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
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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
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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.
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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)