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HomeMy WebLinkAbout19-20933 CITY OF ZEPHYRHILLS 5335-8TH STREET ' (813)780-0020 2093 BUILDING PERMIT PERMIT INFORMATION LOCATION INFORMATION Permit Number: 20933 Address: 38250 A AVE Permit Type: COMMERCIAL ZEPHYRHILLS, FL. Class of Work: ADD/ALT COMMERCIAL Township: Range: Book: Proposed Use: COMMERCIAL Lot(s): Block: Section: Square Feet: Subdivision: CITY OF ZEPHYRHILLS Est. Value: Parcel Number: 14-26-21-0010-01300-0010 Improv. Cost: 90,000.00 OWNER INFORMATION Date Issued: 3/15/2019 Name: SOUTH PASCO HEALTH CARE PROPER I Total Fees: 760.00 Address: 485 N KELLER RD STE 250 Amount Paid: 760.00 MAITLAND FL 32751-7535 Date Paid: 3/15/2019 Phone: (813)782-5508 Work Desc: CONSTRUCT ALUMINUM ENCLOSURE 13.8 X 6.6 & PAD CONTRACTORS APPLICATION FEES CALADESI CONSTRUCTION CO BUILDING FEE 735.00 FIRE PLAN REVIEW FEES 25.00 �C s` Ins ections Re uired F OTER 2ND ROUGH PLUMB MISC INSULATION CEILING FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL MISC MISC. 1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE-SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. 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 rinspection,whichever is greater,for each such subsequent renspection. NOTICE: In addition to the requirements of this permit, there maybe additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits 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 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. CONTRA SIGNATURE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER INSTR#2019043437 OR BK 9873 Pr. 1687 Page 1 of 1 03/15/2019 09:00 AM Rcpt:2036719 Rec:10.00 DS:0.00 IT:0.00 Paula S. O'Neii Ph.Dj, Pasco County CCerk&ComptroCCer NOTICE OF CONINIENCENIENT Permit No. Tax Folio No. —2,6— 1- —O/39D--DO/to THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property,and in accordance with Section 713.13 of the Florida Statutes,the following information is provided in this NOTICE OF COMMENCEMENT. l.Description of property(legal descr' li n): / r /t !7 e1rJ�u �e la'a y-1v a)Street(job)Address: B sG 3 Z 2.G eml des ription of improvemen p 3.Owner Information '?"COa)Name and address:�ptK`I1 / A41744 Qrf Pr"OpO-APS 1;;-G Al der-Uswm b)Name and address of fee simple titleholder(if other than owner) a,Har n F1 32751 c)interest in property 4.Contractor Information L a)Name and address: r~si (6)R `t u.Y�Dr� a /39D oArgaa 2.1 le,�Gd Fly/ b)•telephone No.: _227— —99d5e!r- Fax No.(Opt.) 5.Surery information �� a)Name and address: b)Amount of Bond: c)Telephone No.: Fax No.(Opt.) 6.Lender a)Name and address: /yA Phone No. . 7.Identity of person within the State of Flarioa desjpnated by owner upon whom noticesor,other documents may be served:. a)Name and address: David Rodman Officer,485 N.Keller Rd. Suite 250,Maitland.FL 32751 b)Telephone No.:407-975-3011 Fax No.(Opt. 8.1n addition to himself,owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13(I)(b),Florida Starutes: a)Name and address: NIA b)Telephone No.: Fax No.(Opt.) 9.Expiration date ofN Lice of Commencement(the expiration date is one year from the date of recording unless a different date is specified): An - V WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713,PART f,SECTION 713.13. FLORIDA STATUTES,AND CAN RESULT W YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED A:ND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,CONSULT YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. STATE OF FLORIDA COUNTY OF l o. Signature ofOwner or Owner's Audiorix:d OfficedDirectodPartner/Matager David Rodman.Officer&Asst.Secretary to the Board of Directors Print Name p The foregoing instrument was acknowledged before Ire this�dayarrahroCk I'L4 ,20_/by �!&P/w RdL a ��11 as d fFl�'�� (type of authority,e.g.officer,trustee, attorney in fact)forC 0 A4, 0 HaLza CA nine of party on behalf of whom instrument was executed). 401pBRii'7FS, ;FML Personally Known jt OR Produced Identification_ Notary Signature Type of identification Produced Name(print) -- AND-_ Verification pursuant to Section 92.525, Florida Statutes.Under penalties of perjury,I declare that I have read the foregoing and that the facts stated in it are true to the best of my knowledge and belief. Signatur of Natural Person\i-nma ten lute 4 10)Above pum su m of Florid. David Rodman,Officer S Asst.Secretary to the Board of Directors GG 19MM al/tVAn i ; I I I i i I i i IF i ®lick� STATE OF FLORIDA, COUNTY OF PASCO ' THIS IS TO CERTIFY THAT THE FOREGOING IS A TRLIF AND CORRECT COPY OF THE DOCUMENT ®� ON FILE OR OF PUBLIC RECORD IN THIS OFFICE WITNESS MY HAND A WDOFFICIAL SEAL THIS L DAY OFWr 2 U C PAU A S. O'NEIL, CLERK&COMPTROLLER BY � DEPUTY CLERK I 813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021 Building Department Date Received 75-IF Phone Contact for Permitting F, 727 585 _ 9945 Owner's Name SOUTH PASCO HEALTH CARE PROPERTIES INC Owner Phone Number (813)782 5508 Owner's Address 485 N KELLER RD STE 250,MAITLAND,FL 32751 Owner Phone Number Fee Simple Titleholder Name Owner Phone Number Fee Simple Titleholder Address JOB ADDRESS 38250 A AVENUE ZEPHYRHILLS,FL 33542 LOT# SUBDIVISION PARCEL ID# 14-26-21-0010-01300-0010 (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED e NEW CONSTR e . ADD/ALT = SIGN = = DEMOLISH INSTALL REPAIR PROPOSED USE SFR = COMM 0 OTHER I GENERATOR ENCLOSURE TYPE OF CONSTRUCTION = BLOCK = FRAME = STEEL ® I ALUMINUM DESCRIPTION OF WORK CONSTRUCT ALUMINUM ENCLOSURE&PAD FOR BACKUP GENERATOR BUILDING SIZE F 1 3'8„X 6'6° SQ FOOTAGE 89 HEIGHT 8= TIITITITrrr .. . BUILDING $90,000.00 VALUATION OF TOTAL CONSTRUCTION =ELECTRICAL $ AMP SERVICE = PROGRESS ENERGY `QQ W.R.E.C. =PLUMBING =MECHANICAL $ VALUATION OF MECHANICAL INSTALLATION a /�klax =GAS = ROOFING 0 SPECIALTY = OTHER FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA =YES NO 17 /l. BUILDER MPANY CALADESI CONSTRUCTION COMPANY (�{ SIGNATURE Ak REGISTERED I Y/ N FEE CURREN 1390 DONEGAN RD,LARGO,FL 33771 CGC 016311 Address License# C ELECTRICIAN N/A COMPANY SIGNATURE REGISTERED I Y/ N FEE CURREN r Address License# C PLUMBER N/A COMPANY ((( SIGNATURE REGISTERED I YIN I FEE CURREI Y/N Address License# MECHANICAL N/A COMPANY SIGNATURE REGISTERED I Y/ N I FEE CURREN Address License# OTHER N/A COMPANY SIGNATURE REGISTERED Y/ N FEE CURREN Y/N Address License# IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111 RESIDENTIAL Attach(2)Plot Plans;(2)sets of Building Plans;(1)set of Energy Forms;R-O-W Permit for new construction, Minimum ten(10)working days after submittal date. Required onsite,Construction Plans,Stormwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster,Site Work Permit for subdivisions/large projects COMMERCIAL Attach(2)complete sets of Building Plans plus a Life Safety Page;(1)set of Energy Fortes.R-O-W Permit for new construction. Minimum ten(10)working days after submittal date. Required onsite,Construction Plans,Stormwater Plans w/Silt Fence installed, Sanitary Facilities&1 dumpster.Site Work Permit for all new projects.All commercial requirements must meet compliance SIGN PERMIT Attach(2)sets of Engineered Plans. "PROPERTY SURVEY required for all NEW construction. Directions: Fill out application completely. Owner&Contractor sign back of application,notarized If over$2500,a Notice of Commencement is required. (A/C upgrades over$7500) Agent(for the contractor)or Power of Attorney(for the owner)would be someone with notarized letter from owner authorizing same OVER THE COUNTER PERMITTING, (copy of contract required) Reroofs if shingles Sewers Service Upgrades A/C Fences(PlottSurvey/Footage) Driveways-Not over Counter if on public roadways..needs ROW NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to"deed"restrictions" which may be more restrictive than County regulations. The undersigned assumes responsibility for compliance with any applicable deed restrictions. UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has hired a contractor or contractors to undertake work,they may be required to be licensed in accordance with state and local regulations. If the contractor is not licensed as required by law, both the owner and contractor may be cited for a misdemeanor violation under state law. If the owner or intended contractor are uncertain as to what licensing requirements may apply for the intended work,they are advised to contact the Pasco County Building Inspection Division—Licensing Section at 727-847- 8009. Furthermore, if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign portions of the"contractor Block"of this application for which they will be responsible. If you, as the owner sign as the contractor,that may be an indication that he is not properly licensed and is not entitled to permitting privileges in Pasco County. TRANSPORTATION IMPACT/UTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands that Transportation Impact Fees and Recourse Recovery Fees may apply to the construction of new buildings,change of use in existing buildings, or expansion of existing buildings, as specified in Pasco County Ordinance number 89-07 and 90-07, as amended. The undersigned also understands,that such fees,as may be due,will be identified at the time of permitting. It is further understood that Transportation Impact Fees and Resource Recovery Fees must be paid prior to receiving a"certificate of occupancy"or final power release. If the project does not involve a certificate of occupancy or final power release, the fees must be paid prior to permit issuance. Furthermore, If Pasco'County Water/Sewer Impact fees are due,they must be paid prior to permit issuance in accordance with applicable Pasco County ordinances. CONSTRUCTION LIEN LAW(Chapter 713,Florida Statutes,as amended): If valuation of work is$2,500.00 or more,I certify that I, the applicant, have been provided with a copy of the "Florida Construction Lien Law—Homeowner's Protection Guide"prepared by the Florida Department of Agriculture and Consumer Affairs. If the applicant is someone other than the"owner",I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the"owner"prior to commencement. CONTRACTOR'S/OWNER'S AFFIDAVIT: I certify that all the information in this application is accurate and that all work will be done in compliance with all applicable laws regulating construction,zoning and land development. Application is hereby made to obtain a permit to do work and installation as indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all laws regulating construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certify that I understand that the regulations of other government agencies may apply to the intended work,and that it is my responsibility to identify what actions I must take to be in compliance. Such agencies include but are not limited to: - Department of Environmental Protection-Cypress Bayheads, Wetland Areas and Environmentally Sensitive Lands,Water/Wastewater 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 Services/Environmental Health Unit-Wells, Wastewater Treatment, Septic Tanks. - US Environmental Protection Agency-Asbestos abatement. - Federal Aviation Authority-Runways. I understand that the following restrictions apply to the use of fill: - Use of fill is not allowed in Flood Zone"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 engineer licensed by the State of Florida. - If the fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall construction,I certify that fill will be used only to fill the area within the stem wall. - If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent properties. If use of fill is found to adversely affect adjacent properties,the owner may be cited for violating the conditions of the building permit issued under the attached permit application,for lots less than one(1) acre which are elevated by fill,an engineered drainage plan is required. If I am the AGENT FOR THE OWNER,I promise in good faith to inform the owner of the permitting conditions set forth in this affidavit prior to commencing construction. I understand that a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as authority to violate,cancel,alter,or set aside any provisions of the technical codes,nor shall issuance of a permit prevent the Building Official from thereafter requiring a correction of errors in plans,construction or violations of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced within six months of permit issuance,or if work authorized by the permit is suspended or abandoned for a period of six(6)months after the time the work is commenced. An extension may be requested, in writing,from the Building Official for a period not to exceed ninety(90)days and will demonstrate justifiable cause for the extension. If work ceases for ninety(90)consecutive days,the job is considered abandoned. rn 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 COMM CEMENT. FLORIDA JURAT(F.S.117.03) " OWNER OR AGENT CONTRALTO `_ --�_ y Subscribed and�wom to(or affirmed)before me this �Subscntied an bwo/- �C �_ffiof m�thi N J� Ske c� Who Ware personally known to me or has/have produced Who qre p on Ilya known}tQ me or h have produced Co.CO A as identification. �[��UF.i S 1.114L4 as identification. Z Notary Public L Notary Public y' "«. Commission No. Co mi sion o. && �P%�•. Name of Notary typed,printed or stamped Nbfne of '•7 Commission#GG 2-i::457 : ." Expires December 12,2022 Bonded Thru Tra11 Fain Inw'ance 600.385-7019 FULL CIRCLE INTEGRITY*with DESIGN/BUILD INNOVATION SM CALNDC51 CONSTRUCTION CO 1390 Donegan Road Largo, Florida 33771 Phone(727)585-9945 Fax (727)585-6881 October 9, 2018 CGC 016311 To: The City of Zephyr Hills Builder Zephyr Hills,Florida Re: Permit Authorization General Contractor's License CGCO16311 Please find listed below names authorized to pull permits for Caladesi Construction Company. Donald J. Hinrichs Scott D. Hinrichs John Bratanov Delmas Wayne Wyatt Rick Lawson Tim Zellers Preston Spencer Si 4cereA ly Donald J. Hinrichs President Caladesi Construction Company Rodney Corriveau From: Rodney Corriveau Sent: Monday, March 04, 2019 10:05 AM To: Gail Hamilton Cc: Jacqueline Boges Subject: Zephyrhaven Nursing Home Attachments: 38315 A Ave-Google Maps.pdf Gail, I put a permit on your desk for generator pad. I put my own pic with it and it is attached.1 lanning recoMmendatleIg- i h ence (t CRA pees)the generator and�landscap(lf i rigatio i not availabte-irrtha 6cation a drou+-htole�ant �j podaca.r=pu ( r�t�ae�like)wo-uld�b�pref�r�rled. Thoughts? LMK and then I will pass back to Building. Rod Zephyrhills - ------ ZOO` ZEPHYRHILLS-HOMETOWN AMERICA IN THE HEART OF TAMPA BAY! Rodney V. Corriveau, AICP Assistant Planner Zephyrhills City Hall € Planning Department € 5335 8th St. Zephyrhills, FL 33542 Phone: 813.780.0201 Fax: 813.780.0005 Under Florida law,e-mail addresses are public records. If you do not want your e-mail address released in response to a public records request,do not send electronic mail to this office. 1 _ M� � +tyyam� � i�,i s� �'�leK ��;*'j a-�•` _ Google G '� 1 s ADVRN®MAtBJFAC7LIRINQ SaP�'h'E'R"YSTEMS WC 1 D DCNNG'fl'DRIVE.VE FNDNG SD6.D2c.:i:i6'3 P1Vti . �E4ti.lE2:L .eJ ENGINEERING STRUCTURAL CALCULATIONS For Zephyrhaven Replacement October 2, 2018 JJ qqrr^t r 3r1`i i Location: Zephyrhills, FI EU!!,D]N-1-Z 0 Ff IAL AMPS Project Number: 20180450 Designed in compliance with: 2017 Florida Building Code 6th Edition ASCE 7-Minimum Design Loads for Buildings and Other Structures 2015 Aluminum Association Design Manual ANSI/AISC 360-10 Specifications for Structural Steel Buildings 10/2/2018 Matthew T. Baldwin, P.E. Florida License#64608 Proiect Information Project Name/Model# -Zephyrhaven Replacement Project Number - 20180450 Project Description - Sound Attenuated Missile Impact Rated Generator Enclosure with Base Fuel Tank Project Location - Zephyrhills, FI Customer - Caladesi Construction Mounting Location - Ground Miami-Dade/Missile Impact Criteria Applies (HVHZ) Enclosure Materials Roof Bracing Frame - TW"xl/4" Extruded Aluminum Tubing-6061-T6 Roof Panels - 0.090 Aluminum Panel-5052-1-132 Wall Panels - 0.090 Aluminum Panel-5052-1-132-3" Deep Wall Mounting Channel - 3/16"Aluminum Channel-5052-1-132 Horizontal Wall Support - 3/16"Aluminum Angle-5052-1-132 (HVHZ) Vertical Wall Support - 0.090 Aluminum C-Channel-5052-H32 (HVHZ) Components GenSet Manufacturer - Generac GenSet Size and Model - SD175 Supported by- Fuel Tank Fuel Tank - 1,500 Gallon AMPS"Enviroshield Gold" UL-142 Silencer- 1 - Critical Grade Mounted to Interior with 2 Supports Air Intake Intake Scoup on End &Side(s) - Missile Impact Louvers r Exhaust Hood - Gravity Damper Fasteners/Hardware Bolt Size Washer Nut Grade/Finish Roof Panel to Windload Frame - #14 Self-Drilling Screws Seal Washers Grade Walls to Windload Frame - #14 Self-Drilling Screws Seal Washers Grade 410/SS Wall to Wall - 3/8"-16 Bolts Flat Washers Hex Nuts Grade 5/Zinc Enclosure to Fuel Tank - 1/2"- 13 Bolts Flat Washers Nylock Nuts Grade 18-8/SS Base/Tank to Concrete Slab - 1/2"-13 Bolts Flat Washers Grade 5/Galt'. Door Frame to Enclosure - 1/4"-20 Bolts Flat Washers Nylock Nuts Grade 410/SS Door Hinge to Door Frame - #10-32 Bolts Flat Washers #10-32 Nutserts Grade 18-8/SS Intake Scoup - 1/8"Rivets Grade 410/SS Gravity Damper - #14 Self-Drilling Screws Seal Washers Grade 410/SS Silencer to Windload Frame - 3/4"-10 Rods Flat Washers Hex Nuts Grade 18-8/SS Specification Requirements Wind Speed - 200 mph (Greater of Design or Site) . . . Exposure Category - D Risk Category - IV V7 Ground Snow Load (P9 Fig 7.1) - 0 psf 10/2/2018 Ice Thickness(t Fig 10-2 to10-6) - 0.25 in and Concurrent Wind Gust(V,)- 30 mph Seismic Site Class D Matthew T. Baldwin, P.E. Page 1 Florida License#64608 Enclosure Dimensions & Component Weights Zephvrhaven Replacement Roof Style- Single Pitched Wall 1 Enclosure Dimensions (ft) Wall Length MI Height 1 (ftl Height 2(ft) Wall 3 Wall 4 1 6.5 x 8.35 x 8.27 2 6.5 x 8.35 x 8.27 3 13.67 x 8.27 4 13.67 x 8.35 Wall Plan Tank Dimensions _ i Width (Wall 1/2 Side) = 78 in Length (Wall 3/4 Side) = 198 in Height = 34 in Wall3 Wall4 Roof/Eave Information Wall 1/2 Roof Pitch Angle - (0) = 0.7 Degrees Elevation Eave/Roof Height - h = 8.27 Structure Areas Walls 1/2 Area - (wl) = 53.8 ft2 = 7,741 in2 Wall 3 Area - (w3) = 113.1 ft2 = 16,279 in2 Wall 4 Area - (w4) = 114.1 ft2 = 16,437 in2 Roof Area - (R) = 88.9 ft2 = 12,796.1 in2 Tank Side 1/2 (T1) = 2,652.0 in2 Tank Side 3/4 (T3) = 6,732.0 in2 Component Weights Genset = 3,980 Ibs Enclosure = 2,550 lbs Silencer = 450 Ibs Fuel Tank = 6,000 Ibs 10/2/2018 Matthew T. Baldwin, P.E. Page Florida License#64608 MWFRS Net Pressures Zephyrhaven Replacement Wind Wind Direction 1 Directional Procedure method and Load Combinations from �7 ASCE 7 are utilized in these calculations. Wall Enclosure Classification - Enclosed Exposure Category - D V Basic Wind Speed mph ct Walla Wallp ( ) 200 p Wind Direction2j Wind Directionality Factors (Kd) 0.85 Wall2 Internal Pressure Coefficients (GC pi) t 0.18 Pan Velocity Pressure Exposure Coefficient (KZ) 1.03 �y Roof Mean Height Above Ground Level (z) 11.10 ft walla AwailVelocity Pressure (q) 89.67 psf w Elevation Wind Direction 1 Enclosure Wall# Roof ` 1 2 3&4 Parallel to Ridge (Cp)l (Distance From Windward Edge) (Cp)2 Windward Leeward Side 0to 4.1 14.1 to 8.318.3 to 13.7 Background Response Factor (Q) 0.97 0.97 0.96 0.97 Gust Effect Factors (G) 0.91 0.91 0.91 0.91 External Pressure Coefficients (Lp) 0.80 -0.295 -0.70 -0.98 -0.86 -0.54 -0.18 Net Pressures with+(GC ;) -psf (Netp+) 49.1 -40.2 1 -73.0 -96.4 -86.1 -60.3 1 -30.8 Net Pressures with-(GCp;) -psf (Netp_)1 81.4 1 -7.9 1 -40.7 -64.1 -53.8 -28.1 1 1.5 Wind Direction 2 nc osure Wall# Roof-Normal To Ridge 3 4 1&2 (C )l (Distance From Windward Edge) (Cp)2 Windward Leeward Side o to 4.1 > 4.1 Background Response Factor (Q) 0.96 0.96 0.97 0.96 Gust Effect Factors (G) 0.91 0.91 0.91 0.91 External Pressure Coefficients (Cp) 0.80 -0.5 -0.70 -1.30 -0.70 1 1-0.181 Net Pressures with+(GC ;) -psf (Netp+) 48.8 -56.7 -73.2 -121.7 -73.0 -30.8 Net Pressures with-(GC ;) -psf (Netp-)1 81.1 -24.4 -40.9 -89.4 -40.7 1.5 Plus and minus signs signify pressures acting toward or away from the surfaces, respectively. 10/2/2018 Matthew T. Baldwin, P.E. Page 3-1 Florida License#64608 Snow Importance Factor(Snow) (/S) 1.2 Exposure Factor (Ce) 0.8 Thermal Factor (C d 1.2 Slope Factor (CS) 1.0 Flat Roof Snow Load (p s) 0 psf Seismic Importance Factor(Seismic) (l e) 1.5 Mapped Acceleration Parameter (SS) 0.14 Figures 22-1 Thru 22-14 Mapped Acceleration Parameter (S I) 0.07 Figures 22-1 Thru 22-14 Site Coefficient (Fa) 1.6 Site Coefficient (F ) 2.4 MCE Spectral Resp.Accel. Short Per. (Sms) 0.224 MCE Spectral Resp.Accel. 1-s Period (SMI) 0.168 Design Spectral Accel. Short Period (S DO 0.149 Design Spectral Accel. 1-s Period (SDI) 0.112 Fundamental Period of Structure (Ta) 0.098 sec Long Period Transistion Period (TJ 8 sec Figure 22-15 Thru 22-20 Seismic Design Category - A Total Effective Seismic Weight (Wef) 26,411 Ibs Response Modification Coeficient (R) 2 Table 12.2-1 System Overstrength Factor (12 j 2.5 Table 12.2-1 Deflection Amplification Factor (Cd) 2 Table 12.2-1 Seismic Response Coefficient (CS) 0.112 Resultant Seismic Forces Horizontal Seismic Load Effect - (En) Force at Base of Fuel Tank = 0.26 kips Force at Top of Fuel Tank = 0.26 kips Force at Top/Bottom of Enclosure = 0.03 kips Force on Silencer = 0.005 kips Vertical Seismic Load Effect(E„) = 0.03 (Factor, Used With Deadweight in Load Combinations) Story Drift Determination Total Number of wall panels(Wall 1/2) = 6 Total Number of wall panels(Wall 3/4) = 11 Deflection from Elastic Analysis (81e) = 0.020 in Deflection from Elastic Analysis (81) = 0.026 in Allowable Story Drift(Q = 1.00 in (Table 12.12-1) Conclusion (51) 0.026 in < (oa) 1.00 in OK 10/2/2018 Matthew T. Baldwin, P.E. Florida License#64608 Page 3-2 Structural Calculations - Roof Zephyrhaven Replacement Critical Loads & Pressures Wind Pressures Snow Pressure Seismic Load Downforce 1.528 psf = 0.01 psi 0 psf = 0.000 psi Horizontal = 30lbs Uplift -121.7 psf = -0.84 psi Vertical Factor = 0.03 Roof Live Load Downforce 30.0 psf = 0.2083 psi or 300 Ibs Concentrated Load Pressures&loads are the numerical maximums to be analyzed for shear,bending tension,and compression. Section Properties 3"x4"x1/4" Extruded Aluminum Tubing-6061-T6 Cross Sectional Area (A) = 3.25 in Moment of Inertia-x (/x) = 7.07 in Moment of Inertia-y (/,) = 4.44 in Section Modulus-x (Sx) = 3.53 in3 Section Modulus-y (Sy) = 2.96 i n 3 Radius of Gyration-x (rx) = 1.47 in Radius of Gyration-y (ry) = 1.17 in Polar Moment of Inertia (J) = 8.18 in Weight of Beam (w) = 0.32 Ibs/in Modulus of Elasticity (E) = 1.01E+04 ksi Safety Factor (nu) = 1.95 Safety Factor (ny) = 1.65 Coefficient (kt) = 1.00 Welded Tensile Ultimate Strength (FN) = 24 ksi Non-Welded = 42 ksi Welded Tensile Yield Strength (Fty) = 15 ksi Non-Welded = 35 ksi Welded Compressive Yield Strengi(F�y) = 15 ksi Non-Welded = 35 ksi Welded Shear Ultimate Strength (Fs„) = 15 ksi Non-Welded = 27 ksi Roof Frame Calculations Member Designed for Forces Acting on the Weak Axis Interior Beam Critical Member Dimensions Interior Beam Length (L d = 71 in Load Spanned Width (Wd = 24 in Silencer Mounting Locations Distance from end to: Silencer Mount# 1 (ms9) = 24 in Silencer Mount# 2 (ms2) = 47 in 10/2/2018 Matthew T. Baldwin, P.E. Florida License#64608 Page 4-1 Interior Beam Calculated Forces Distributed Loads Weight of Beam (w) = 0.318 Ibs/in Wind Load Downforce (wd) = 0.255 Ibs/in Wind Load Uplift Force (w„) = -20.279 Ibs/in Roof Live Load (L d = 5.000 Ibs/in Snow Load (S) = 0.000 Ibs/in Point Loads Silencer @ Each Mount (ws) = 113 Ibs Roof Live Load (L d = 300.0 Ibs Shear Forces(Maximum at End) Beam Weight Shear (Vb) = 11.29 Ibs Wind DownForce Shear (VWd) = 9.0 Ibs Wind Uplift Shear (VW„) = -719.9 Ibs Max. Silencer Shear (Vs) = 112.5 Ibs Max. Live Load Shear (VLF) = 300.0 Ibs Snow Load Shear (VS) = 0.0 Ibs Seismic Load Shear (VE) = 3.7 Ibs Total Shear Downward = 423.8 Ibs Total Shear Upward = 308.2 Ibs Design Shear (V bd = 423.8 Ibs Stress Forces(Bending) Beam Weight Moment (Mb) = 134 lb-in Wind Downforce Moment (Md) = 107 lb-in Wind Uplift Moment (M„) = -8,519 lb-in Silencer Mount Moment (Ms) = 1,787 lb-in Max. Live Load Moment (MLd = 2,663 lb-in Snow Load Moment (MS) = 0 lb-in Seismic Load Moment (ME) = 57.4 lb-in Total Moments Downward = 4,583 lb-in Total Moments Upward = -3,190 lb-in Design Moment (Mr) = 4,583 lb-in Design Stress (6bi) = 1,548 si Interior Beam Design Calculations =. Allowable Shear Strength (Near Welds) Slenderness Limit 1 (Si) = 47.33 Slenderness Limit 2 (SZ) = 128.80 Slenderness Ratio (S) = 10.0 Allowable Shear Stress = 5,249 psi Allowable Shear Strength (V„) = 17,058 lbs 10/2/2018 Conclusion (Vbi) 424 Ibs < (V„) 17,058 Ibs OK MatthewT. Baldwin, P.E. Florida License#64608 Page 4-2 Allowable Stresses For Tension And Compression(Bending) Tension Allowable Tensile Stress (Ft) = 9,091 psi (Near Welds) Compression Slenderness Limit 1 (S 1) = 186.0 Slenderness Limit 2 (S2) = 6,940.0 Slenderness Ratio (S) = 69.7 Allowable Compressive Stress (F J = 9,091 psi (Near Welds) The Allowable Compressive Stress is the controlling failure design strength. Therefore, (Fb) = 91091 psi Conclusion (0-bi) 1,548 psi < (Fb) 9,091 psi OK Entire Roof Uplift Calculations Roof Area Area of Roof Subjected to Uplift (R) = 12,796 in Roof Uplift Calculated Forces To be conservative,the weight of the roof frame and panels is neglected. Weight of Accessories (wa) = 450 Ibs Wind Load Uplift Force (w.. _ -10,812 Ibs Total Roof Design Uplift (WJ _ -6,037 Ibs (Load Combinations Applied) Mountinq Hardware-Roof Frame to Wall Panels Screws Along Length- 1 Side = 25 . #14 Self-Drilling Screws - Grade 410/SS Screws Along Width- 1 Side = 18 #14 Self-Drilling Screws - Grade 410/SS Total Mounting Screws = 86 #14 Self-Drilling Screws - Grade 410/SS Entire Roof Uplift Design Calculations Grade 410 Ultimate Strength = 150,000 psi #14 Screw Nominal Diameter = 0.180 in #14 Screw Effective Area = 0.025 in #14 Screw Threads per Inch = 14 Washer Nominal Diameter = 0.62E in Wall Panel Tensile Ult. Strength = 31 ksi Wall Panel Tensile Yield Strength = 23 ksi Safety Factor = 3 ` Wall Panel Nominal Thickness = 0.090 in Maximum Tensile Strength = 348.8 Ibs Maximum Shear/Bearing Strength = 203.6 Ibs Max.Tensile Load per Screw = 203.6 Ibs Max.Total Screws Tensile Strength (PtJ = 17,507 lbs 10/2/2018 Conclusion (WM) 6,037 Ibs < (Pts) 17,507 Ibs OK MatthewT. Baldwin, P.E. Florida License#64608 Page 4-3 Roof Panel Uplift Calculations Roof Panel Critical Member Dimensions Critical Panel Length (LP) = 78 in Critical Panel Width (WO = 48 in Roof Panel Uplift Calculated Forces Distributed Loads Wind Load Uplift Force (wP„) = 1,898.1 Ibs (Load Combinations Applied) Mounting Hardware-Roof Panel to Roof Frame Screws Along Length- 1 Side = 8 #14'Self-Drilling Screws - Grade 410/SS Screws Along Width- 1 Side = 4 #14 Self-Drilling Screws - Grade 410/SS Roof Panel Uplift Design Calculations Grade 410 Ultimate Strength = 150,000 psi #14 Screw Nominal Diameter = 0.180 in #14 Screw Effective Area = 0.025 in #14 Screw Threads per Inch = 14 Washer Nominal Diameter = 0.625 in Roof Panel Tensile Ult.Strength = 31 ksi Roof Panel Tensile Yield Strength = 23 ksi Safety Factor = 3 Roof Panel Nominal Thickness = 0.090 in Roof Frame Maximum Tensile Strength = 348.8 Ibs (Accounts for screw pull-over and pull-out strengths) Maximum Shear/Bearing Strength = 203.6 Ibs Max.Tensile Load per Screw = 203.6 lbs Max.Total Screws Tensile Strength (P tj = 4.886 Ibs Conclusion (wp,) 1,898 Ibs < (Ptj 4,886 Ibs OK Roof Force Calculations -Applied to Single Critical Wall/Column Section Distributed Loads Live Load Downforce (L Lr) = 5.00 Ibs/in Wind Load Downforce (L d) = 0.25 Ibs/in Wind Load Uplift Force (L„) = -20.28 Ibs/in Snow Load Force (L s) = 0.00 Ibs/in Point Loads Critical Interior Beam (wbd = 123.8 Ibs Max. Roof Live Load (L d = 300 Ibs Seismic Load (L E) = 3.70 Ibs (Includes Silencer) Maximum Load Force From Roof to Single Wall Panel(Load Combinations Aoaliedl Maximum Downforce Rd) = 423.8 Ibs Maximum Upforce (Wu) = 350.7 Ibs 10/2/2018 (Results are used for the Structural Calculations-Walls/Columns) Matthew T. Baldwin, P.E. Florida License#64608 Page 4-4 Structural Calculations - Walls/Columns Zephyrhaven Replacement Critical Wind Load Pressures and Roof Forces Walls 1 &2 Maximum Pressures Acting: Toward 81.4 psf = 0.5651 psi Away -73.2 psf = -0.5085 psi l Walls 3 8r 4 Maximum Pressures Acting: Toward 81.1 psf = 0.5631 psi Away -73.0 psf = -0.5067 psi Roof Forces on Critical Panel(From Roof Frame Calculations) Maximum Downforce (Wd) = 424 Ibs Maximum Upforce (Wu) = 351 lbs Pressures and weights are the numerical maximums to be analyzed for shear,tension,and compression. Critical Wall Panel Dimensions Critical/Maximum Panel Width = 16 in Critical/Maximum Panel Height = 96.0 in Section Properties 0.090 Aluminum Panel-5052-1-132-3" Deep with 0.90"vertical wall bracing for HVHZ criteria 1" Back Tabs Cross Sectional Area (A) = 2.54 in Moment of Inertia-x (/,,) = 2.91 in Section Modulus-x (Sx) = 3.71 in Radius of Gyration-x (rx) = 1.07 in Modulus of Elasticity (E) = 1.02E+04 ksi Safety Factor (n„) = 1.95 Factor of Safety (n y) = 1.65 Coefficient-Tension Member (kt) = 1.0 Tensile Ultimate Strength (Ft„) = 31 ksi Tensile Yield Strength (Fty) = 23 ksi Shear Ultimate Strength (Fs„) = 19 ksi Compressive Yield Strength (F�y) = . 21 ksi Critical Wall Panel Calculated Forces Maximum Wind Pressure on Walls 10/2/2018 Maximum +Wind Pressure = 0.5651 psi Maximum-Wind Pressure = -0.5085 psi Plus and minus signs signify pressures acting toward or away from the Matthew T. Baldwin, P.E. surfaces,respectively. Florida License#64608 Page 5-1 Wind Shear Distributed Loads on Critical Panel Maximum +Wind Shear = 9.0 Ibs/in Maximum-Wind Shear = -8.1 Ibs/in Total Wind Shear on Critical Panel Total Panel Design Shear (V.) = 868.1 Ibs Critical Panel Roof Load(Roof to Walll Axial Roof Load (W,) = 423.8 Ibs Stress Forces(Bending) Maximum +WindMoment = 4,166.7 lb-in Maximum-Wind Moment = -3,749.2 lb-in Axial Roof Stress (a',) = 167.1 psi (Contributes to both+and-wind stresses) Stress-Compression (aW�) = 1,290.7 psi Stress-Tension (cym) = 1,123.6 psi Design Stress-Compression (6,j = 1,290.7 psi Design Stress-Tension (cym) = 1,123.6 psi Mountinq Hardware-Wall Panel to Wall Panel To be conservative,the'wall to roof and'wall to floor'connections are negleted. Bolts Along Length- 1 Side = 9 3/8"- 16 Bolts -Grade 5/Zinc Total Mounting Screws = 18 3/8"- 16 Bolts -Grade 5/Zinc Wall Panel Desiqn Calculations Mountinq Hardware-Shear and Tension Grade 5 Ultimate Strength = 120,000 psi Grade 5 Shear Strength = 24,000 psi (Includes Reduction Factor) Grade 5 Tensile Strength = 45,600 psi (Includes Reduction Factor) 3/8" Bolt Effective Area = 0.0704 in Shear Strength per Bolt = 1,690 Ibs Tensile Strength per Bolt = 3,210 Ibs Total Bolts Shear Strength (R„b) = 30,414 Ibs Total Bolts Tensile Strength (Rtb) = 57,787 Ibs Allowable Stresses For Tension And Compression(Bending) Tension Allowable Tensile Stress (Ft) = 13,939 psi Compression Slenderness Limit 1 (S 26 10/2/2018 Slenderness Limit 2 (S 2) = 134.5 Slenderness Ratio (S) = 58.2 Matthew T. Baldwin, P.E. Allowable Compressive Stress (F j = 10,406.5 psi Florida License#64608 Page 5-2 Conclusions Bolt Shear (V.) 868 lbs < (Rb) 30,414 lbs OK Stress(Bending) (a,j 1,291 psi < (F b) 10,406 psi OK (am) 1,124 psi < (F b) 13,939 psi OK 10/2/2018 Matthew T. Baldwin, P.E. Florida License#64608 Page 5-3 Structural Calculations - Internal Silencer Zephvrhaven Replacement Critical Loads and Dimensions Silencer Weight = 450 Ibs Number of Silencer Mounts = 2 Silencer Weight per Mount = 225 Ibs Support Span Length = 23 in Dist.-Roof to Bottom Support = 15 in Distance-Mount to Silencer = 4 in Horizontal Seismic Force = 4.5 Ibs Veritcal Seismic Force = 6.72 Ibs Section Properties Vertical Support 3/4"- 10 Rods Grade 5 Zinc Plated 3/4"- 10 Hex Nut Grade 5 Zinc Plated Nominal Bolt Diameter NO = 0.627 in Nominal Bolt Area (A b) = 0.442 in' Single Thread Contact Area = 0.133 in Threads per Inch (n) = 10 Width of Nut NJ = 0.625 In Diameter of Washer (D W) = 1.469 in Ultimate Tensile Strength (Ftj = 120 ksi Horizontal Support C3 x 4.1 Horiz. x C3 x 4.1 Vert. C-Channels A36 Steel Cross Sectional Area (A) = 2.420 in Moment of Inertia-x (IX) = 2.700 in Moment of Inertia-y (l y) = 3.20 in Radius of Gyration-x (rx) = 1.35 in Radius of Gyration-y (ry) = 1.30 in Section Modulus-x (SX) = 2.400 in Section Modulus-yj (Syl) = 2.700 in Section Modulus-y2 (Sy2) = 2.000 in Modulus of Elasticity (E) = 2.9E+04 ksi Weight of Beam (w) = 0.68 Win Tensile Ultimate Strength (Ftj = 58 ksi Tensile Yield Strength (Fty) = 36 ksi Silencer Mount Calculated Forces Vertical Support Weight of Beam = 7.9 Ibs Silencer Tensile Force = 112.5 Ibs Vertical Seismic Force = 3.36 Ibs Rod Tensile Desiqn Force (Art) = 123.7 Ibs Horizontal Support 10/2/2018 Shear Forces Beam Weight Shear (Vb) = 7.9 Ibs Silencer Weight Shear (V,) = 112.5 Ibs Matthew T. Baldwin, P.E. Silencer Seismic Shear (VE) = 3.4 Ifdpaes Florida License#64608 Total Design Shear (VT) = 123.7 Ibs Stress Forces(Bending) Beam Weight Moment (Mb) = 45.2 lb-in Silencer Weight Moment (MS) = 450 lb-in Seismic Weight Moment (ME) = 39 lb-in Total Design Moment (MT) = 533.8 lb-in Design Stress-Tension ((Ybt) = 267 PSI Design Stress-Compression (6bc) = 198 Psi Deflection Beam Weight Deflection (Ab) = 0.000 in Silencer Weight Deflection (d j = 0.000 in Total Beam Deflection (d T) = 0.000 in Silencer Mount Design Calculations Vertical Support 3/4"- 10 Rods Grade 5 Zinc Plated Allowable Tensile Strength Tensile Ultimate Strength = 120,000 psi Grade 5 Zinc Plated Rod Effective Area = 0.442 in Allowable Rod Tensile Strength (R,) = 20,155 Ibs Deflection Possible Horizontal Deflection (AR) = 0.00 in (To Determine Force on Flex Connector) Conclusion (V T) 123.7 Ibs < (R,) 20,155 Ibs OK 3/4"- 10 Hex Nut Grade 5 Zinc Plated Tensile Ultimate Strength = 120,000 psi Grade 5 Zinc Plated Total Thread Contact Area = 0.831 in Allowable Thread Tensile Strength (R„) = 37,905 Ibs Conclusion (A J 123.7 Ibs < (R„) 37,905 Ibs OK Horizontal Support Allowable Stresses For Tension And Compression(Bending) Allowable Stress (Ft&c) = 32,400 psi Conclusion (6bt) 267 psi < (Ft) 32,400 Ibs OK (6bc) 198 psi < (F j 32,400 Ibs OK Deflection 10/2/2018 Maximum Allowable Deflection (AA) = 0.125 in Conclusion Matthew T. Baldwin, P.E. (AT) 0.000 in < (AA) 0.125 in OK Florida License#64608 Page 6-2 Structural Calculations - Enclosure to Base/Tank or Pad Zephyrhaven Replacement Critical Pressures & Loads To determine maximum moment forces,pressures are algebraically combined relative to toward or away forces(+&-)and each wind direction. Wind Direction 1 Net Pressures with+Internal Pressure(+Gcpi) Walls 1 &2 - 89.3 psf = 0.6200 psi Wall 3 or 4 - 73.0 psf = 0.5067 psi Roof Uplift - 96.4 .psf = 0.6693 psi Net Pressures with-Internal Pressure(-Gcpi) Walls 1 &2 - 89.3 psf = 0.6200 psi Wall 3 or 4 - 40.7 psf = 0.2825 psi Roof Uplift - 64.1 psf = 0.4452 psi Wind Direction 2 Net Pressures with+Internal Pressure(+Gcpi) Walls 3 &4 - 105.5 psf = 0.7329 'psi Wall 1 or 2 - 73.2 psf = 0.5085 psi Roof Uplift - 121.7 psf = 0.8450 psi Net Pressures with-Internal Pressure(-Gcpi) Walls 3&4 - 105.5 psf = 0.7329 psi Wall 1 or 2 - 40.9 psf = 0.2843 psi Roof Uplift - 89.4 psf = 0.6208 psi Seismic Horizontal Seismic Force (Eh) = 30 Ibs Enclosure Critical Dimensions &Weights Total Enclosure Weight (Wt) = 3,000 lbs (Includes all components) Walls 1/2 Area - (w1) = 7740.7 in Wall 3 Area - 03) = 16279.3 in Wall 4 Area - (w4) = 16436.8 in Roof Area - (R) = 12796.1 in2 Enclosure Calculated Forces Maximum Wind Load Forces on Walls Wind Direction 1 Net Forces with+Internal Pressure(+Gcpi) 10/2/2018 Walls 1/2 - = 4,800 Ibs Wall 3 or 4 - = 8,329 Ibs Roof Uplift - = 8,565 Ibs Matthew T. Baldwin, P.E. Florida License#64608 Page 7-1 Net Forces with-Internal Pressure(-Gcpi) Walls 1/2 - = 4,800 lbs Wall 3 or 4 - = 4,644 lbs Roof Uplift - = 5,696 lbs Wind Direction 2 Net Forces with+Internal Pressure(+Gcpi) Walls 3/4 - = 12,046 lbs Wall 1 or 2 - = 3,936 lbs Roof Uplift - = 10,812 lbs Net Forces with-Internal Pressure(-Gcpi) Walls 3/4 - = 12,046 lbs Wall 1 or 2 - = 2,201 lbs Roof Uplift - = 7,944 lbs Enclosure Overturn Forces (Load Combinations Applied) (Postive forces act upward,negative forces act downward) Wind Direction 1 Net Forces with+Internal Pressure(+Gcpi) Overturn on Walls 1/2 = . 441 lbs Overturn on Walls 3/4 = 2,748 lbs Net Forces with-Internal Pressure(-Gcpi) Overturn on Walls 1/2 = -420 lbs Overturn on Walls 3/4 = 481 lbs Wind Direction 2 Net Forces with+Internal Pressure(+Gcpi) Overturn on Walls 3/4 = 4,842 lbs Overturn on Walls 1/2 = 2,458 lbs Net Forces with-Internal Pressure(-Gcpi) Overturn on Walls 3/4 = 3,981 lbs Overturn on Walls 1/2 = -217 lbs Design Overturn Force (O E) = 4,842 lbs Acting On Wall 3/4 Mounting Hardware-Enclosure to Base/Tank or Pad To be conservative,half the bolt connections along the adjacent walls are neglected. No. of Bolt Connections Along Wall 3/4 = 3 1/2"- 13 Bolts Grade 18-8/SS Enclosure Overturn Design Calculations Grade 18-8 Ultimate Strength = 85,000 psi Grade 18-8 Shear Strength = 17,000 psi (Includes Reduction Factor) 1/2" Bolt Effective Area = 0.196 in2 Shear Strength per Bolt = 3,332 lbs 10/2/2018 Total Bolts Shear Strength (R„b) = 9,996 lbs Conclusion Matthew T. Baldwin, P.E. (OE) 4,842 lbs < (R„) 9,996 lbs OK Florida License#64608 Page 7-2 Structural Calculations - Enclosure With Base/Tank to Pad Zephyrhaven Replacement Critical Wind Load Pressures To determine maximum moment forces,pressures are algebraically combined relative to toward or away forces(+&-)and each wind direction. Wind Direction 1 To be conservative,roof downforce is neglected. Net Pressures with+Internal Pressure(+Gcpi) Walls 1 &2 - 89.3 psf = 0.6200 psi Wall 3 or 4 - 73.0 psf = 0.5067 psi Roof Uplift - 96.4 psf = 0.6693 psi Net Pressures with-Internal Pressure(-Gcpi) Walls 1 &2 - 89.3 psf = 0.6200 psi Wall 3 or 4 - 40.7 psf = 0.2825 psi Roof Uplift - 64.1 psf = 0.4452 psi Wind Direction 2 Net Pressures with+internal Pressure(+Gcpi) Walls 3 &4 - 105.5 psf = 0.7329 psi Wall 1 or 2 - 73.2 psf = 0.5085 psi Roof Uplift - 121.7 psf = 0.8450 psi Net Pressures with-Internal Pressure(-Gcpi) Walls 3&4 - 105.5 psf = 0.7329 psi Wall 1 or 2 - 40.9 psf = 0.2843 psi Roof Uplift - 89.4 psf = 0.6208 psi Seismic Enclosure Horiz. Seismic Force (EEh) = 30 Ibs Base/Tank Horiz. Seismic Force (EBh) = 264 Ibs Enclosure With Base/Tank Critical Dimensions &Weights Total Enclosure Weight (W f) = 12,980 Ibs (Includes all components) Walls 1/2 Area - 01) = 10,393 in (Includes Baserrank Surface Area) Wall 3Area - 03) = 23,011 in (Includes Baserrank Surface Area) Wall 4 Area - (w4) = 23,169 in (Includes Baserrank Surface Area) Roof Area - (R) = 12796.1 in2 Enclosure With Base/Tank Calculated Forces Maximum Wind Shear Forces on Walls Including Base/Tank Wind Direction 1 Net Forces with+Internal Pressure(+GcpJ) 1002018 Walls 1/2 - = 6,444 lbs Wall 3 or.4 - = 11,740 Ibs Matthew T. Baldwin, P.E. Roof Uplift - = 8,565 Ibs Florida License#64608 Page 8-1 Net Forces with-Internal Pressure(-Gcpi) Walls 1/2 - = 6,444 Ibs Wall 3 or 4 - = 6,546 Ibs Roof Uplift - = 5,696 Ibs Wind Direction 2 Net Forces with+Internal Pressure(+Gcpi) Walls 3/4 - = 16,980 Ibs Wall 1 or 2 - = 5,285 Ibs Roof Uplift - = 10,812 Ibs Net Forces with-Internal Pressure(-Gcpi) Walls 3/4 - = 16,980 Ibs Wall 1 or 2 - = 2,955 Ibs Roof Uplift - = 7,944 Ibs Enclosure with Base/Tank Maximum Wind Force = 16,980 Ibs (Case 1) Acting On Wall 3/4 Maximum Simutaneous Wind Force(Both Directions) = 17,568 Ibs (Case 3) Coefficient of Friction-Steel to Wet Concrete (,us) = 0.45 Frictional Resisting Force (Total Weight x µj = 5,841 Enclosure with Base/Tank Design Shear (VEB) = 4,700 Ibs (Load Combinations Applied) Enclosure With Base/Tank Overturn Forces (Load Combinations Aaalied) Postive forces act upward Wind Direction 1 Net Forces with+Internal Pressure(+Gcpi) Overturn on Walls 1/2 = 246 Ibs Overturn on Walls 3/4 = 4,692 Ibs Net Forces with-Internal Pressure(-Gcpi) Overturn on Walls 1/2 = 55 Ibs Overturn on Walls 3/4 = 1,169 Ibs Wind Direction 2 Net Forces with+Internal Pressure(+Gcpi) Overturn on Walls 3/4 = 8,051 Ibs Overturn on Walls 1/2 = 637 Ibs Net Forces with-Internal Pressure(-Gcpi) Overturn on Walls 3/4 = 7,191 Ibs Overturn on Walls 1/2 = 55 Ibs Desion Overturn Force (O EB) = 8,051 Ibs Acting On Wall 3/4 10/2/2018 Matthew T. Baldwin, P.E. Florida License#64608 Page 8-2 Mountinq Hardware-Enclosure With Baserrank to Pad No. of Bolt Connections Along Wall 3/4 = 5 Bolts 1/2"-13 Bolts - Grade 5/Galt'. No. of Bolt Connections Along Wall 1/2 = 0 Bolts 1/2"-13 Bolts - Grade 5/Galt'. Enclosure With Base/Tank Design Calculations Mounting Hardware-Shear and Tension Carbon Steel Ultimate Stress = 120,000 psi Carbon Steel Nom. Shear Stress = 48,000 psi Carbon Steel Nom.Tensile Stress = 90,000 psi 1/2 in. Bolt Nominal Area = 0.196 in 1/2 in. Bolt Net Tensile Area = 0.142 in Shear Strength per Bolt = 4,704 Ibs Tensile Strength per Bolt = 8,820 Ibs Avail.Tensile Strength per Bolt = 8,820 Ibs (Combined Tension and Shear) Total Bolts Shear Strength (R b) = 47,040 Ibs Total Bolts Tensile Strength (Rtbl) = 44,100 Ibs (Only on one side) Conclusion Shear (VEB) 4,700 Ibs < (Rtb) 47,040 Ibs OK Tension (OEB) 8,051 Ibs < (Rtbl) 44,100 Ibs OK Fuel Tank Floatation Calculations Tank Total Displaced Volume = 303.875 cu.ft Total Tank Buoyancy Force = 18,962 Ibs Total Structure Weight = 12,980 Ibs (Excluding Fuel Weight/Empty Tank) Total Buoyancy Uplift Force (Fb) = 5,982 Ibs Total Bolts Tensile Strength (Rtb) = 88,200 Ibs Conclusion Buoyancy (Fb) 5,982 Ibs < (Rtb) 88,200 Ibs OK 10/2/2018 Matthew T. Baldwin, P.E. Florida License#64608 Page 8-3 City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: ewA�2i,7 Date Received: Site: Permit Type: �L etx Approved w/no comments:El Approved w/the below comments: I Denied w/the below comments: ❑ Dff(-I-v ri C, 4 /CLAt"W This comment sheet shall be kept with the permit and/or plans. ...................................................... Examiner Date 'Con i��—or and/or Homeowner — Required when comments are present)