6164 25.65 201.21 33.70 553.07 OK! 0.00 OK! 0.00 9 7.5616 24.29 224.81 31.83 563.07 OK! 0.00 OK! 0.00 10 8.5068 22.93 247.12 29.96 553.07 OK! 0.00 OK! 0.00 -- - - --- - - - - -- --- - -- - --- ----- 11 9.4520 21.56 268.15 28.09 553.07 OK! 0.00 OK! 0,00 12 10.3972 20.20 287.89 26.21 553.07 OK! 0.00 OK! 0.00 - - ---------- - - ----4_ _-__._a___. - - ---- - ---- - -------- - 13 11.3424 18.84 306.34 24.34 553.07 OK! 0.00 OK! 0.00 -- - - ------ -- - - - -- --- -- -- - 14 12.2876 17.48 323.51 22.47 _ _553.07 OK! 0.00 OK! 0.00 13.2328 16.12 339.39 20.60 553.07 OK! 0.00 OK! 0.00 --16 14.1780 - -14.76 363.98 -_18.72 553.07- -- OK! - y0.00--Y -- OK! - -0.00 - _ 17_ 15.1232 13.40 367.29___ __16.85 .553.0753.0_7 _OK! 0.00 __OK! 0.00 _ 18 16.0684 12.04 379.31 14.98 553.07 OK! 0.00 0K! 0.00 - _._ - 10.68 17.0136 . w--.. _- - --13.11----- -__- -----OK! - - --OK! -0.00--_ 390.04 _ _ _--553.07-- _0.00__ 20 17.9588 9.31 399.49_ 11.70 _ 553.07 OK! 0.00 OK! _0.00 21 18.9040 7.95 407.65 -11.70 553.07 -OK! 0.00 OK! 0.00 , 22 19.8492 6.59 414.52 11.70 553.07 OK! 0.00 OK! 0.00 23 20.7944 5.23 420.11 11.70 553.07 OK! 0.00 OK! 0.00 24 21.7396 3.02 424.19 11.70 553.07 OK! 0.00 OK! 0.60 396 . _ .- _ _--__.- .. .. -----__. . 25 22.6848 1.66 426.40 11.70 553,07 OK! 0.00 OK! 0.00 26 23.6300 0.30 427.33 11.70 553.07 OK! 0.00 OK! 0.00 27 24.5752 -_ 06 426.97 -11.70 553.07 OK! 0.00 OK! 0.00 28 25.5204 -2.42 425.32 -11.70 553.07 OK! 0.00 OK! _ _ __0.00 - - - --- - ----- - I - - - ____0.00 __ 29 26.4656 -4.64 421.80 -11.70 553.07 OK! 0.00 OK! 0.00 ---- 6-------- ..---_--_-_-- ---- -----.._ . _--_- --0-- --i ---- 30 27.4108 -6.00 416.78 -11.70 553.07 OK! 0.00 OK. 0.00 31 28.3560 -7.36 410.46 -11.70 553.07 OK! 0.00 OKI 0.00 - ----- ----11.70 -- -- - ----- -- - 32 29.3012 -8.72 402.87--- --11.70 553.07 OK! 0.00 OK! 0.00 33 30.2464 -10.08 393.98 -13.11 553.07 OK! 0.00 OK! 0.00 34 31.1916 -12.29 383.39 -14.98 553.07 OK! 6.00 6K! 0.00 35 32.1368 -13- 371.13 -16.85 553.07 OK! 0.00 OK! 0.00 36 33.0820 -15.01 357.59 -18.72 553.07 OK! 0.00 OK! 0.00 37 34.0272 -16.37 342.75 -20.60 553.07 OK! 0.00 OK! 0.00 38 34.9724 -17.74 326.63 -22.47 553.07 OK! 0.00 OK! 0.00 39 -19 ,I_9.--.10- -..09.23._ .. -.-24.34-. --5513.-07 OK-- - ------! 0-.00-- OK!- --_0.0_0 35.9176 30 40 36.8_628 -20,46_ 290.53 -26.21 553.07 OK! 0.00 OKI 0.00 41 37.8080 -21.82 270.55 -28.09 553.07 OK! 0.00 OK! 0.00 42 38.7532 -23.18 249.29 -29.96 553.07 OK! 0.00 OK! 0.00 43 39.6984 -24.54 226.73 -31.83 55_3.07 O_K! 0.00 _OK! 0.00 44 40.6436 -25.90 202.90 -33.70 553.07 OK! 0.00 OK! 0.00 45 41.5888 -27.26 177.77 -35.58 553.07 OK! 0.-00 OK. 0.00 46 42.5340 -28.62 151.36 -37.45 5_53.07 OK! 0.00 _OK!_ 0.00 47 43.4792 -29.99 123.66 -39.32 553.07 OK! 0.00 OK! 0.00 48 44.4244 -31.35 94.67 41.19 553.07 OK! 6.00 OK! 0.00 49 45.3696 -32.71 64.40 -43.07 553.07 OK! 0.00 OK! 0.00 50 46.3148 -34.07 32.84 -44.94 553.07 OK! 0.00 OK! 0.00 51 47.2600 -35,43 0.00 -46.81 553.07 OK! 0.00 6K! 0.00 AHU1 App Joist Girder Modification RTU 5 Page 6 of 6 �TATU M Project#: 20046 Project Name: Planet Fitness -Zephyrhills, FL ---�• S M I T H WELCHER By: BWL Date: March 27, 2020 Sheet#: 51 STRUCTURAL EfiGIPIEERS Existing Beam Analysis:VxiULi ting W30x108 along grid line 4 between grids C and B Downward: Element Wt. Tributary Width Roof Dead Load 20 psf 29.25 ft Roof Live Load 20 psf 29.25 ft_ RTU-4 0.39 k @ 21.48ft, 25.78ft, 30.70ft (Exist. Reaction:2.3k, New Reaction:2.69k=>2.69-2.3=.39) see pg. 18 and 20 Span= 47.26 ft Bracing? Fully Braced Cb 1 Unbraced Length, Lb 0 ft Try W30x108 Fy= 50 ksi ry= 2.150 in J = 4.99 inA4 .0= 1.67 Sx= 299 inA3 its= 2.67 in Ix= 4470 inA4 Zx= 346 inA3 c= 1 AISC360-10, Eqn. F2-8a Yielding: AISC360-10, Section F2.1 Mn= Mp= Fy(Zx)/Q 863 kft Mmax= 338 kft See Enercalc Pg 51A-B Moment Ratio= Mmax/Mn 0.4 <1.0 OK r I I Bcams(Wide Flange) Project Title: 1,r" Engineer: Project ID: Project Descr: Steel Beam File=11PROJECTS1Prcjects12020120046--1120046E-1UOISTM-1Uoist Girder-Beam Modifi;ations.ec6. Software copyright ENERCALC,INC.1963.2020,Build:12.20.2.24. DESCRIPTION: W30x108 under RTU-4 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0139) D(D((39) D(0 39) D(0.585)Lr(0.5a5) I W30x108 X Span=47.260 ft I I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht NOT internally calculated and added Uniform Load: D=0.020, Lr=0.020 ksf, Tributary Width=29.250 ft,(Existing Roof Loads) Point Load: D=0.390 k @ 21.480 ft,(RTU-4) Point Load: D=0.390 k @ 25.780 ft,(RTU-4) Point Load: D=0.390 k @ 30.70 ft,(RTU-4) I DESIGN SUMMARY "o Maximum Bending Stress Ratio = 0.392: 1 Maximum Shear Stress Ratio= 0.087 :1 I Section used for this span W30x108 Section used for this span W30x108 j Ma:Applied 338.265 k-ft Va:Applied 28.290 k Mn/Omega:Allowable 863.273 k-ft Vn/Omega:Allowable 324.820 k I Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 23.765ft Location of maximum on span 47.260 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.509 in Ratio= 1,114>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.050 in Ratio= 540>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 47.26 ft 1 0.203 0.045 174.95 174.95 1,441.67 863.27 1.00 1.00 14.47 487.23 324.82 +D+L+H Dsgn.L= 47.26 ft 1 0.203 0.045 174.95 174.95 1,441.67 863.27 1.00 1.00 14.47 487.23 324.82 +D+Lr+H Dsgn.L= 47.26 ft 1 0.392 0.087 338.26 338.26 1,441.67 863.27 1.00 1.00 28.29 487.23 324.82 +D+S+H Dsgn.L= 47.26 ft 1 0.203 0.045 174.95 174.95 1,441.67 863.27 1.00 1.00 14.47 487.23 324.82 +D+0.750Lr+0.750L+H Dsgn.L= 47.26 ft 1 0.345 0.076 297.43 297.43 1,441.67 863.27 1.00 1.00 24.83 487.23 324.82 +0+0.750L+0.750S+H Dsgn.L= 47.26 ft 1 0.203 0.045 174.95 174.95 1,441.67 863.27 1.00 1.00 14.47 487.23 324.82 +D+0.60W+H Dsgn.L= 47.26 ft 1 0.203 0.045 174.95 174.95 1,441.67 863.27 1.00 1.00 14.47 487.23 324.82 +D+0.70E+H Project Title: 5716 Engineer: Project ID: Project Descr: Steel Beam File=11PROJECTSIProjec:s12020120046--1120046E-lVOISTM-tUoist Girder-Beam Modifi;z6ons.ed . Software copyright ENERCALC,INC.1983-2020,Build:12.20224. :T DESCRIPTION: W30xl08 under RTU-4 Load Combination Max Stress Ratios _ Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Vat Max Vnx VnxtOmega Dsgn.L= 47.26 ft 1 0.203 0.045 174.95 174.95 1,441.67 863.27 1.00 1.00 14.47 487.23 324.82 +D+0.750Lr40.750L40.450W+H Dsgn.L= 47.26 ft 1 0.345 0.076 297.43 297.43 1,441.67 863.27 1.00 1.00 24.83 487.23 324.82 +D+0.750L+0.750S+0.450W+H Dsgn.L= 47.26 ft 1 0.203 0.045 174.95 174.95 1,441.67 863.27 1.00 1.00 14.47 487.23 324.82 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 47.26 ft 1 0.203 0.045 174.95 174.95 1,441.67 863.27 1.00 1.00 14.47 487.23 324.82 +0.60D+0.60W+0.60H Dsgn.L= 47.26 ft 1 0.122 0.027 104.97 104.97 1,441.67 863.27 1.00 1.00 8.68 487.23 324.82 +0.60D+0.70E+0.60H Dsgn.L= 47.26 ft 1 0.122 0.027 104.97 104.97 1,441.67 863.27 1.00 1.00 8.68 487.23 324.82 Overall Maximum Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max.'+'Dell Location in Span +D+Lr+H 1 1.0505 23.765 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 28.174 28.290 Overall MINimum 8.610 8.680 +D+H 14.350 14.467 +D+L+H 14.350 14.467 +D+Lr+H 28.174 28.290 +D+S+H 14.350 14.467 +D+0.750Lr+0.750L+H 24.718 24.835 +0+0,750L+0.750S+H 14.350 14.467 +D+0.60W+H 14.350 14.467 +D+0.70E+H 14.350 14.467 +D+0.750Lr40.750L+0.450W+H 24.718 24.835 +D+0.750L+0.750S+0.450W+H 14.350 14.467 +D+0.750L40.750S+0.5250E+H 14.350 14.467 +0.60D+0.60W+0.60H 8.610 8.680 +0.60D+0.70E+0.60H 8.610 8.680 i D Only 14.350 14.467 Lr Only 13.824 13.824 L Only S only i W Only E Only H Only t dTATUM S M I T H Project#: 20046 Project Name: Planet Fitness -Zephyrhills, FL WELCHER By: BWL Date: March 27, 2020 Sheet#: 52 STRUCTL'RAI fit.GMEERS Existing Beam Analysis: Existing W30x108 along grid line 4 between grids C and B Lateral Torsional Buckling: AISC360-10, Section F2.2 Lp= 1.76(ry)(E/Fy)A(1/2) 7.59 ft Eqn F2-5 Lb<Lp? Yes Lateral Torsional Buckling Does NOT Apply Lr= Lr= ft Lb<Lr and Lb> Lp? Mmax= 338 kft Moment Ratio= Mmax/(Mn/Q) Deflection: Deflection Criteria= L/ 240 Deflection Allowable= 2.36 in Deflection= 0.4 in <Allowable OK JUSE vV30X108 No Modifications Needed i i E Beanis(Wide Flangc) A,TATUM Project#: 20046 Project Name: Planet Fitness -Zephyrhills, FL SMITH WELCHER By: BWL Date: March 27, 2020 Sheet#: 53 STRUCTURAL FNGINEERS Existing Beam Analysis: RTU 7 Existing W27x84 along grid line 4 between grids B and A Downward: Element Wt. Tributary Width Roof Dead Load 20 psf 35.83 ft Roof Live Load 20 psf 35.83 ft RTU-7 0.723 k @ 15.105ft, 20.14ft,25.18ft (Exist. Reaction: 3.617k, New Reaction:4.34k=>4.34-3.617=.723) see pg. 30 and 32 Span= 40.281 ft Bracing? Fully Braced Cb 1 Unbraced Length, Lb 0 ft Try W27x84 Fy= 50 ksi ry= 2.070 in J= 2.81 in^4 Q= 1.67 Sx= 213 inA3 rts= 2.54 in Ix= 2850 inA4 Zx= 244 inA3 c= 1 AISC360-10, Eqn. F2-8a Yielding: AISC360-10, Section F2.1 Mn= Mp=Fy(Zx)/Q 609 kft Mmax= 309 kft See Enercalc Pg 53A-B Moment Ratio= Mmax/Mn 0.5 <1.0 OK i Beams(Wide Flange) Project Title: in Engineer: ✓ Project ID: Project Descr: Steel Beam RIe=11PROJECTS1Projecls120 2 012 0 0 4 6•-1120046E-tUOISTM-1UoislGirder-Beam Modificafioas.ec6. Software copyright ENERCALC,INC.1983-2020,Bu1d:12.20.2.24. DESCRIPTION: W27x84 under RTU-7 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.723) 0(0.723) D(0.723) D(0.7166)Lr(0.7166) W27x84 Span=40.281 ft I I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.020, Lr=0.020 ksf, Tributary Width=35.830 ft,(Existing Roof Loads) Point Load: D=0.7230 k @ 15.105 ft,(RTU-7) Point Load: D=0.7230 k @ 20.140 ft,(RTU-7) Point Load: D=0.7230 k @ 25.180 ft,(RTU-7) DESIGN SUMMARY ■ - o Maximum Bending Stress Ratio = 0.507: 1 Maximum Shear Stress Ratio= 0.122 : 1 Section used for this span W27x84 Section used for this span W27x84 Ma:Applied 308.882 k-ft Va:Applied 29.950 k Mn/Omega:Allowable 608.782 k-ft Vn/Omega:Allowable 245.640 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 20.141 ft Location of maximum on span 40.281 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection_ 0.516 in Ratio= 936_>=360 _ Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.090 in Ratio= 443>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 40.28 ft 1 0.269 0.063 163.54 163.54 1,016.67 608.78 1.00 1.00 15.52 368.46 245.64 +D+L+H Dsgn.L= 40.28 ft 1 0.269 0.063 163.54 163.54 1,016.67 608.78 1.00 1.00 15.52 368.46 245.64 +D+Lr+H Dsgn.L= 40.28 ft 1 0.507 0.122 308.88 308.88 1,016.67 608.78 1.00 1.00 29.95 368.46 245.64 +D+S+H Dsgn.L= 40.28 ft 1 0.269 0.063 163.54 163.54 1,016.67 608.78 1.00 1.00 15.52 368.46 245.64 +D+0.750Lr40.750L+H Dsgn.L= 40.28 ft 1 0.448 0.107 272.55 272.55 1,016.67 608.78 1.00 1.00 26.34 368.46 245.64 +D40.750L+0.750S+H Dsgn.L= 40.28 ft 1 0.269 0.063 163.54 163.54 1,016.67 608.78 1.00 1.00 15.52 368.46 245.64 +D+0.60W+H Dsgn.L= 40.28 ft 1 0.269 0.063 163.54 163.54 1,016.67 608.78 1.00 1.00 15.52 368.46 245.64 +D+0.70E+H Project Title: 539 Engineer: Project ID: Project Descr: Steel Beam File=11PROJECTSIProjeclst2020120046--1120046E-1UOISTM-lVcisl Girder-Beam Madificalons.ec6. Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.24. DESCRIPTION: W27x84 under RTU-7 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mox Mnx/Omega Cb Rm Va Max Vnx VnxfOmega Dsgn.L= 40.28 ft 1 0.269 0.063 163.54 163.54 1,016.67 608.78 1.00 1.00 15.52 368.46 245.64 +D+0.750 L r+0.750 L+0.4 50 W+H Dsgn.L= 40.28 ft 1 0.448 0.107 272.55 272.55 1,016.67 608.78 1.00 1.00 26.34 368.46 245.64 +D+0.750L+0.750S+0.450 W+H Dsgn.L= 40.2811 1 0.269 0.063 163.54 163.54 1,016.67 608.78 1.00 1.00 15.52 368.46 245.64 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 40.28 ft 1 0.269 0.053 163.54 163.54 1,016.67 608.78 1.00 1.00 15.52 368.46 245.64 +0.60D+0.60W+0.60H Dsgn.L= 40.28 ft 1 0.161 0.038 98.12 98.12 1,016.67 608.78 1.00 1.00 9.31 368.46 245.64 +0.60D+0.70E+0.60H Dsgn.L= 40.28 ft 1 0.161 0.038 98.12 98.12 1,016.67 608.78 1.00 1.00 9.31 368.46 245.64 Overall Maximum Deflections Load Combination Span Max.''Deft Location in Span Load Combination Max.'+"Dell Location in Span +D+Lr+H 1 1.0903 20.256 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support Overall MAXimum 29.950 29.950 Overall MINimum 9.310 9.310 +D+H 15.517 15.517 +D+L+H 15.517 15.517 +D+Lr+H 29.950 29.950 +D+S+H 15.517 15.517 +D+0.750Lr+0.750L+H 26.342 26.342 +D+0.750L+0.750S+H 15.517 15.517 +D+0.60W+H 15.517 15.517 +D+0.70E+H 15.517 15.517 +D+0.750Lr+0.750L+0.450W+H 26.342 26.342 +D+0.750L+0.750S+0.450W+H 15.5V 15.517 +D+0.750L+0.750S+0.5250E+H 15.517 15.517 +0.60D+0.60W+0.60H 9.310 9.310 +0.60D+0.70E+0.60H 9.310 9.310 D Only 15.517 15.517 Lr Only 14.433 14.433 L Only S Only W Only E Only H Only I r I TATUM --1 S M I T H Project#: 20046 Project Name: Planet Fitness -Zephyrhills, FL W E LCH E R By: BWL Date: March 27, 2020 Sheet#: 54 STRUCTURAL ENGINEERS Existing Beam Analysis: Existing W27x84 along grid line 4 between grids B and A Lateral Torsional Buckling: AISC360-10, Section F22 Lp= 1.76(ry)(E/Fy)A(1/2) 7.31 ft Eqn F2-5 Lb<Lp? Yes Lateral Torsional Buckling Does NOT Apply Lr= Lr= ft Lb<Lr and Lb>Lp? Mmax= 309 kft Moment Ratio= Mmax/(Mn/0) Deflection: Deflection Criteria= L/ 240 Deflection Allowable= 2.01 in Deflection= 0.4 in <Allowable OK JUSE x No Modifications Needed i i i I Beams(Wide Flange)