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HomeMy WebLinkAbout18-20388 - CITY OF ZEPHYRHILLS 5335-8TH STREET (813)780-0020 20388 BUILDING PERMIT PERMIT INFORMATION LOCATION INFORMATION Permit Number: 20388 Address: 7010 GALL BLVD Permit Type: SIGN ZEPHYRHILLS, FL. Class of Work: MONUMENT SIGN Township: Range: Book: Proposed Use: NOT APPLICABLE Lot(s): Block: Section: Square Feet: Subdivision: CITY OF ZEPHYRHILLS Est. Value: Parcel Number: 35-25-21-0010-12100-0030 Improv. Cost: 8,000.00 OWNER INFORMATION Date Issued: 10/30/2018 Name: EPIC RETAIL ZEPHYRHILLS LLC Total Fees: 187.50 Address: 907 S FORT HARRISON AVE STE 102 Amount Paid: 187.50 CLEARWATER FL 33756-3937 Date Paid: 10/30/2018 Phone: 727-210-1900 Work Desc: INSTALLATION MONUMENTAL SIGN 11 X 11.4 121 SQ FT-STARBUCKS CONTRACTORS APPLICATION FEES INTERNATIONAL SIGN & DESIGN SIGN 120.00 INTERNATIONAL SIGN & DESIGN ELECTRICAL FEE 67.50 �C Nu v Ins ections Required FOOTER ELECTRICAL ROUGH FINAL 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 such subsequent reinspection. 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. CONTRACTOR SIGNATURE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER 813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021 Building Department Date Received �j^ Phone Contact for Permitting - Owners Name �+C �eTq� ZepHyRH►LDS LLe Owner Phone Number Owner's Address q O-1 S• ITT HAfzrg 5op z Ac)G Owner Phone Number Fee Simple Titleholder Name F Owner Phone Number a Fee Simple Titleholder Address JOB ADDRESS 201 O CIA'-'— 1 n J UU� LOT# SUBDIVISION PARCEL ID# 2V'a S a V 00,p I a 1 OC)- 6cU 3 O (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED e NEW CCINSTR e ADD/ALT = SIGN [ ] = DEMOLISH INSTALL REPAIR PROPOSED USE = SFR 0 COMM = OTHER TYPE OF CONSTRUCTION = BLOCK Q FRAME = STEEL = DESCRIPTION OF WORK NJ LL OtiE IM0auvV­ek_3t BUILDING SIZE SQ FOOTAGE HEIGHT Z BUILDING $ VALUATION OF TOTAL CONSTRUCTION SOCK � E�O ELECTRICAL $ 1"-0 O AMP SERVICE = PROGRESS ENERGY = W.R.E.C. =PLUMBING $ �� =MECHANICAL $ VALUATION OF MECHANICAL INSTALLATION =GAS = ROOFING SPECIALTY = OTHER FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA =YES NO BUILDER11##P_WffA,`FCOMPANY �NT�2r�J1A�Oh��L C Co2P c SIGNATURE REGISTERED Y/ N FEE CURREN I Y/N Address k C k)A( ST. C)(1C-c_*) rL. License# �S l aoOpy I�f S� ELECTRICIAN OMPANY �Iv1`iv�i10PJAL C CQ� 7 SIGNATURE REGISTERED Y/ N FEE CURREN YIN Address ,0�� CIA1 AL 6T. fL . FL• License# ��la�ylq PLUMBER COMPANY // ���`` SIGNATURE REGISTERED Y/ N FEE CURREN Y/N 1�-) � Address License# LLL J G �r/1 MECHANICAL COMPANY SIGNATURE REGISTERED Y/ N FEE CURREN Y/N Address I License# OTHER COMPANY SIGNATURE REGISTERED Y/ N FEE CURREN Y/N Address License# IIIIIIIIIIIIIIII111111111111111111111111111111111111111111111111111 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 dale. Required onsite,Construction Plans,Stormwaler 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 Forms.R-O-W Permit for new construction. Minimum ten(10)working days after submittal dale. 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. .�.��I--1-FF+-f+l--1-�F-F-C-:--.-.-�1-��1--F4��1..4�1-�1--FF• 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 Attomey(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(Plot/Survey/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—Homeowners Protection Guide"prepared by the Florida Department of Agriculture and Consumer Affairs. If the applicant is someone other than the"owner', I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the"owner'prior to commencement. CONTRACTOR'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 identifywhat 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/WastewaterTreatmert. 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 Agercy-Asbestos abatement. Federal Aviation Authority-Runways. I understand that the following restrictions apply to the use of III: 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 Ill,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. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MA SULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU TEND TO OBTAIN FI A CING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOU N CO EN ENT. FLORIDA JURAT(F.S.117.03) OWNER OR AGENT CONTRACTOR Subscribed and sworn to(or affirmed)before me this Subscribed and swornM Mr a umed)before me this by Who is/are personally known to me or has/have produced Who�ersonallyn me or hash.ve produ ed as identification. � as identification. ,--eNotary Public n /a,),_-t,— Notary Public Commission No. Commission No. ay La State of Florida Name of Notary typed,printed or stamped Name of Notary typed,printed or stamped r Linda Laa BOnte My Commission GG 007269 nor R Expires 08/24/2020 11111111111111111111111111111111111111111111111illllllllllll 2018192744 (Rcpt:2006313 Rec: 10.00 :DS: 0.00 IT: 0.00 Permit Number .11/15/2018 K. S. , Dpty Clerk Parcel ID Number 3&26-21-0010-12100-0030 (PAULA S.0'NEIL,Ph.D.PASCO CLERK 8 COMPTP.OLLEii NOTICE OF COMMENCEMENT . . 11 1 BK01gg1gmPG f I State of Florida Tr+ISARL_ _ County of Pinellas 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. 1.Description of property(legal description): The South 150 feet of the West 280 feet of Tract 121,Zephyrhills Colony Company a)Street(job)Address: 7010 Gall Blvd.,Zephyrhills,FL 33541 2.General description of improvements: instal(monument sign 3-Owner Information or Lessee information if the Lessee contracted for the Improvement: a)Name and address: Epic Retail Zephyrhills,LLC-907 S.Ft.Harrison Ave.,Ste.102,Clearwater,FL 33756 b)Name and address of fee simple titleholder(I different than Owner listed above) _ c)Interest in property: 4.Contractor Information a)Name and address: International CSC Corp.DBA Sign X Press 10831 Canal SL Largo,FL.33777 b)Telephone No.: 727 541-5573 Fax No.:(optionaQ 727 544-7745 5-Surety(if applicable,a copy of the payment bond is attached) a)Name and address: N/A b)Telephone No.: c)Amount of Bond: $ 6.Lender a)Name and address: N/A b)Telephone No.: 7.Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7.,Florida Statutes: a)Name and address: N/A b)Telephone No.: Fax No.:(optional) 8.aln addition to himself or herself,Owner designates NIA of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b),Florida Statutes. b)Phone Number of Person or entity designated by Owner. 9.Expiration date of notice of commencement(the expiration date may not be before the completion of construction and final-payment to the contractor,but will be 1 year from the date of recording unless a different date is specified): ,20 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 1,SECTION 713.13,FLORIDA STATUTES AND CAN RESULT IN YOUR PAYING TWICE FOR I51TIFCOMMENCEMENT. MENTS TO YOUR PROPERTY.A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE INSPECTION. IF YOUTO OBTAIN FINANCING,CONSULT YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR N Under penalty of perjnre that I have read the foregoing notice of commencement and that the facts stated therein are true to the best of my knowledge and belie S:: Andrew J.Hupp,manager (Signature of Owner or s or L s Rho Of4cerlDlre+orlParhrerlMariager) (Print Name and Provide Signatory's Tide/Office) The foregoing instrument was adc ged b me is day of October 2018 by Andrew J.Hupp as pager (type of aulhodty,e.g.officer,trustee,attorney in fad) for Hupp Holdings,LLC ,as manager (Name of Person) (type of authority,...e.g.officer,trustee,attorney in fad) for Epic Retail Zephyrhills,LLC (name of party behalf of whom instrument was executed). Personalty Known 0 Produced ID ❑ , Type of ID Notary Signature Print name suzarrna se -c MYCOMMISSIONGtitf333� EXPIRES:March 15,2M2 �'� �:' ���goteryprrbpetArderwAmra STATE OF FLOR ZIDA,COUNTY OF PASCO THIS IS TOCERTIFY THAT THE FOREGOING IS A TRUE AND CORRECT COPY OF THE DOCUMENT ON FILE OR OF PUBLIC RECORD IN THIS OFFICE 41 WITH iES MY HAND AND,10AL SEAL THIS DAY OF 201. 9 p . � PAULA S, O'NEILt CLERK&COMPTROLLER mvd'we Tmar BY DEPUTY CLERK K AN- 0 F International C&C Corporation d.b.a. Sign X-Press and International Sign 10831 Canal St. Largo, FL. 33777 PH. 727 541-5573 FAX 727 544-7745 FROM: WILLIAM H. GRIFFIN INTERNATIONAL C & C CORPORATION DBA SIGN X-PRESS 10831 CANAL STREET LARGO, FLORIDA 33777 PH 727-545-9785 1 HEREBY AUTHORIZE LOGAN SEIDL TO SUBMIT PERMIT APPLICATIONS, MAKE CHANGES AND INITIAL CHANGES TO APPLICATIONS AND PLANS, PICKUP PERMITS, AND OBTAIN ALL LICENSES FOR CITY OF Zephyrhills, FLORIDA PROJECT: ALL PROJECTS I CERTIFY THAT THE ABOVE AUTHORIZED PERSON IS ACTING ON BEHALF OF INTERNATIONAL C & C CORP. DBA SIGN X-PRESS AND UNDERSTAND THAT I AM FULLY RESPONSIBLE AND LIABLE FOR ALL ACTS PERFORMED UNDER SAID PERMITS. DATE: October 29, 2018 J SIG14ATLJRE OF Q LIFER WILLIAM H. GRIFFIN LICENSE # ES12000419 STATE OF FLORIDA STATE OF FLORIDA COUNTY OF PINELLAS SWORN TO AND SUBSCRIBED BEFORE ME THIS _DAY OF dCa 66-Xf , 2018 by William H. Griffin who is personal) nown to me. NOTARY PUBLIC MY COMMISSION COMMISSION EXPIRES OW-3 ( ip Notary Public State of Flonda Toni J Sherman My Commission GG 133782 oF� Expires 08123/2021 City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: f r G� Q Date Received: /0— Site: -7 b l O GAO 6[ yb Permit Type: �Cmga Approved w/no comments:❑ Approved w/the below comments: ❑ Denied w/the below comments: ❑ This comment sheet shall be kept with the permit and/or plans. Kalvin Switzer—Plans Examiner Date Contractor and/or Homeowner (Required when comments are present) S1nnXPRESs SERVICE• INSTALLATION International C&C Corp. d.b.a Sign X Press r 10831 Canal St. Largo, FL. 33777 PH. 727 541-5573 FAX 727 544-7745 FROM: WILLIAM H. GRIFFIN INTERNATIONAL C & C CORP. DBA SIGN X-PRESS 10831 CANAL STREET LARGO, FLORIDA 33777 PH 727-545-9785 I HEREBY AUTHORIZE Jose Ortiz TO SUBMIT PERMIT APPLICATIONS, MAKE CHANGES AND INITIAL CHANGES TO APPLICATIONS AND PLANS, PICKUP PERMITS, AND OBTAIN ALL LICENSES FOR: CITY OF ZEPHYRHILLS, FL. PROJECT: ALL PROJECTS I. CERTIFY THAT THE ABOVE AUTHORIZED PERSON IS ACTING ON BEHALF OF INTERNATIONAL C & C CORP. DBA SIGN X-PRESS AND UNDERSTAND THAT I AM FULLY. RESPONSIBLE AND LIABLE FOR ALL ACTS PERFORMED UNDER SAID PERMITS. DATE: SIGNATURE OF QUALI ER WILLIAM H. GRIFFIN LICENSE # ES12000419 STATE OF FLORIDA STATE OF FLORIDA COUNTY OF PINELLAS SWORN TO AND SUBSCRIBED BEFORE ME THIS DAY OF , 2018 by William H. Griffin w is personally know to me. NOTARY PUBLIC 1^' MY COMMISSION EXPIRES how ft% Notary Public State of Florida Linda M LaBonte My Commission GG 007269 o K fxpiros 08/24/2020 EPIC Development 907 S. Ft. Harrison Ave Suite 1012 Clearwater, FL 33756. development Office 727.210.1900 Fax 727.-210.1901 DATE: 10/2/18 TO WHOM IT MAY CONCERN: This letter authorizes INTERNATIONAL C&C CORP. DBA SIGN X PRESS and their agents to manufacture, service and install or remove signs and/or awnings at the following location: It also grants authorization for William H Griffin; President and qualifier.for.International C&C Corp. DBA Sign X Press to sign the permit application on behalf of the owner. Location: 7010 GALL BLVD.,ZEPHYRHILLS, FL 33541 INTERNATIONAL C&C CORP. DBA SIGN X PRESS or subcontractor is authorized to secure permits and variances by the local governing body. EPIC RETAIL ZEPHYRHILLS, LLC,a Florida limited liability any By: upp o ings, LLC, as manager By: An r w J. u , as M%"r TITLE:Owner Notary Public: County of: Pinellas State of: Florida Y—SUZANHAWWC �jyrohA.tAS$10N#GG183386 My Commission Expires: March 15,2022 s • '•''FOP s;°°' Bea!:ti'•'rc:Notary pu611c y ..��e000•� , o Seals easyseals.com E �1DAY O DESIGN CALCULATIONS BIJ!,,, FOR EPIC DEVELOPMENT FREESTANDING MONUMENT SIGN 7010 Gall Blvd—Zephyrhills GENERAL NOTES: 1. Design is in accordance with the Florida Building Code 6th Edition(2017) for use within and outside the High Velocity Hurricane Zone(HVHZ). 2. Wind loads have been calculated per the requirements of ASCE 7-10 as shown herein,except where noted otherwise. 3. These engineering calculations pertain only to the structural integrity of those systems, components,and/or other construction explicitly Index: specified herein and/or in accompanying engineering drawings. The Pg 1 Cover existing host structure(if any)is assumed to be in good condition, Pg 2 Wind Loads capable of supporting the loaded system,subject to building department Pg 3 Footing Design approval. No warranty,either expressed or implied,is contained herein. Pg 4 Primary Support(s) 4. System components shall be as noted herein. All references to named components and installation shall conform to manufacturer's or industry specifications as summarized herein. 5. Where site conditions deviate from those noted herein revisions may be sttutett�eaBP!'� y Engineer gdr�at,,��AN eal valid required or a separate site engineering evaluation performed. `` �" pages r°t° ti 6. Aluminum components in contact with steel or embedded in concrete &TATE shall be protected as prescribed in the 2015 Aluminum Design Manual, 3.Part 1-A. Steel components in contact with, but not encased in,concreteshall be coated, painted,or otherwise protected against corrosion.7. Engineer seal affixed hereto validates structural design as shown only. off•.Use of this specification by contractor,et.AI,indemnifies and savesp3 %A%ut" 4 Chris ra _a ie P #67382 harmless this engineer for all costs&damages including legal fees& ',, y� °apellate fees resulting from deviation from this design. Easy S61s�ra---- #31124 1200 N Federal Hwy,#200 Boca Raton,FL 33432 Easy.Seals.com Page 1 s;�Sea s CALCULATIONS FOR FREESTANDING SIGNS .•� earyseals m ASCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs V= 130 mph Basic wind speed Risk Category 1 Structure Exposure C ASD Load Combo Coeff: 0.6 Calculations a= 9.5 3-sec gust speed power law exponent Kd= 0.85 Directionality factor zg= 900, Nominal ht. of atmos. boundary layer Kzt= 1.0 Topographic factor G= 0.85 Cf= 1.55 Force Coefficient ...Width/Height ratio >_0.5 130 mph o UP "C" Monuments at grade W/Ht Ratio_<0.5 DESIGN N SIGN WIND Y u HEIGHT PRESSURES v qZ 15 ft ± 24.7 psf 0.85 18.7 18 ft ± 25.6 psf 0.88 19.5 20 ft ± 26.2 psf 0.90 19.9 30 ft ± 28.6 psf 0.98 21.7 35 ft ± 29.5 psf 1.01 22.4 40 ft ± 30.3 psf 1.04 23.0 45 ft ± 31.1 psf 1.07 23.6 50 ft ± 31.8 psf 1.09 24.1 55 ft ± 32.4 psf 1.12 24.6 60 ft ± 33.0 psf 1.14 25.1 70 ft ± 34.1 psf 1.17 25.9 80 ft ± 35.1 psf 1.21 26.6 90 ft ± 36.0 psf 1.24 27.3 100 ft ± 36.8 psf 1.27 27.9 110 ft ± 37.5 psf 1.29 28.5 120 ft ± 38.2 psf 1.32 29.0 130 ft ± 38.9 psf 1.34 29.5 140 ft ± 39.5 psf 1.36 30.0 150 ft ± 40.1 psf 1.38 30.4 175 ft ± 41.4 psf 1.42 31.4 200 ft ± 42.6 psf 1.46 32.3 250 ft 1± 44.6 psf 1.53 33.9 Page 2 apasyseals CALCULATIONS FOR FREESTANDING SIGNS easyseals mm Footing Design for Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P= 24.7 psf Overturning Safety Factor: O= 1.5 ...FBc 1807.2.3 Sign area 1: A1= 60.5 sq ft ...tributary area 1 for each footer(e.g.sign) Height of applied force above grade: h1= 5.5 ft ...height of area 1 centroid Sign area 2: A2 = 0.0 sq ft ...tributary area 2 for each footer(e.g.post) Height of applied force above grade: h2 = 0.0 ft ...height of area 2 centroid Overturning Moment: Mn = P*(A1*h1+A2*h2) Mn= 8.2 kip-ft Sq/Rect Footing dimensions: B= 4 ft L= 4 ft Footing depth: d = 3 ft Soil cover: ds= 0 ft Superstructure weight: Dr= 200 lb Soil cover weight: Ds= 0 lb ...=100pcf*B*L*ds Footing weight: Df= 7200 lb ...=150pcf*B*L*d Total weight: D= 7400 lb ...=Dr+Ds+Df Soil Strength ...F9c Tables 1806.2,1819.6 Soil class: 4.Sand, silty sand,silty gravel Lateral bearing strength: Plat= 150 psf/ft Vertical bearing strength: Pbrg= 2000 psf Check Vertical Soil Bearing Pressures e= 1.11 ft =(P)*(A1*h1+A2*h2)/D ... > B/6 qtoe= 2*D/[3*L*(B/2-e)) ...reaction below footer at toe qtoe= 1385 psf qtoe< Pbrg OK Resisting moment due to Dead Load: My= D*13/2 My= 14.8 kip-ft Total Resisting Moment: Mtot= My/0 Mtot= 9.9 kip-ft Mtot> Mn OK Page 3 ' seals FOR FREESTANDING SIGNS Q- ) easys ls.mm , Hollow Structural Pape in Bending Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings Material Properties Yield Stress,A53 Grd B Steel: Fy= 35 ksi Safety Factor= 1.67 Per Section B3.4 Modulus of Elasticity: E= 29000 ksi End Supports: Cantilever Member Properties ANSI 5" Schedule 40 steel pipe Nominal size: 5" diam - Sch 40 Outside Diameter d = 5.563 in Moment of Inertia: Ix= 15.2, in Wall Thickness t= 0.258 in Section Modulus: S= 5.45 in' Deflection Limit: Defl = L/80 Design wind pressure: P= 24.7 psf Sign area: A1= 60.5 sq ft ...tributary area for each post(e.g.sign+post) Eccentricity of applied force: e1= 5.5 ft distance to area centroid(weighted avg h1,h2) (1):Yielding Limit State Mn= Fy*S Allowable Moment: Mallow= Mn/1.67 Mn= 190.8 kip-in Mallow= 114.2 kip-in Check Member Bending Moment in member: Mmax= P*A1*e1 Mmax= 98.5 kip-in Mmax < Mallow ... OK Check Member Deflection: Allowable Deflection: Aaiiow= 0.82 in i_/80 Deflection in member: Omar= P*(A*e^3)/(3*E*I) Amax= 0.33 in Amax < Aallow ... OK Page 4 CITY OF ZEPHYRHILLS 5335-8TH STREET (813)780-0020 20441 BUILDING PERMIT PERMIT INFORMATION LOCATION INFORMATION Permit Number: 20441 Address: 7010 GALL BLVD Permit Type: SIGN ZEPHYRHILLS, FL. Class of Work: WALL SIGN Township: Range: Book: Proposed Use: NOT APPLICABLE Lot(s): Block: Section: Square Feet: Subdivision: CITY OF ZEPHYRHILLS Est. Value: Parcel Number: 35-25-21-0010-12100-0030 Improv. Cost: 8,680.00 OWNER INFORMATION Date Issued: 11/09/2018 Name: EPIC RETAIL ZEPHYRHILLS LLC Total Fees: 195.00 Address: 907 S FORT HARRISON AVE STE 102 Amount Paid: 195.00 CLEARWATER FL 33756-3937 Date Paid: 11/09/2018 Phone: 727-210-1900 Work Desc: INSTALLATION DRIVE THRU SIGNS & DIRECTIONAL/WALL CONTRACTORS APPLICATION FEES - C&C ELECTRICAL CONTRACTORS SIGN 127.50 C&C ELECTRICAL CONTRACTORS ELECTRICAL FEE 67.50 FER Ins ections Re uired ELECTRICAL ROUGH FINAL 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 such subsequent reinspection. 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. CONT SIGNATURE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER 813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021 Building Department Date Received 'el� t pv Y� ~ Phone Contact forr Permitting Owner's Name / /n /lGJ C Owner Phone Number —7 Owner's Address 90/ ✓ hl 6 2P40�L Owner Phone Number Fee Simple Titleholder Name Owner Phone Number F Fee Simple Titleholder Address / JOB ADDRESS � 1O 167al� 1 L,42/ LG��Sj LOT# � SUBDIVISION PARCEL ID# 35—olJ��l'M 1Q—V,9 I DQ —00-30 (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED e NEW CONSTR B ADD/ALT = SIGN = DEMOLISH INSTALL REPAIR PROPOSED USE = SFR 0 COMM = OTHER TYPE OF CONSTRUCTION = BLOCK 0 FRAME = STEEL = DESCRIPTION OF WORK BUILDING SIZE I SO FOOTAGE HEIGHT fUILDING $ a`p� VALUATION OF TOTAL CONSTRUCTION ELECTRICAL $ ��/ AMP SERVICE PROGRESS ENERGY = W.R.E.C. PLUMBING $ =MECHANICAL $ VALUATION OF MECHANICAL INSTALLATION =GAS = ROOFING = SPECIALTY = OTHER V�FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA =YES NO BUILDER COMPANY G SIGNATURE REGISTERED Y/ FEE CURREN Y!N Address ' --) License# 1—: 3toa ELECTRICIAN ` COMPANY C1k SIGNATURE REGISTERED Y/ N FEE CURREI. Y/N Address o� / / S w�S/� C 6 33'9VL4cense# G/3 PLUMBER COMPANY SIGNATURE REGISTERED Y/ N FEE CURREt, Y/N Address License# MECHANICAL COMPANY SIGNATURE REGISTERED Y/ N FEE CURREI, YIN Address I License# OTHER COMPANY SIGNATURE REGISTERED I Y/ N FEE CURREK LYLN Address License# Illllllllllltllllllllllllllllllllllllllllltllllllllllllllllllllllll 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 p%ects COMMERCIAL Attach(2)complete sets of Building Plans plus a Life Safety Page;(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 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) RDroofs if shingles Sewers Service Upgrades A!C Fences(Plot/Survey/Footage) Driveways-Not over Counter if on public roadways..neads 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. WARNING TO OWNE R FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FO O EMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LEND N ATTOR ORE RECORDING YOU NOTICE OF COMMENCEMENT. FLORIDA JURAT(F.S. 17. -OWNER OR_AGENT CONTRACT S bscr dsworn irme a re IN du cri and bwor (oarmd)b ore me ti; b / C, o is are personally known to me or hass4fha2 ho ighEt.ersonall wBAo meJor hasihave pro s identi, on. as id\\\li��t�ah 15SI01V 7O�i 0 20�eZa G Notary Public ry Co fission No. CMmission No. Q NOTARY :N /CPrin Pr PQR0 Name of Notary typed,printed or stamped Name of Notary typed,printed or stamperl;—� <rA'ro ''•• $U7JWNASUX;EVIC iii, �/ lu®U�il4t ®�\,\�� MY COMMISSION 00,G 18M EXPIRES:March 15,2022 -'�FOFP��a`•; r7nn4m Thn,k1M.-R,l i;r! City of Zephyrhills Sign Permit Re: Starbucks 7010 Gall Blvd Zephyrhills,FL 33541 Parcel ID#: 35-25-21-0010-12100-0030 To Whom It May Concern, This is to grant written authorization to: C & C Electrical Contractor's, Inc. and Signsource necessary permissions to erect wall and/or freestanding signage for Starbucks,located at the address listed above. Please find attached a site plan of this location. The parcel number is also listed above. Please be advised we have contracted the above mentioned companies to build/install signage for our new location. This is their authority to act on our behalf to obtain sign/building permits. With Regards, Epic Retail Zep hills, LLC, a Florida limited liability company By: Hupp Hol i s, LLC, its manager By: Andrew pp, ger STATE OF FLORIDA COUNTY OF PINELLAS The foregoing instrument was acknowledged before me this day of October,2018 by Andrew J.Hupp, as manager of Hupp Holdings,LLC, as manager of Epic Retail Zephyrhills,LLC.He/she is personally known To me or has produced (type of identification)and did(did not)take an oath. Notary Public, State of Florida at Large (place seal or stamp in provided space) /��/ ' •�,pVF SU�NASUCEVIC W COMMISSION#GG 163366 a EXPIRES:March 15,2022 Bonded Thru Notary PuM!c Underniters Notary ignature Notary Printed Name C & C Electrical Contractors 27612 Prospect Place Wesley Chapel, FL 33544 INVOICE To: Epic Retail Zephyrhills LLC From: Greg Connley 907 Fort Harrison Ave Ste 102 C&C Electrical Contractors Clearwater FL 27612 Prospect Place Wesley Chapel FL 33544 Item/Quantity Description Package Cost . 2 16" Illuminated Channel Letters 1 60"Wall Logo 1 48" DT Sign Cabinet 3 46"DT Directional 1 46"DT Directional Thank you/Exit Only 1 Clearance Bar 1 Pre-Menu board 1 5 Panel Menu board 1 Canopy DOS 1 Custom Non Illuminated 46"DT Directional Total due: $6000.00 IIIIIIIIIIIIIIilIllllIIIII>>fll>lllllllllll111�llllllllllll 2018186312 Permit No. Parcel ID No 35-25-21-0010-12100-0030 cp :2 03346 Rec: f0.00 NOTICE OF COMMENCEMENT DS: 0.00 IT: 0.00 State of Florida County of Pasco 11/02/2018 J. G. , Dpty Clerk THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property,and in accordance with Chapter 713,Florida Statutes, the following information is provided in this Notice of Commencement: 1. Description of Property: Parcel Identification No. 35-25-31-0010-12100-0030 NEIL 7010 Gall Boulevard,Zephyrhills,FL 'PRULR-5-O' —PF��gSCO CLERK—F�COAiPTP.000Eh Street Address: 11/02/2018 01:10 m 1 of 1 2. General Description of Improvement Signage Installation OR BK 981 PG 34658 3. Owner Information or Lessee information if the Lessee contracted for the improvement: Epic Retail Zephyrhills LLC 907 S Fort Har"rM Ave Ste 102 Clearwater FL Address City State Interest in Property: Owner Name of Fee Simple Titleholder: (If different from Owner listed above) Add resso State 4. Contract /� ' Qn -2/, RM502ctC Address �{ //// City State Contractor's Telephone No.:���0 Ll 7d�73 5. Surety: Name Address City State Amount of Bond: $ Telephone No.: 6. Lender: Name Address City State Lender's Telephone No.: 7. Persons within the State of Florida designated by the owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)(7),Florida Statutes: Name Address City State Telephone Number of Designated Person: 8. In addition to himself,the owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b),Florida Statutes. Telephone Number of Person or Entity Designated by Owner: 9. Expiration date of Notice of Commencement(the expiration date may not be before the completion of construction and final payment to the contractor,but will be one year from the date of recording unless a different date is specified): WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER A ER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO 0Z PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST I PECTION. IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCIPQG W K OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalty of perjury,I declare that I have read the foregoing otice ommencement and that the facts stated therein are true to the best of my knowledge and belief. STATE OF FLORIDA COUNTY OF PASCO ;S nat of Own- �Ein,�g ne or- a's Authorized i r/D rt Signatory's Title/Office 0 The foregoin instrument was acknowledged before me this�4— y of �20IS by (A 1;O V 2 (�I' LLC as (type of authority,e.g.,officer,trustee,attorney in fact)for 0 f�l r lr (name of a y on behalf of whom instg4rent was executed). Personally Known taltR Produced Identification❑ Notary Signature Type of Identification Produced Name(Print) $UZAN"ASUCEVIC my� \ �pYPUS, COMMISSION#GG J83386 _.: �` EXPIRES:March 15,2022 111 :yrp`:` pubtICUIId2tYmtes 1 wpdata/bcs/noticecommencement�rc053048 eoFc P gpndedT(1tU1101�Y C&C Electrical Contractors, Inc 27612 Prospect Place Wesley Chapel, FL 33544 Contractor Affidavit 2018 City of Zephyrhills Date: I, Gregory Connley, of C & C Electrical Contractors, Inc, hereby authorize: Of 350s211'r1... to act on my behalf with regards to pu ling permits and applying for any variances in the above listed Municipality. With Regards, Arekf Connley C&C Electrical Contractors, Inc . State Cert# EC13001863 STATE OF COUNTY OF c�1lA� The foregoing instrument was acknowledged before me this day of ��ja o yebl— 20 1 e by'-�,->-eh K� g n t . He/she is personally known to me or has produced (type of identification) and did(did not) take an o\\h.\��\111t1111111I/// BRAS, Noy •4i$ e o �orida at Large (Pfce r st , pi?vided space) a iy:•,y E°�•QO Not* `;'••'o�.� Notary Ainted Name e[IC. �/ll11111I1111\N� I,CU III UP O City of Zephyrhills BUILDING PLAN REVIEW COMMENTS Contractor/Homeowner: Date Received: — 4 Site: �C� 1 0 �A—f f L71 V Permit Type: ��,V ve' Approved w/no comments: Approved w/the below comments: ❑ Denied w/the below comments: ❑ This comment sheet shall be kept with the permit and/or plans. 1,Z NOV 0 g 2019 Kalvin Switze — ans Examiner Date Contractor and/or Homeowner (Required when comments are present) Detail by Entity Name Page 2 of 2 Detail by Entity Name Florida Limited Liability Company HUPP HOLDINGS, LLC Filing Information Document Number L16000189616 FEI/EIN Number 81-4130558 Date Filed 10/13/2016 Effective Date 10/07/2016 State FL Status ACTIVE Principal Address 907 S FT HARRISON AVE SUITE 102 CLEARWATER, FL 33756 Mailing Address 907 S FT HARRISON AVE SUITE 102 CLEARWATER, FL 33756 Registered Agent Name&Address HUPP,ANDREW J 907 S. FT. HARRISON AVE SUITE 102 CLEARWATER, FL 33756 Authorized Person(s)Detail Name&Address Title MGR HUPP,ANDREW J 907 S. FT. HARRISON AVE,SUITE 102 CLEARWATER, FL 33756 Annual Reports Report Year Filed Date 2017 04/10/2017 2018 03/05/2018 Document Images 03/05/2018--ANNUAL REPORT View image in PDF format 04/10/2017—ANNUAL REPORT View image in PDF format 10/13/2016--Florida Limited Liability View image in PDF format Flonda Department of State,DMs,on of Corporations http://search.sunbiz.org/Inquiry/CorporationS earch/SearchResultDetail?inquirytype=Entity... 2/13/2019 Electronic Articles of Organization L18000026967 For FILED 8:00 AM Januar 30 2018 Florida Limited Liability Company sec. Of state kpcardwell Article I The name of the Limited Liability Company is: EPIC RETAIL ZEPHYRHILLS, LLC Article II The street address of the principal office of the Limited Liability Company is: 907 S FORT HARRISON AVE STE 102 CLEARWATER, FL. UN 33756 The mailing address of the Limited Liability Company is: 907 S FORT HARRISON AVE STE 102 CLEARWATER, FL. UN 33756 Article III The name and Florida street address of the registered agent is: HUPP HOLDINGS, LLC 907 S FORT HARRISON AVE STE 102 CLEARWATER, FL. 33756 Having been named as registered agent and to accept service of process for the above stated limited liability company at the place designated in this certificate, I hereby accept the appointment as registered agent and agree to act in this capacity. I further agree to comply with the provisions of all statutes relating to the proper and complete performance of my duties, and I am familiar with and accept the obligations of my position as registered agent. Registered Agent Signature: ANDREW J. HUPP i Article IV L18000026967 The name and address of person(s) authorized to manage LLC: F LED 8:00 M J Title: MGR Sec. Of Stale HUPP HOLDINGS, LLC kpcardwell 907 S FORT HARRISON AVE STE 102 CLEARWATER, FL. 33756 UN Title: MGR ROCWELL INVESTMENTS, LLC 2419 W KENNEDY BLVD., SUITE 100 TAMPA, FL. 33609 UN Article V The effective date for this Limited Liability Company shall be: 01/30/2018 Signature of member or an authorized representative Electronic Signature: SUE SUCEVIC I am the member or authorized representative submitting these Articles of Organization and affum that the facts stated herein are true. I am aware that false information submitted in,a document to the Department of State constitutes a third degree felony as provided for in s.817.155, F.S. I understand the requirement to file an annual report between January 1 st and May 1 st in the calendar year following formation of the LLC and every year thereafter to maintain "active" status. 1 $ f -Jis ,:g• ..... JkCJUELINE BOGES • •-Com�ission#'GG'276451 •TdpQ=Expires December IZ 2022 f��BplwlgdTiwTttry.FInsu(2ncs.9003$SZ019. �j I 1 3 - I I i t d - 1 - �'Fr'+.�GAttlq£ssX`.:.gc;'1 aS•C1::L5tGy°"�?i.�R�'��"»,' .y III •iy`6tr tf/..j�}. C. y. .4 Ucf�{,�4{';Q9'I�I��A��`&� _ �•.'4'�h��?`-• j'Y�:::lrt;-fi'4k GC/C;t$ Ep! • ems.lea-��as-.+i�c%+ut�:.<as��sxrow�>�¢:."w=�# i I, xf 1 ,f j t . ,eee.0000 , Seats cy• easysea s.com DESIGN CALCULATIONS FOR STARBUCKS 3: 31" Drive-Thru ®irectionals zephyrhons, FL GENERAL NOTES: 1. Design is in accordance with the Florida Building Code 6th Edition(2017) for use within and outside the High Velocity Hurricane Zone(HVHZ). 2. Wind loads have been calculated per the requirements ofASCE 7-10 as shown herein,except where noted otherwise. 3. These engineering calculations pertain only to the structural integrity of those systems, components,and/or other construction explicitly Index: specified herein and/or in accompanying engineering drawings. The Pg 1 Cover existing host structure(if any)is assumed to be in good condition, Pg 2 Wind Loads capable of supporting the loaded system,subject to building department Pg 3 Footing Design approval. No warranty,either expressed or implied,is contained herein. Pg 4 Primary Support(s) 4. System components shall be as noted herein. All references to named Pg 5 Cast-In Anchors Bolts components and installation shall conform to manufacturer's or industry specifications as summarized herein. 5. Where site conditions deviate from those noted herein,revisions may be Engir1ee ' gn?turah seal valid required or a separate site-specific engineering evaluation performed. ®'° ® `° � � e`er`®��� �er 6. Aluminum components in contact with steel or embedded in concrete � o shall be protected as prescribed in the 2015 Aluminum Design Manual, No. 6; 382 Part 1-A. Steel components in contact with, but not encased in,concrete ; shall be coated,painted,or otherwise protected against corrosion. 7. Engineer seal affixed hereto validates structural design as shown only. 0 ,c�Sep 2 Use of this specification by contractor,et.Al, indemnifies and saves ° harmless this engineer for all costs&damages including legal fees& Chrisjrrand �gy ��'®P.�#67382 apellate fees resulting from deviation from this design. Easy S96ISo,r®seris:91'�Auth#31124 1200 N Federal Hwy,#200 Boca Raton,FL 33432 Easy Seals.com Page 1 CALCULATIONS FOR FREESTANDING SIGNS Me. 'A SCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs V= 130 mph Basic wind speed Risk Category 1 Structure Exposure C ASD Load Combo Coeff: 0.6 Calculations _ a= 9.5� 3-sec gust speed power law exponent Kd= 0.85 Directionality factor zg= 900, Nominal ht. of atmos. boundary layer KA= 1.0 Topographic factor G= 0.85 Cf= 1.55 Force Coefficient ...Width/Height ratio >_0.5 130 mph - Exp "C'° Monuments at grade W/Ht Ratio_<0.5 DESIGN N SIGN WIND Y n HEIGHT PRESSURES v pz 15 ft ± 24.7 psf 0.85 18.7 18 ft ± 25.6 psf 0.88 19.5 20 ft ± 26.2 psf 0.90 19.9 30 ft ± 28.6 psf 0.98 21.7 35 ft ± 29.5 psf 1.01 22.4 40 ft ± 30.3 psf 1.04 23.0 45 ft ± 31.1 psf 1.07 23.6 50 ft ± 31.8 psf 1.09 24.1 55 ft ± 32.4 psf 1.12 24.6 60 ft ± 33.0 psf 1.14 25.1 70 ft ± 34.1 psf 1.17 25.9 80 ft ± 35.1 psf 1.21 26.6 90 ft ± 36.0 psf 1.24 27.3 100 ft ± 36.8 psf 1.27 27.9 110 ft ± 37.5 psf 1.29 28.5 120 ft ± 38.2 psf 1.32 29.0 130 ft ± 38.9 psf 1.34 29.5 140 ft ± 39.5 psf 1.36 30.0 150 ft ± 40.1 psf 1.38 30.4 175 ft ± 41.4 psf 1.42 31.4 200 ft ± 42.6 psf 1.46 32.3 250 ft 1± 44.6 psf 1.53 33.9 Page 2 CALCULATIONS FOR FREESTANDING SIGNS QQ).. -Footing Design for Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P= 24.7 psf Overturning Safety Factor: Q= 1.5 ...FBc 1807.2.3 Sign area 1: A1= 3.2 sq ft ...tributary area 1 for each footer(e.g.sign) Height of applied force above grade: h1= 3.2 ft ...height of area 1 centroid Sign area 2: A2 = 0.0 sq ft ...tributary area 2 for each footer(e.g.post) Height of applied force above grade: h2 = 0.0 ft ...height of area 2 centroid Overturning Moment: Mn= P*(A1*h1+A2*h2) Mn = 0.3 kip-ft Round Footing Diameter: B= 1.5 ft Footing depth: d = 2.67 ft Soil cover: ds= 0 ft Superstructure weight: Dr= 200 lb Soil cover weight: Ds= 0 lb =100pcf*n*B^2/4*ds Footing weight: Df= 708 lb ...=150pcf*n*B^2/4*d Total weight: D= 908 lb ...=Dr+Ds+Df Soil Strength ...FBc Tables 1806.2,1819.6 Soil class: 4.Sand,silty sand,silty gravel Lateral bearing strength: Plat= 150 psf/ft Vertical bearing strength: Pbrg= 2000 psf Check Lateral Soil Bearing Pressures (Empirical Method) ...FBc Sect 1807.3.2.1 Unconstrained (No rigid floor or pavement at ground surface) Allowable lateral soil bearing pressure at 1/3 depth: S1= 2*Plat * (d+ds)/3 S1= 267 psf Total applied lateral load: Ptot= 0.08 kips Equiv ht of applied load: heq = 3.20 ft As= 2.34*Ptot/(S1*B) As= 0.5 ft dreq= As/2 * [ 1+d(1+4.36*heq/As)] dreq= 1.53 ft dreq<d OK Page 3 CALCULATIONS.FOR FREESTANdINC SIGNS Q' ---EqsySea1s 'ALUMINUM DESIGN MANUAL (2005 EDITION) Specifications for Aluminum Structures (Buildings) Design Check of 1.6"x3"x0.356"/0.356" 6063-T6 Aluminum C-Channel _b , Alloy: 6063 Temper: T6 Welded: Y tb SECTION PROPERTIES b 1.600" Flange width tb 0.356" Flange thickness h 3.000" Web height th th 0.356" Web thickness Ix 2.36 in^4 Moment of Inertia about axis parallel to flange ly 0.47 in^4 Moment of Inertia about axis parallel to web Sc 1.57 in^3 Section modulus, compression side (about X-axis) rx 1.10 in Radius of gyration about centroidal axis parallel to flange ry 0.49 in Radius of gyration about centroidal axis parallel to web 1 0.10 in^4 Torsion constant A 1.95 in^2 Cross sectional area of member MATERIAL PROPERTIES Ftu 17 ksi Tensile ultimate strength Fty 8 ksi Tensile yield strength Fcy 8 ksi Compressive yield strength Fsu 11 ksi Shear ultimate strength E 10,100 ksi Compressive Modulus of Elasticity ALLOWABLE STRESSES Fb= 4.45 ksi Allowable bending stress Fac= 3.11 ksi Allowable axial stress,compression MEMBER LOADING Design wind pressure: P= 24.7 psf End Supports: Cantiliever Sign area: Al= 3.2 sq ft ...trib area for each member(e.g.sign+post) Eccentricity of applied force: e1= 3.2 ft ...dist to area centroid(weighted avg h1,h2) Bending Moments Mz 0.26 kip-ft Bending momemt developed in member Ma= 0.58 kip ft fb= 1.95 ksi Bending stress developed in member Fb= 4.45 ksi Allowable bending stress of member fb< Fb OK 1200 N Federal Hwy,#200 Ofc:(954)333-8965 — Fax:(954)719-3707 Boca Raton, FL 33432 www.nu-wind.com Page of CSV, sc�a j CALCULATIONS FOR FREESTANDING SIGNS �... d, easyse lsmm Cast-in-Place Concrete Anchor Bolts ACI 318-11,Appendix"D" Required Strength: Wind pressure: W= 24.7 psf Tributary area: A= 3.2 sgft Dead load: D= 0 lb Load eccentricity: e= 3.2 ft ASCE 7-10,2.3.2: U = (1.2)D+ (1.0)W Mu = 0.43 kip-ft ..._[(1.2)D+(1.0)W]*A*e Anchor & Concrete Specs: Concrete: fc= 2500 psi Anchor bolt size: 3/4" da = 0.75 in nt= 10 threads/in Anchor material: SAE Grade 2/A307 futa = 74 ksi Embedment: hef= 10 in Edge distance: ED= 7 in Qty anchors in group: Q= 2 anchors Anchor group offset: a = 4 in Anchor Strength: Steel: (�s= 0.75 Tension: U 5 0.75(� Nn Conc, no suppl reinf: 4c= 0.70 Steel Strength: Ase= n/4*(da-0.9743/nt)2 Nsa = Ase*futa Ase= 0.33 in' Nsa = 24.8 kips 4)s*Nsa= 18.6 kips Concrete Breakout: Anc= [ED+s+1.5*hef]*[ED+1.5*hef] Anco= 9*hef^2 Anc= 484 in Anco= 900 in' Nb= kc*A*Vf'c*hef^1.5 Cracked Concrete: Upc= 1.0 Nb= 37.9 kips Cast-in anchors: 4Ucp= 1.0 Limit=16*A*Vf c*hef^(5/3) = 37.1 kips LUed=0.7+0.3*ED/(1.5*hef) LPed = 0.84 kc= 24 ...cast-in anchors No eccentricity between anchors: UJec= 1.0 X= 1.0 ...normal weight concrete Concrete breakout strength: Ncb= (Anc/Anco)*4jc*LUcp*LPed*LPec*Nb Ncb= 17.1 kips 4WNcb= 12.0 kips Concrete Pullout: Headed Stud/Bolt: Head diameter: dh = 1 in Np= 8*Abrg*f'c Abrg= 0.8 in Np= 15.7 kips Cracked Concrete: 4pc,p= 1.0 Concrete pullout strength: Npn = 4)c.p*Np Npn = 15.7 kips #*Npn= 11.0 kips Concrete Blowout: Headed Stud/ Bolt: Nsb= 160*ED*VAbrg*X*df'c Concrete blowout strength: Nsb= 49.6 kips (Oc*Nsb= 34.7 kips Critical Anchor Strength: 4)Nn = min(4)s*Nsa,4)c*Ncb,4)c*Npn,4)c*Nsb) 4)Nn= 11.0 kips 4)Mn= Q*4)Nn*a 4)Mn = 7.3 kip-ft Mu 5 0.75 4) Mn 0.43 kip-ft < 5.5 kip-ft OK Page 5 I 11100�� ' 1 n 0 • a ♦ • � • : ,g -lSeats �es�Hl• 11 �r' easyseals.com DESIGN CALCULATIONS FOR l STARBUCKS I: order Canopy Zephyrhills, FL GENERAL NOTES: 1. Design is in accordance with the Florida Building Code 6th Edition(2017) for use within and outside the High Velocity Hurricane Zone(HVHZ). 2. Wind loads have been calculated per the requirements of ASCE 7-10 as shown herein,except where noted otherwise. 3. These engineering calculations pertain only to the structural integrity of Index: those systems,components,and/or other construction explicitly Pg 1 Cover specified herein and/or in accompanying engineering drawings. The existing host structure(if any)is assumed to be in good condition, Pg 2 Wind Loads capable of supporting the loaded system,subject to building department Pg 3 Footing Design approval. No warranty,either expressed or implied,is contained herein. Pg 4 Primary Support(s) 4. System components,shall be as noted herein. All references to named Pg 5 Cast-In Anchor Bolts components and installation shall conform to manufacturer's or industry specifications as summarized herein. 111111rdr�� 5. Where site conditions deviate from those noted herein, revisions may be Engineer' slintituure gild seal valid required or a separate site-specific engineering evaluation performed. ®�.e ttdr a esld Sdiro'gg 5 6. Aluminum components in contact with steel or embedded in concrete a tea`•. o® o�� shall be protected as prescribed in the 2015 Aluminum Design Manual, No. 67. 82 Part 1-A. Steel components in contact with,but not encased in,concrete -k- shall be coated,painted,or otherwise protected against corrosion. r e S AT OF 7. Engineer seal affixed hereto validates structural design as shown only. 0, t� ep 2Ir2 Use of this specification by contractor,et.Al,indemnifies and saves Chrisjta►r�Y a Per#67382 harmless this engineer for all costs&damages including legal fees& A���,d anollato fooc rociiltina frnm rimiiatinri frnm Chic riocinn Easy Sealsix 111-c' Auth#31124 1200 N Federal Hwy,#200 Boca Raton,FL 33432 Easy Seals.com Page 1 QIfEasySeaLs CALCULATIONS FOR FREESTANDING SIGNS easysealsxom / SCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs V= 130 mph Basic wind speed Risk Category 1 Structure Exposure C ASD Load Combo Coeff: 0.6 Calculations _ _ _ a= 9.5 3-sec gust speed power law exponent Kd= 0.85 Directionality factor zg= 900, Nominal ht. of atmos. boundary layer Kzt= 1.0 Topographic factor G= 0.85 Cf= 1.55 Force Coefficient ...Width/Height ratio >_0.5 130 mph - UP "C" Monuments at grade W/Ht Ratio<_0.5 DESIGN N SIGN WIND u HEIGHT PRESSURES v qZ 15 ft ± 24.7 psf 0.85 18.7 18 ft ± 25.6 psf 0.88 19.5 20 ft ± 26.2 psf 0.90 19.9 30 ft ± 28.6 psf 0.98 21.7 35 ft ± 29.5 psf 1.01 22.4 40 ft ± 30.3 psf 1.04 23.0 45 ft ± 31.1 psf 1.07 23.6 50 ft ± 31.8 psf 1.09 24.1 55 ft ± 32.4 psf 1.12 24.6 60 ft ± 33.0 psf 1.14 25.1 70 ft ± 34.1 psf 1.17 25.9 80 ft ± 35.1 psf 1.21 26.6 90 ft ± 36.0 psf 1.24 27.3 100 ft ± 36.8 psf 1.27 27.9 110 ft ± 37.5 psf 1.29 28.5 120 ft ± 38.2 psf 1.32 29.0 130 ft ± 38.9 psf 1.34 29.5 140 ft ± 39.5 psf 1.36 30.0 150 ft ± 40.1 psf 1.38 30.4 175 ft ± 41.4 psf 1.42 31.4 200 ft ± 42.6 psf 1.46 32.3 250 ft 1± 44.6 psf 1.53 33.9 Page 2 ) as sea CALCULATIONS FOR FREESTANDING SIGNS M.. easysealscom Footing Design for Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P= 24.7 psf Overturning Safety Factor: O= 1.5 ...FBc 1807.2.3 Sign area 1: A1= 26.6 sq ft ...tributary area 1 for each footer(e.g.sign) Height of applied force above grade: h1= 3.0 ft ...height of area 1 centroid Sign area 2: A2= 44.1 sq ft ...tributary area 2 for each footer(e.g.post) Height of applied force above grade: h2= 4.9 ft ...height of area 2 centroid Overturning Moment: Mn = P*(A1*h1+A2*h2) Mn= 7.3 kip-ft Sq/Rect Footing dimensions: B= 2.33 ft L= 5.5 ft Footing depth: d = 4 ft Soil cover: ds= 0 ft Superstructure weight: Dr= 200 lb Soil cover weight: Ds= 0 lb ...=100pcf*B*L*ds Footing weight: Df= 7689 lb ...=150pcf*B*L*d Tota I weight: D= 7889 lb ...=Dr+Ds+Df Soil Strength ...FBCTables 1806.2,1819.6 Soil class: 4.Sand,.silty sand, silty gravel Lateral bearing strength: Plat= 150 psf/ft Vertical bearing strength: Pbrg= 2000 psf Check Lateral Soil Bearing Pressures (Empirical Method) ...FBC Sect 1807.3.2.1 Unconstrained (No rigid floor or pavement at ground surface) Allowable lateral soil bearing pressure at 1/3 depth: Si= 2*Plat* (d+ds)/3 S1= 400 psf Total applied lateral load: Ptot= 1.74 kips Equiv ht of applied load: heq= 4.17 ft As= 2.34*Ptot/(S1*L) As= 1.9 ft dreq = As/2 * [ 1+V(1+4.36*heq/As) ] dreq = 3.97 ft dreq<d OK Page 3 Azasy seals CALCULATIONS FOR FREESTANDING SIGNS • m'y'-'s.mm Structural Channel in Bending Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings Member Strength: Fy= 36 ksi Shape: C4 x 7.25 d = 4 in Sx= 2.29 in^3 Mr= 82.44 k-ft MEMBER LOADING Design wind pressure: P= 24.7 psf Sign area 1: Al= 13.3 sq ft ...tributary area 1 for each post(e.g.sign) Eccentricity of applied force: el= 3.0 ft ...distance to area 1 centroid Sign area 2: A2= 22.1 sq ft ...tributary area 2 for each post(e.g.post) Eccentricity of applied force: e2= 4.9 ft ...distance to area 2 centroid Bending Moments Mz= P*(A1*e1+A2*e2) Mz= 3.63 kip-ft Bending moment developed in member Mz< Mr OK Page 4 � �� � ��� CALCULATIONS FOR FREESTANDING SIGNS easysealsmm Cast-on- 'lace Concrete Anchor Bolts ACI 318-11,Appendix"D" Required Strength: Wind pressure: W= 24.7 psf Tributary area: A= 70.7 sqft Dead load: D= 0 lb Load eccentricity: e= 4.2 ft ASCE 7-10,2.3.2: U = (1.2)D+(1.0)W MU= 7.27 kip-ft ..._[(1.2)D+(1.0)W]*A*e Anchor & Concrete Specs: Concrete: fc= 2500 psi Anchor bolt size: 3/4" da= 0.75 in nt= 10 threads/in Anchor material: SAE Grade 2/A307 futa = 74 ksi Embedment: hef= 18 in Edge distance: ED= 6.855 in Qty anchors in group: Q= 2 anchors Anchor group offset: a = 14.25 in Anchor Strength: Steel: (�s= 0.75 Tension: U <_ 0.75 (� Nn Conc, no suppl reinf: (�c= 0.70 Steel Strength: _ Ase= n/4*(da-0.9743/nt)2 Nsa = Ase*futa Ase= 0.33 in' Nsa = 24.8 kips 4)s*Nsa= 18.6 kips Concrete Breakout: Anc= [ED+s+1.5*hef]*[ED+1.5*hef] Anco= 9*hef^2 Anc= 1146 in' Anco= 2916 in' Nb= kc*A*Vf'c*hef^1.5 Cracked Concrete: 4pc= 1.0 Nb= 91.6 kips Cast-in anchors: LUcp= 1.0 Limit=16*A*✓f'c*hef^(513) = 98.9kips 4Jed =0.7+0.3*ED/(1.5*hef) t4Jed= 0.78 kc= 24 ...cast-in anchors No eccentricity between anchors: 4Jec= 1.0 A= 1.0 ...normal weight concrete Concrete breakout strength: Ncb= (Anc/Anco)*Wc*LPcp*LUed*Wec*Nb Ncb= 28.0 kips cWNcb= 19.6 kips Concrete"Pullout: Headed Stud/ Bolt: Head diameter: dh = 1 in Np= 8*Abrg*f'c Abrg= 0.8 in Np= 15.7 kips Cracked Concrete: LPc,p= 1.0 Concrete pullout strength: Npn = LPc.p*Np Npn= 15.7 kips (oc*Npn= 11.0 kips Concrete Blowout: Headed Stud/Bolt: Nsb= 160*ED*VAbrg*1L*Vf'c Concrete blowout strength: Nsb= 48.6 kips coc*Nsb= 34.0 kips Critical Anchor Strength: (�Nn = min((�s*Nsa,(�s*Ncb,(Oc*Npn,4)c*Nsb) 4�Nn= 11.0 kips (�Mn = Q*(�Nn*a 4)Mn= 26.1 kip-ft Mu _< 0.75 4) Mn 7.27 kip-ft < 19.6 kip-ft OK Page 5 -t r ■ o�s000•- ■ ° fy ° �� /J Seats ■ easysea s.com •oos• DESIGN CALCULATIONS FOR STARBUCKS H: Menu Board Zephyrhills, FL GENERAL NOTES: 1. Design is in accordance with the Florida Building Code 6th Edition(2017) for use within and outside the High Velocity Hurricane Zone(HVHZ). 2. Wind loads have been calculated per the requirements of ASCE 7-10 as shown herein,except where noted otherwise. 3. These engineering calculations pertain only to the structural integrity of Index: those systems, components,and/or other construction explicitly Pg 1 Cover specified herein and/or in accompanying engineering drawings. The existing host structure(if any)is assumed to be in good condition, Pg 2 Wind Loads capable of supporting the loaded system,subject to building department Pg 3 Footing Design approval. No warranty,either expressed or implied,is contained herein. Pg 4 Primary Support(s) 4. System components shall be as noted herein. All references to named Pg 5 Cast-In Anchor Bolts components and installation shall conform to manufacturer's or industry specifications as summarized herein. Nt , '`g 1111BAf®ff® 5. Where site conditions deviate from those noted herein, revisions may be EngiQpesign�tur 'ah4seal valid o �'" R. rRIf required or a separate site-specific engineering evaluation performed. e° otE j��° t�iYbugAo5 6. Aluminum components in contact with steel or embedded in concrete 4 e shall be protected as prescribed in the 2015 Aluminum Design Manual, m ®• 6 a' Part 1-A. Steel components in contact with, but not encased in,concrete a shall be coated, painted,or otherwise protected against corrosion. TATE Or • �t 7. Engineer seal affixed hereto validates structural design as shown only. %�� •, ® e 8a�,:` Use of this specification by contractor,et.AI, indemnifies and saves ChrlSftait�Ln7 ey' APE#67382 harmless this engineer for all costs&damages including legal fees& ''Br WNW �.`�° analiata faac racnitina frnm rlauiatinn frnm thic rlacian Easy S961Sff,l lssC%?2`f Auth#31124 1200 N Federal Hwy,#200 Boca Raton,FL 33432 Easy Seals.com Page 1 1 P,EasySeals CALCULATIONS FOR FREESTANDING SIGNS 0-2-0 msystqI&COM ASCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs V= 130mph Basic wind speed Risk Category 1 Structure Exposure C ASD Load Combo Coeff: 0.6 Calculations a= 9.5 3-sec gust speed power low exponent Kd= 0.85 Directionality factor zg= 900, Nominal ht.of otmos.boundary layer Kzt= 1.0 Topographic factor G= 0.85 Cf= 1.55 Force Coefficient ...Width/Height ratio 0.5 130 mph - UP "C" Monuments at grade W/Ht Ratio 0.5 DESIGN SIGN WIND HEIGHT PRESSURESI qz 15 ft ± 24.7 psf 0.85 18.7 18 ft ± 25.6 psf 0.88 19.5 20ft ± 26.2 psf 0.90 19.9 30ft ± 28.6 psf 0.98 21.7 35 ft ± 29.5 psf 1.01 22.4 40 ft ± 30.3 psf 1.04 23.0 AS ft ± 31.1 psf 1.07 23.6 50ft t 31.8 psf 1.09 24.1 55ft ± 32.4 psf 1.12 24.6 60ft ± 33.0 psf 1.14 25.1 70 ft ± 34.1 psf 1.17 25.9 80 ft ± 35.1 psf 1.21 26.6 90 ft ± 36.0 psf 1.24 27.3 100 ft ± 36.8 psf 1.27 27.9 110 ft ± 37.5 psf 1.29 28.5 120 ft ± 38.2 psf 1.32 29.0 1130 ft ± 38.9 psf 1.34 29.5 30 ft 140 ft ± 39.5 psf 1.36 30.0 150 ft ± 40.1 psf 1.38 30.4 ft 175 ft ± 41. psf1.42 31.4 00 ft 2 LOO ft ± 42.6 psf 1.46 32.3 50ft 250 ft ± 44.6 psf 1.53 33.9 Page 2 � 5��� CALCULATIONS FOR FREESTANDING SIGNS M.. easysealsmm Footing Design for Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P= 24.7 psf Overturning Safety Factor: Q= 1.5 FBC 1807.2.3 Sign area 1: A1= 36.0 sq ft ...tributary area 1 for each footer(e.g.sign) Height of applied force above grade: h1= 3.4 ft ...height of area 1 centroid Sign area 2: A2= 0.0 sq ft ...tributary area 2 for each footer(e.g.post) Height of applied force above grade: h2= 0.0 ft ...height of area 2 centroid Overturning Moment: Mn = P*(A1*h1+A2*h2) Mn = 3.0 kip-ft Round Footing Diameter: B= 3 ft Footing depth: d = 4 ft Soil cover: ds= 0 ft Superstructure weight: Dr= 200 lb Soil cover weight: Ds= 0 lb ...=100pcf*r[*B^2/4*ds Footing weight: Df= 4241 lb ...=150pcf*n*B^2/4*d Total weight: D= 4441 lb ...=Dr+Ds+Df Soil Strength ...FBC Tables 1806.2,1819.6 Soil class: 4.Sand,silty sand,silty gravel Lateral bearing strength: Plat= 150 psf/ft Vertical bearing strength: Pbrg= 2000 psf Check Lateral Soil Bearing Pressures (Empirical Method) ...FBC Sect 1807.3.2.1 Unconstrained (No rigid floor or pavement at ground surface) Allowable lateral soil bearing pressure at 1/3 depth: S1= 2*Plat* (d+ds)/3 S1= 400 psf Total applied lateral load: Ptot= 0.89 kips Equiv ht of applied load: heq = 3.40 ft As= 2.34*Ptot/(S1*B) As= 1.7 ft dreq = As/2 * [ 1+V(1+4.36*heq/As)] dreq = 3.54 ft dreq<d OK Page 3 'i ? EasySeals CALCULATIONS FOR FREESTANDING SIGNS R. e SYSs Is m - Structural Channel in Bending Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings Member Strength: Fy= 36 ksi Shape: C6 x 10.5 d = 6 in Sy= 0.561 in^3 Mr= 20.196 k-ft MEMBER LOADING Design wind pressure: P= 24.7 psf Sign area 1: A1= 9.0 sq ft ...tributary area 1 for each post(e.g.sign) Eccentricity of applied force: e1= 3.4 ft ...distance to area 1 centroid Sign area 2: A2 = 0.0 sq ft ...tributary area 2 for each post(e.g.post) Eccentricity of applied force: e2 = 0.0 ft ...distance to area 2 centroid Bending Moments Mz= P*(A1*e1+A2*e2) Mz= 0.76 kip-ft Bending moment developed in member Mz< Mr OK Page 4 °. E sySeals CALCULATIONS FOR FREESTANDING SIGNS W earyseals wm Cast-in-Place Concrete Anchor Bolts ACI 318-11,Appendix"D" Required Strength: Wind pressure: W= 24.7 psf Tributary area: A= 36.0 sqft Dead load: D= 0 lb Load eccentricity: e = 3.4 ft ASCE 7-10,2.3.2: U = (1.2)D+(1.0)W Mu= 3.02 kip-ft ..._[(1.2)D+(1.0)W]*A*e Anchor & Concrete Specs: Concrete: Pc= 2500 psi Anchor bolt size: 3/4" da = 0.75 in nt= 10 threads/in Anchor material: SAE Grade 2/A307 futa = 74 ksi Embedment: hef= 11 in Edge distance: ED= 16 in Qty anchors in group: Q= 2 anchors Anchor group offset: a = 4 in Anchor Strength: Steel: (�s= 0.75 Tension: U <_ 0.75 (� Nn Conc, no suppl reinf: #= 0.70 Steel Strength: Ase= n/4*(da-0.9743/nt)Z Nsa = Ase*futa Ase= 0.33 in' Nsa = 24.8 kips 4s*Nsa= 18.6 kips Concrete Breakout: Anc= [ED+s+1.5*hef]*[ED+1.5*hef] _ Anco= 9*hef^2 Anc= 1056 in' Anco = 1089 in' Nb= kc*A*df'c*hef^1.5 Cracked Concrete: Lpc= 1.0 Nb = 43.8 kips Cast-in anchors: Lpcp= 1.0 Limit=16*A*Vf'c*hef^(5/3) = 43.5 kips LPed =0.7+0.3*ED/(1.5*hef) LPed = 0.99 kc= 24 ...cast-in anchors No eccentricity between anchors: 4Jec= 1.0 R= 1.0 ...normal weight concrete Concrete breakout strength: Ncb= (Anc/Anco)*LUc*LPcp*LPed*LPec*Nb NO= 42.1 kips 4)c*Ncb= 29.5 kips Concrete Pullout: Headed Stud/Bolt: Head diameter: dh = 1 in Np= 8*Abrg*f'c Abrg= 0.8 in' Np= 15.7 kips Cracked Concrete: U)c,p= 1.0 Concrete pullout strength: Npn= LPc.p*Np Npn= 15.7 kips 4)c*Npn= 11.0 kips _ Concrete Blowout: _ Headed Stud/Bolt:R� Nsb= 160*ED*VAbrg*,X*df'c Concrete blowout strength: Nsb= 113.4 kips 4c*Nsb= 79.4 kips Critical Anchor Strength: 4)Nn = min(4)s*Nsa,q)c*Ncb,(�c*Npn,(�c*Nsb) 4)Nn= 11.0 kips 4)Mn = Q*4)Nn*a 4)Mn= 7.3 kip-ft Mu 5 0.75 4) Mn 3.02 kip-ft < 5.5 kip-ft OK Page 5 _ iEais) seats easyseals.com •000111p DESIGN CALCULATIONS FOR STARBUCKS G: PreseIIIVIenu Zephyrhills, FL GENERAL NOTES: 1. Design is in accordance with the Florida Building Code 6th Edition(2017) for use within and outside the High Velocity Hurricane Zone(HVHZ). 2. Wind loads have been calculated per the requirements of ASCE 7-10 as shown herein,except where noted otherwise. 3. These engineering calculations pertain only to the structural integrity of Index: those systems, components,and/or other construction explicitly Pg 1 Cover specified herein and/or in accompanying engineering drawings. The existing host structure(if any)is assumed to be in good condition, Pg 2 Wind Loads capable of supporting the loaded system,subject to building department Pg 3 Footing Design approval. No warranty,either expressed or implied,is contained herein. Pg 4 Primary Support(s) 4. System components shall be as noted herein. All references to named Pg 5 Cast-in Anchor Bolts components and installation shall conform to manufacturer's or industry specifications as summarized herein. ,�seaurrrrs. S. Where site conditions deviate from those noted herein, revisions may be Engineers gti tour 6144 seal valid required or a separate site-specific engineering evaluation performed. Aa o �f56. Aluminum components in contact with steel or embedded in concreteo° shall be protected as prescribed in the 2015 Aluminum Design Manual, o ICI®. 673 2 Part 1-A. Steel components in contact with, but not encased in,concrete m a shall be coated, painted,or otherwise protected against corrosion. 1 • s fATE OF 7. Engineer seal affixed hereto validates structural design as shown only. 0 •°A, ep 2ti o� Use of this specification by contractor,et.Al,indemnifies and saves` ChrisrrarSL �Pe#' 67382 harmless this engineer for all costs&damages including legal fees& . nnollato fooc racidtina frnm riaviatinn frnm Chic rlacian Easy Sealsrrlaitl 2 uth#31124 1200 N Federal Hwy,#200 Boca Raton,FL 33432 Easy Sealts.com Page 1 %M- pEasyseals CALCULATIONS FOR FREESTANDING SIGNS easyseaiscorn ASCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs V= 130mph Basic wind speed Risk Category 1 Structure Exposure C ASD Load Combo Coeff: 0.6 Calculations a= 9.5 3-sec gust speed power law exponent Kd= 0.85 Directionality factor Z9= 900' Nominal ht.of atmos.boundary layer Kzt= 1.0 Topographic factor G= 0.85 Cf= 1.55 Force Coefficient ...Width Heigh t ratio 0.5 130 mph - Exp "C" Monuments at grade] W/Ht Ratlo!5 0.5 DESIGN SIGN WIND r-i HEIGHT PRESSURES1 �e qz 15 ft ± 24.7 psf 0.85 18.7 18 ft ± 25.6 psf 0.88 19.5 20 ft ± 26.2 psf 0.90 19.9 30ft ± 28.6 psf 0.98 21.7 35 ft ± 29.5 psf 1.01 22.4 40 ft ± 30.3 psf 1.04 23.0 45 ft ± 31.1 psf 1.07 23.6 50ft ± 31.8 psf 1.09 24.1 55 ft ± 32.4 psf 1.12 24.6 60ft ± 33.0 psf 1.14 25.1 70 ft ± 34.1 psf 1.17 25.9 80ft ± 35.1 psf 1.21 26.6 90ft ± 36.0 psf 1.24 27.3 100 ft ± 36.8 psf 1.27 27.9 2 3 0 0 0 I ft 10 ft ± 37.5 psf 1.29 28.5 120 ft ± 38.2 psf 1.32 29.0 ft 130 ft ± 38.9 psf 1.34 29.5 ft 1140 ft ± 39.5 psf 1.36 30.0 .5 0 ft 150 ft ± 40.1 psf 1.38 30.4 1 0 ft 175 fftt ± 41.4 psf 1.42 31.4 I 0 ft 2 LOO ft ± 42. ps 1.46 32.3 0 250 ft ± 44.6 psf 1.53 33.9 Page 2 EdsySeaLs CALCULATIONS FOR FREESTANDING SIGNS w.. easyseals.com Footing Design for Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P= 24.7 psf Overturning Safety Factor: Q= 1.5 ...FBC 1807.2.3 Sign area 1: A1= 12.0 sq ft ...tributary area 1 for each Tooter(e.g.sign) Height of applied force above grade: h1= 3.4 ft ...height of area 1 centroid Sign area 2: A2= 0.0 sq ft ...tributary area 2 for each footer(e.g.post) Height of applied force above grade: h2= 0.0 ft ...height of area 2 centroid Overturning Moment: Mn= P*(A1*h1+A2*h2) Mn= 1.0 kip-ft. Sq/Rect Footing dimensions: B= 1.25 ft L= 4 ft Footing depth: d= 3 ft Soil cover: ds= 0 ft Superstructure weight: Dr= 200 lb Soil cover weight: Ds= 0 lb =100pcf*B*L*ds Footing weight: Df= 2250 lb ...=150pcf*B*L*d Total weight: D= 2450 lb ...=Dr+Ds+Df Soil Strength ...FBC Tables 1806.2,1819.6 Soil class: 4.Sand, silty sand, silty gravel Lateral bearing strength: Plat= 150 psf/ft Vertical bearing strength: Pbrg= 2000 psf Check Lateral Soil Bearing Pressures (Empirical Method) ...FBC Sect 18o7.3.2.1 Unconstrained (No rigid floor or pavement at ground surface) Allowable lateral soil bearing pressure at 1/3 depth: S1= 2*Plat* (d+ds)/3 S1= 300 psf Total applied lateral load: Ptot= 0.30 kips Equiv ht of applied load: heq = 3.40 ft As= 2.34*Ptot/(S1*L) As= 0.6 ft dreq= As/2 * [ 1+V(1+4.36*heq/As) ] dreq = 1.78 ft dreq <d OK Page 3 €j�,'j�' ••, EasySeaLs CALCULATIONS FOR FREESTANDING SIGNS i earysealsxom Structural Channel in Bending Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings Member Strength: Fy= 36 ksi Shape: C6 x 10.5 d = 6 in Sy= 0.561 in^3 Mr= 20.196 k-ft MEMBER LOADING Design wind pressure: P= 24.7 psf Sign area 1: A1= 6.0 sq ft. ...tributary area 1 for each post(e.g.sign) Eccentricity of applied force: e1= 3.4 ft ...distance to area 1 centroid Sign area 2: A2 = 0.0 sq ft ...tributary area 2 for each post(e.g.post) Eccentricity of applied force: e2 = 0.0 ft ...distance to area 2 centroid Bending Moments Mz= P*(A1*e1+A2*e2) Mz= 0.5 kip-ft Bending moment developed in member Mz< Mr OK Page 4 EdssySeaLs CALCULATIONS FOR FREESTANDING SIGNS earysmis.mm Cast-in-Place Concrete Anchor Bolts ACI 318-11,Appendix"D" Required Strength: Wind pressure: W= 24.7 psf Tributary area: A= 12.0 sgft Dead load: D= 0 lb Load eccentricity: e = 3.4 ft ASCE 7-10,2.3.2: U = (1.2)D+ (1.0)W Mu= 1.01 kip-ft ..._[(1.2)D+(1.0)W]*A*e Anchor & Concrete Specs: Concrete: fc= 2500 psi Anchor bolt size: 3/4" da = 0.75 in nt= 10 threads/in Anchor material: SAE Grade 2/A307 futa = 74 ksi Embedment: hef= 11 in Edge distance: ED= 5.5 in Qty anchors in group: Q= 2 anchors Anchor group offset: a = 4 in Anchor Strength: Steel: (�s= 0.75 Tension: U <_ 0.75 (� Nn Conc, no suppl reinf: 4)c= 0.70 Steel Strength: _ -Ase= 7[/4*(da-0.9743/nt)Z Nsa = Ase*futa Ase= 0.33 in' Nsa = 24.8 kips 4)s*Nsa= 18.6 kips Concrete Breakout: Anc= [ED+s+1.5*hef]*[ED+1.5*hef] Anco= 9*hef^2 Anc= 484 in' Anco= 1089 in Nb= kc*X*Vfc*hef^1.5 Cracked Concrete: Lpc= 1.0 Nb= 43.8 kips Cast-in anchors: 4Jcp= 1.0 Limit=16*A*✓fc*hef^(513) = 43.5kips LPed =0.7+0.3*ED/(1.5*hef) LPed = 0.8 kc= 24 ...cast-in anchors No eccentricity between anchors: 4Pec= 1.0 A= 1.0 normal weight concrete Concrete breakout strength: Ncb= (Anc/Anco)*4Jc*LPcp*LPed*LPec*Nb Ncb= 15.6 kips 4)c*Ncb= 10.9 kips Concrete Pullout: Headed Stud/Bolt: Head diameter: dh = 1 in Np= 8*Abrg*f'c Abrg= 0.8 in Np= 15.7 kips Cracked Concrete: LPC,p= 1.0 Concrete pullout strength: Npn= LPc.p*Np Npn= 15.7 kips 4)c*Npn = 11.0 kips Concrete Blowout: Headed Stud/Bolt: Nsb= 160*ED*VAbrg*X*Vf'c Concrete blowout strength: Nsb= 39.0 kips 4)c*Nsb= 27.3 kips Critical Anchor Strength, (�Nn= min(4)s*Nsa,(�c*Ncb,(�c*Npn,(�c*Nsb) 4)Nn= 10.9 kips (OMn= Q*(�Nn*a 4)Mn= 7.3 kip-ft Mu < 0.75 4) Mn 1.01 kip-ft < 5.4 kip-ft OK Page 5 oe0000•. �t Sea Is • • easyseals.com DESIGN CALCULATIONS FOR STARBUCKS F: Clearance Bar Zephyhills, FL GENERAL NOTES: 1. Design is in accordance with the Florida Building Code 6th Edition(2017) for use within and outside the High Velocity Hurricane Zone(HVHZ). 2. Wind loads have been calculated per the requirements of ASCE 7-10 as shown herein,except where noted otherwise. 3. These engineering calculations pertain only to the structural integrity of Index: those systems, components,and/or other construction explicitly Pg 1 Cover specified herein and/or in accompanying engineering drawings. The existing host structure(if any)is assumed to be in good condition, Pg 2 wind Loads capable of supporting the loaded system,subject to building department Pg 3 Footing Design approval. No warranty,either expressed or implied, is contained herein. Pg 4 Primary Support(s) 4. System components shall be as noted herein. All references to named Pg 5 Cast-in Anchor Bolts components and installation shall conform to manufacturer's or industry specifications as summarized herein. Nr_ . ,11118181" 5. Where site conditions deviate from those noted herein,revisions may be Eng nee sigr tore and seal valid required or a separate site-specific engineering evaluation performed. �.`�o ;°s 4 6. Aluminum components in contact with steel or embedded in concrete shall be protected as prescribed in the 2015 Aluminum Design Manual, ®°��=�^ Part 1-A. Steel components in contact with, but not encased in,concrete d a shall be coated, painted,or otherwise protected against corrosion. ,°4 c rAT o °°�® 7. Engineer seal affixed hereto validates structural design as shown only. o ®�;®°,c ep 2 , Use of this specification by contractor,et.Al,indemnifies and saves Christi ey 67382 harmless this engineer for all costs&damages including legal fees& '®". M �- �d`' anPllata faac racidtina frnm riavintinn frnm Chic rlacian Easy Seals®111111�r? Auth#31124 1200 N Federal Hwy,#200 Boca Raton,Fl.33432 Easy Sealts.com Page 1 , � �� CALCULATIONS FOR FREESTANDING SIGNS msysealswm ASCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADED Building Specs V= 130 mph Basic wind speed Risk Category 1 Structure Exposure C ASD Load Combo Coeff: 0.6 Calculations _ a= 9.5 3-sec gust speed power law exponent Kd= 0.85 Directionality factor zg= 900, Nominal ht. of atmos. boundary layer Kzt= 1.0 Topographic factor G= 0.85 Cf= 1.55 Force Coefficient Width/Height ratio >_0.5 130 mph - UP "C°' Monuments at grade W/Ht Ratio<_0.5 DESIGN N SIGN WIND Y n HEIGHT PRESSURES v pZ 15 ft ± 24.7 psf 0.85 18.7 18 ft ± 25.6 psf 0.88 19.5 20 ft ± 26.2 psf 0.90 19.9 30 ft ± 28.6 psf 0.98 21.7 35 ft ± 29.5 psf 1.01 22.4 40 ft ± 30.3 psf 1.04 23.0 45 ft ± 31.1 psf 1.07 23.6 50 ft ± 31.8 psf 1.09 24.1 55 ft ± 32.4 psf 1.12 24.6 60 ft ± 33.0 psf 1.14 25.1 70 ft ± 34.1 psf 1.17 25.9 80 ft ± 35.1 psf 1.21 26.6 90 ft ± 36.0 psf 1.24 27.3 100 ft ± 36.8 psf 1.27 27.9 110 ft ± 37.5 psf 1.29 28.5 120 ft ± 38.2 psf 1.32 29.0 130 ft ± 38.9 psf 1.34 29.5 140 ft ± 39.5 psf 1.36 30.0 150 ft ± 40.1 psf 1.38 30.4 175 ft ± 41.4 psf 1.42 31.4 200 ft ± 42.6 psf 1.46 32.3 250 ft 1± 44.6 psf 1.53 33.9 Page 2 ��,� CALCULATIONS FOR FREESTANDING SIGNS ti..N easysea m Footing Design for Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P= 24.7 psf Overturning Safety Factor: O= 1.5 ...FBc 1807.2.3 Sign area 1: Al= 3.0 sq ft ...tributary area 1 for each footer(e.g.sign) Height of applied force above grade: h1= 10.1 ft ...height of area 1 centroid Sign area 2: A2= 3.4 sq ft ...tributary area 2 for each footer(e.g.post) Height of applied force above grade: h2= 5.1 ft ...height of area 2 centroid Overturning Moment: Mn = P*(A1*h1+A2*h2) Mn= 1.2 kip-ft Round Footing Diameter: B= 1.5 ft Footing depth: d= 3.08 ft Soil cover: ds= 0 ft Superstructure weight: Dr= 200 lb Soil cover weight: Ds= 0 lb ...=100pcf*rc*B^2/4*ds Footing weight: Df= 816 lb ...=150pcf*n*B^2/4*d Total weight: D= 1016 lb ...=Dr+Ds+Df Soil Strength ...FBC Tables 1806.2,1819.6 Soil class: 4.Sand, silty sand,silty gravel Lateral bearing strength: Plat= 150 psf/ft Vertical bearing strength: Pbrg= 2000 psf Check Lateral Soil Bearing Pressures (Empirical Method) ...FBC Sect 18o7.3.2.1 Unconstrained (No rigid floor or pavement at ground surface) Allowable lateral soil bearing pressure at 1/3 depth: S1= 2*Plat * (d+ds)/3 S1= 308 psf Total applied lateral load: Ptot= 0.16 kips Equiv ht of applied load: heq = 7.44 ft As= 2.34*Ptot/(S1*B) As= 0.8 ft dreq = As/2 * [ 1+V(1+4.36*heq/As) ] dreq = 2.97 ft dreq<d OK Page 3 n ���� CALCULATIONS FOR FREESTANDING SIGNS Q) easysealsmm Hollow Structural Rectangular Tubing in Sending Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings Material Properties Yield Stress,A500 Grd B Steel: Fy= 46 ksi Safety Factor= 1.67 Per Section B3.4 Modulus of Elasticity: E= 29000 ksi Member Properties Flange: b= 4 in Moment of Inertia: Ix= 4.2 in Flange Thickness: tf= 1/4" = 0.233" Section Modulus: S= 2.8 in' Web: d = 3 in Deflection Limit: Defl = L/80 Web Thickness: tw= 1/4" = 0.233" Support type: Cantilever Design wind pressure: P= 24.7 psf Sign area 1: Al= 3.0 sq ft ...tributary area 1 for each post(e.g.sign) Eccentricity of applied force: el= 10.1 ft ...distance to area 1 centroid Sign area 2: A2 = 3.4 sq ft ...tributary area 2 for each post(e.g.post) Eccentricity of applied force: e2= 5.1 ft ...distance to area 2 centroid Check for Limiting Width-Thickness Ratios (Compact/Noncompact,per Table B4.1) Flanges Webs b/t= 15.2 =(b-2*t2)/t1 d/t= 10.9 =(d-2*t1)/t2 1.12*v(E/Fy)= 28.1 Flange Compact Limit 2.42*V(E/Fy) = 60.8 Web Compact Limit 1.40*v(E/Fy) = 35.2 Flange NonCompact Limit 5.70*V(E/Fy)= 143.1 Web NonCompact Limit Flanges are compact Webs are compact (1):Yielding Limit State This criteria applies to all members, compact and noncompact Mn= Fy*S Mallow= Mn/1.67 Mn= 128.8 kip-in Mallow= 77.1 kip-in Check Member Bending Allowable Moment: Mn= 77.1 kip-in Minimum of Mallow values above Moment in member: Mmax= P*(A1*el+A2*e2) Mmax= 14.0 kip-in Mmax< Mn ... OK Check Member Deflection: Allowable Deflection: Aaiiow= 1.51 in L/8o Deflection in member: Amax= P*(A1*el-3+A2*e2^3)/(3*E*I) Amax= 0.41 in Amax<Aallow ... OK Page 4 EdsySeaLs CALCULATIONS FOR FREESTANDING SIGNS •..... easyseals.com Cast-In- 'lace Concrete Anchor Bolts ACI 318-11,Appendix"D" Required Strength: Wind pressure: W= 24.7 psf Tributary area: A= 6.4 sqft Dead load: D= 0 lb Load eccentricity: e = 7.4 ft ASCE 7-10,2.3.2: U'= (1.2)D+ (1.0)W Mu= 1.17 kip-ft ..._[(1.2)D+(1.0)W]*A*e Anchor & Concrete Specs: Concrete: Pc= 2500 psi Anchor bolt size: 3/4" da= 0.75 in nt= 10 threads/in Anchor material: SAE Grade 2/A307 futa = 74 ksi Embedment: hef= 12 in Edge distance: ED= 6.5 in Qty anchors in group: Q= 2 anchors Anchor group offset: a = 5 in Anchor Strength: Steel: (�s= 0.75 Tension: U <_ 0.75 (� Nn Conc, no suppl reinf: #= 0.70 Steel Strength: Ase= n/4*(da-0.9743/nt)2 Nsa = Ase*futa Ase= 0.33 in Nsa = 24.8 kips (0s*Nsa= 18.6 kips Concrete Breakout: Anc= [ED+s+1.5*hef]*[ED+1.5*hef] Anco= 9*hefA2 Anc= 600 in' Anco= 1296 in Nb= kc*X*Vf'c*hefA1.5 Cracked Concrete: 4pc= 1.0 Nb= 49.9 kips Cast-in anchors: Wcp= 1.0 Limit=16*a*Uf'c*hefA(5/3) = 50.3 kips LPed =0.7+0.3*ED/(1.5*hef) LUed = 0.81 kc= 24 ...cast-in anchors No eccentricity between anchors: LPec= 1.0 X= 1.0 ...normal weight concrete Concrete breakout strength: Ncb= (Anc/Anco)*LPc*LPcp*LPed*Wec*Nb Ncb= 18.7 kips 4�c*Ncb= 13.1 kips Concrete Pullout: Headed Stud/ Bolt: Head diameter: dh = 1 in Np= 8*Abrg*f'c Abrg= 0.8 in Np= 15.7 kips Cracked Concrete: 4Uc,p= 1.0 Concrete pullout strength: Npn= LPc.p*Np Npn = 15.7 kips coc*Npn= 11.0 kips Concrete Blowout: Headed Stud/ Bolt: i Nsb= 160*ED*VAbrg*X*df'c Concrete blowout strength: Nsb= 46.1 kips 4)c*Nsb= 32.3 kips Critical Anchor Strength: (�Nn = min(4)s*Nsa,4)c*Ncb,4)c*Npn,(�c*Nsb) 4)Nn = 11.6 kips 4)Mn = Q*(�Nn*a 4)Mn= 9.2 kip-ft Mu <_ 0.75 4) Mn 1.17 kip-ft < 6.9 kip-ft OK Page 5 •,�eeeaee. oSeats ®` easyseals.com meeee+• DESIGN CALCULATIONS FOR STARSUCKS E: ®irecti®nals Zephyrhills, FL GENERAL NOTES: 1. Design is in accordance with the Florida Building Code 6th Edition(2017) for use within and outside the High Velocity Hurricane Zone(HVHZ). 2. Wind loads have been calculated per the requirements of ASCE 7-10 as shown herein,except where noted otherwise. 3. These engineering calculations pertain only to the structural integrity of those systems,components,and/or other construction explicitly Index: specified herein and/or in accompanying engineering drawings. The Pg 1 Cover existing host structure(if any)is assumed to be in good condition, Pg 2 Wind Loads capable of supporting the loaded system,subject to building department Pg 3 Footing Design approval. No warranty,either expressed or implied,is contained herein. Pg 4 Primary Support(s) 4. System components shall be as noted herein. All references to named Pg 5 Cast-In Anchors Bolts components and installation shall conform to manufacturer's or industry specifications as summarized herein. 5. Where site conditions deviate from those noted herein, revisions may be ,,Bli,flll,,,ej,q Y Eng®neeNks�iegr��t�ur�a�s�seal valid required or a separate site-specific engineering evaluation performed. 0 6. Aluminum components in contact with steel or embedded in concrete �°o �' j •® � shall be protected as prescribed in the 2015 Aluminum Design Manual, �0 No. 673 Part 1-A. Steel components in contact with, but not encased in,concrete a �c shall be coated,painted,or otherwise protected against corrosion. TATE t) •P 7. Engineer seal affixed hereto validates structural design as shown only. = 0%•A Sep Use of this specification by contractor,et.Al,indemnifies and saves �.�. e® harmless this engineer for all costs&damages including legal fees& Chris):�an�La sr e�y��� %%,N!#67382 apellate fees resulting from deviation from this design. Easy SeSISl,,,,llEOYAuth#31124 Bocaatop, L Hwy,#200 Easy Seals.com Page 1 Boca Raton,FL 33432 li EassySeals CALCULATIONS FOR FREESTANDING SIGNS 0 -' ASCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs V= 130 mph Basic wind speed Risk Category 1 Structure Exposure C ASD Load Combo Coeff: 0.6 Calculations a= 9.5 3-sec gust speed power law exponent Kd= 0.85 Directionality factor zg= 900, Nominal ht.of atmos.boundary layer KA= 1.0 Topographic factor G= 0.85 Cf= 1.55 Force Coefficient ...Width lHeight ratio �!0.5 130 mph -- EXP "C" Monuments at grade W/Ht Ratio:5 0.5 DESIGN SIGN WIND HEIGHT PRESSURES1 s qz 15 ft ± 24.7 psf 0.85 18.7 18 ft ± 25.6 psf 0.88 19.5 20 ft ± 26.2 psf 0.90 19.9 30ft ± 28.6 psf 0.98 21.7 35 ft ± 29.5 psf 1.01 22.4 40ft ± 30.3 psf 1.04 23.0 45 ft ± 31.1 psf 1.07 23.6 50ft ± 31.8 psf 1.09 24.1 55 ft ± 32.4 psf 1.12 24.6 60 ft ± 33.0 psf 1.14 25.1 70 ft ± 34.1 psf 1.17 25.9 80 ft ± 35.1 psf 1.21 26.6 90ft ± 36.0 psf 1.24 27.3 100 ft ± 36.8 psf 1.27 27.9 110 ft ± 37.5 psf 1.29 28.5 120 ft ± 38.2 psf 1.32 29.0 130 ft ± 38.9 psf 1.34 29.5 140 ft ± 39.5 psf 1.36 30.0 150 ft ± 40.1 psf 1.38 30.4 1175 L Lft 41.4 psf 1.42 31.4 200 ft ft 42.6 psf 1.46 32.3 0 ft 2.5 ft 44.6 psf 1.53 33.9 Page 2 Easy Seas CALCULATIONS FOR FREESTANDING SIGNS M..� 1 Footing Design for Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P= 24.7 psf Overturning Safety Factor: O= 1.5 ...FBC 1807.2.3 Sign area 1: A1= 2.6 sq ft ...tributary area 1 for each footer(e.g.sign) Height of applied force above grade: h1= 3.2 ft ...height of area 1 centroid Sign area 2: A2= 0.0 sq ft ...tributary area 2 for each footer(e.g.post) Height of applied force above grade: h2= 0.0 ft ...height of area 2 centroid Overturning Moment: Mn = P*(A1*h1+A2*h2) Mn= 0.2 kip-ft Round Footing Diameter: B= 1.5 ft Footing depth: d = 2.67 ft Soil cover: ds= 0 ft Superstructure weight: Dr= 200 lb Soil cover weight: Ds= 0 lb =100pcf*n*B^2/4*ds Footing weight: Df= 708 lb ...=150pcf*n*B^2/4*d Total weight: D= 908 lb ...=Dr+Ds+Df Soil Strength ...Fac Tables 1806.Z1819.6 Soil class: 4.Sand,silty sand, silty gravel Lateral bearing strength: Plat= 150 psf/ft Vertical bearing strength: Pbrg= 2000 psf Check Lateral Soil Bearing Pressures (Empirical Method) ...FBC Sect 1807.3.2.1 Unconstrained (No rigid floor or pavement at ground surface) Allowable lateral soil bearing pressure at 1/3 depth: S1= 2*Plat * (d+ds)/3 S1= 267 psf Total applied lateral load: Ptot= 0.06 kips Equiv ht of applied load: heq = 3.20 ft As= 2.34*Ptot/(S1*B) As= 0.4 ft dreq = As/2 * [ 1+V(1+4.36*heq/As)I dreq = 1.35 ft dreq<d OK Page 3 EasySeals CALCULATIONS FOR FREESTANDING SIGNS .... OdGi9RK6fpH1 ALUMINUM DESIGN MANUAL (2005 EDITION) Specifications for Aluminum Structures (Buildings) Design Check of 1.6"x3"x0.356"/0.356" 6063-T6 Aluminum C-Channel b Alloy: 6063 Temper: T6 Welded: Y tb SECTION PROPERTIES s b 1.600" Flange width tb 0.356" Flange thickness h 3.000" Web height th th 0.356" Web thickness Ix 2.36 in^4 Moment of Inertia about axis parallel to flange ly 0.47 in^4 Moment of Inertia about axis parallel to web Sc 1.57 in^3 Section modulus, compression side (about X-axis) rx 1.10 in Radius of gyration about centroidal axis parallel to flange ry 0.49 in Radius of gyration about centroidal axis parallel to web 1 0.10 in"4 Torsion constant A 1.95 in^2 Cross sectional area of member MATERIAL PROPERTIES Ftu 17 ksi Tensile ultimate strength Fty 8 ksi Tensile yield strength Fcy 8 ksi Compressive yield strength Fsu 11 ksi Shear ultimate strength E 10,100 ksi Compressive Modulus of Elasticity ALLOWABLE STRESSES Fb= 4.45 ksi Allowable bending stress Fac= 3.11 ksi Allowable axial stress,compression f MEMBER LOADING Design wind pressure: P= 24.7 psf End Supports: Cantiliever Sign area: A1= 2.6 sq ft ...trib area for each member(e.g.sign+post) Eccentricity of applied force: e1= 3.2 ft ...dist to area centroid(weighted avg hl,h2) Bending Moments Mz 0.21 kip-ft Bending momemt developed in member Ma= 0.58 kip ft fb= 1.57 ksi Bending stress developed in member Fb= 4.45 ksi Allowable bending stress of member fb< Fb OK 1200 N Federal Hwy,#200 Ofc:(954)333-8965— Fax:(954)719-3707 Boca Raton, FL 33432 www.nu-wind.com Page of 2�(� asy � CALCULATIONS FOR FREESTANDING SIGNS earysealsmm � Cast-in-Place Concrete Anchor Bolts ACI 318-11,Appendix"D" Required Strength: Wind pressure: W= 24.7 psf Tributary area: A= 2.6 sqft Dead load: D= 0 lb Load eccentricity: e= 3.2 ft ASCE 7-10,2.3.2: U = (1.2)D+(1.0)W Mu = 0.34 kip-ft ..._[(1.2)D+(1.0)W]*A*e Anchor & Concrete Specs: Concrete: f'c= 2500 psi Anchor bolt size: 3/4" da = 0.75 in nt= 10 threads/in Anchor material: SAE Grade 2/A307 futa = 74 ksi Embedment: hef= 10 in Edge distance: ED= 7 in Qty anchors in group: Q= 2 anchors Anchor group offset: a = 4 in Anchor Strength: Steel: (0s= 0.75 Tension: U < 0.75 4 Nn Conc, no suppl reinf: (�c= 0.70 Steel Strength: Ase= n/4*(da-0.9743/nt)Z Nsa = Ase*futa Ase= 0.33 in' Nsa = 24.8 kips 4)s*Nsa= 18.6 kips Concrete Breakout: Anc= [ED+s+1.5*hef]*[ED+1.5*heft Anco= 9*hef^2 Anc= 484 in' Anco= 900 in Nb= kc*X*Vf'c*hef^1.5 Cracked Concrete: Luc= 1.0 Nb= 37.9 kips Cast-in anchors: LUcp= 1.0 Limit,=15*A*Vfc*hefA(5/3) = 37.1 kips LPed =0.7+0.3*ED/(1.5*hef) LPed = 0.84 kc= 24 ...cast-in anchors No eccentricity between anchors: 4Jec= 1.0 X= 1.0 ...normal weight concrete Concrete breakout strength: Ncb= (Anc/Anco)*LPc*LPcp*LPed*LPec*Nb Ncb= 17.1 kips 4)c*Ncb= 12.0 kips Concrete Pullout: Headed Stud/ Bolt: Head diameter: dh = 1 in Np= 8*Abrg*f'c Abrg= 0.8 in Np= 15.7 kips Cracked Concrete: LPC,p= 1.0 Concrete pullout strength: Npn = LPc.p*Np Npn = 15.7 kips 4)c*Npn= 11.0 kips _ Concrete Blowout: _ Headed Stud/ Bolt: Nsb= 160*ED*dAbrg*X*Uf'c Concrete blowout strength: Nsb= 49.6 kips 40c*Nsb= 34.7 kips Critical Anchor Strength: (�Nn = min((Os*Nsa,(�c*Ncb,4)c*Npn,(�c*Nsb) 4Nn= 11.0 kips 4)Mn = Q*4)Nn*a Wn= 7.3 kip-ft Mu _< 0.75 4 Mn 0.34 kip-ft < 5.5 kip-ft OK Page 5 ..111111 y • � q 0� LFams�y Seats �Io111s easyseals.com DESIGN CALCULATIONS FOR STARSUCKS D: 31" ®rive-Thru ®irectionals Zephyrhills, FIL GENERAL NOTES: 1. Design is in accordance with the Florida Building Code 6th Edition(2017) for use within and outside the High Velocity Hurricane Zone(HVHZ). 2. Wind loads have been calculated per the requirements of ASCE 7-10 as shown herein,except where noted otherwise. 3. These engineering calculations pertain only to the structural integrity of those systems, components,and/or other construction explicitly Index: specified herein and/or in accompanying engineering drawings. The Pg 1 Cover existing host structure(if any)is assumed to be in good condition, Pg 2 Wind Loads capable of supporting the loaded system,subject to building department Pg 3 Footing Design approval. No warranty,either expressed or implied,is contained herein. Pg 4 primary Support(s) 4. System components shall be as noted herein. All references to named Pg 5 Cast-In Anchors Bolts components and installation shall conform to manufacturer's or industry specifications as summarized herein. 5. Where site conditions deviate from those noted herein revisions may be t®,iigpl tdu y EngiRee�s� ig�t��t�ur�aai� seal valid required or a separate site-specific engineering evaluation performed. ",N- ages f °fib° FS'�.5 6. Aluminum components in contact with steel or embedded in concrete .•°®�' ° a�� shall be protected as prescribed in the 2015 Aluminum Design Manual, No. 67s a Part 1-A. Steel components in contact with,but not encased in,concrete . shall be coated, painted,or otherwise protected against corrosion. a TATE O 7. Engineer seal affixed hereto validates structural design as shown only. A- ep 2. y Use of this specification by contractor,et.AI,indemnifies and saves °`� `° Pe#67382 ChFis ialrr is I g ey° harmless this engineer for all costs&damages including legal fees& e a o ON ' 01; apellate fees resulting from deviation from this design. Easy Seelsddd„ee Gi? ` uth#31124 1200 N Federal Hwy,#200 Boca Raton,FL 33432 Easy Seals.com Page 1 .Easy seals CALCULATIONS FOR FREESTANDING SIGNS .w.. easyseakcom / SCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs _ V= 130 mph Basic wind speed Risk Category 1 Structure Exposure C ASD Load Combo Coeff: 0.6 Calculations a= 9.5 3-sec gust speed power law exponent Kd= 0.85 Directionality factor zg= 900, Nominal ht. of atmos.boundary layer Kzt= 1.0 Topographic factor G= 0.85 Cf= 1.55 Force Coefficient ...Width/Height ratio >_0.5 130 mph e Exp "C" Monuments at grade W/Ht Ratio_<0.5 DESIGN N SIGN WIND n HEIGHT PRESSURES u qz 15 ft ± 24.7 psf 0.85 18.7 18 ft ± 25.6 psf 0.88 19.5 20 ft ± 26.2 psf 0.90 19.9 30 ft ± 28.6 psf 0.98 21.7 35 ft ± 29.5 psf 1.01 22.4 40 ft ± 30.3 psf 1.04 23.0 45 ft ± 31.1 psf 1.07 23.6 50 ft ± 31.8 psf 1.09 24.1 55 ft ± 32.4 psf 1.12 24.6 60 ft ± 33.0 psf 1.14 25.1 70 ft ± 34.1 psf 1.17 25.9 80 ft ± 35.1 psf 1.21 26.6 90 ft ± 36.0 psf 1.24 27.3 100 ft ± 36.8 psf 1.27 27.9 110 ft ± 37.5 psf 1.29 28.5 120 ft ± 38.2 psf 1.32 29.0 130 ft ± 38.9 psf 1.34 29.5 140 ft ± 39.5 psf 1.36 30.0 150 ft ± 40.1 psf 1.38 30.4 175 ft ± 41.4 psf 1.42 31.4 200 ft ± 42.6 psf 1.46 32.3 250 ft 1 ± 44.6 psf 1.53 33.9 Page 2 ..... ��� ���� CALCULATIONS FOR FREESTANDING SIGNS earysealscom Footing-Design for Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P= 24.7 psf Overturning Safety Factor: Q= 1.5 ...FBC 1807.2.3 Sign area 1: Al= 3.2 sq ft ...tributary area 1 for each footer(e.g.sign) Height of applied force above grade: h1= 3.2 ft ...height of area 1 centroid Sign area 2: A2 = 0.0 sq ft ...tributary area 2 for each footer(e.g.post) Height of applied force above grade: h2= 0.0 ft ...height of area 2 centroid Overturning Moment: Mn = P*(A1*h1+A2*h2) Mn = 0.3 kip-ft Round Footing Diameter: B= 1.5 ft Footing depth: d = 2.67 ft Soil cover: ds= 0 ft Superstructure weight: Dr= 200 lb Soil cover weight: Ds= 0 lb ...=100pcf*n*B^2/4*ds Footing weight: Df= 708 lb ...=150pcf*n*B^2/4*d Total weight: D= 908 lb ...=Dr+Ds+Df Soil Strength ...FBC Tables 1806.2,1819.6 Soil class: 4.Sand,silty sand, silty gravel Lateral bearing strength: Plat= 150 psf/ft Vertical bearing strength: Pbrg= 2000 psf Check Lateral Soil Bearing Pressures (Empirical Method) ...FBC Sect 1807.3.2.1 Unconstrained (No rigid floor or pavement at ground surface) Allowable lateral soil bearing pressure at 1/3 depth: S1= 2*Plat * (d+ds)/3 S1= 267 psf Total applied lateral load: Ptot= 0.08 kips Equiv ht of applied load: heq = 3.20 ft As= 2.34*Ptot/(S1*B) As= 0.5 ft dreq= As/2 * [ 1+V(1+4.36*heq/As) ] dreq= 1.53 ft dreq<d OK Page 3 '.......' � CALCULATIONS FOR FREESTANDING SIGNS ), ALUMINUM DESIGN MANUAL (2005 EDITION) Specifications for Aluminum Structures (Buildings) Design Check of 1.6"x3"x0.356"/0.356" 6063-T6 Aluminum C-Channel _b Alloy: 6063 Temper: T6 Welded: Y tb SECTION PROPERTIES b 1.600" Flange width tb 0.356" Flange thickness h 3.000" Web height th th 0.356" Web thickness Ix 2.36 in^4 Moment of Inertia about axis parallel to flange ly 0.47 in^4 Moment of Inertia about axis parallel to web Sc 1.57 in^3 Section modulus, compression side (about X-axis) rx 1.10 in Radius of gyration about centroidal axis parallel to flange ry 0.49 in Radius of gyration about centroidal axis parallel to web 1 0.10 in^4 Torsion constant A 1.95 in"2 Cross sectional area of member MATERIAL PROPERTIES Ftu 17 ksi Tensile ultimate strength Fty 8 ksi Tensile yield strength Fcy 8 ksi Compressive yield strength Fsu 11 ksi Shear ultimate strength E 10,100 ksi Compressive Modulus of Elasticity ALLOWABLE STRESSES---I Fb= 4.45 ksi Allowable bending stress Fac= 3.11 ksi Allowable axial stress, compression -J MEMBER LOADING Design wind pressure: P= 24.7 psf End Supports: Cantiliever Sign area: A1= 3.2 sq ft ...trib area for each member(e.g.sign+post) Eccentricity of applied force: e1= 3.2 ft ...dist to area centroid(weighted avg h1,h2) Bending Moments Mz 0.26 kip-ft Bending momemt developed in member Ma= 0.58 kip ft fb= 1.95 ksi Bending stress developed in member Fb= 4.45 ksi Allowable bending stress of member fb< Fb Olt 1200 N Federal Hwy,#200 Ofc:(954)333-8965- Fax:(954)719-3707 Boca Raton, FL 33432 www.nu-wind.com Page of �. 'Easy Sea CALCULATIONS FOR FREESTANDING SIGNS :f Cast-in-Place Concrete Anchor Bolts ACI 318-11,Appendix"D" Required Strength: Wind pressure: W= 24.7 psf Tributary area: A= 3.2 sqft Dead load: D= 0 lb Load eccentricity: e= 3.2 ft ASCE 7-10,2.3.2: U = (1.2)D+(1.0)W Mu = 0.43 kip-ft ..._[(1.2)D+(1.0)W]*A*e Anchor & Concrete Specs: Concrete: Pc= 2500 psi Anchor bolt size: 3/4" da = 0.75 in nt= 10 threads/in Anchor material: SAE Grade 2/A307 futa = 74 ksi Embedment: hef= 10 in Edge distance: ED= 7 in Qty anchors in group: Q= 2 anchors Anchor group offset: a = 4 in Anchor Strength: Steel: (�s= 0.75 Tension: U 5 0.75(� Nn Conc, no suppl reinf: #= 0.70 Steel Strength: Ase= n/4*(da-0.9743/nt)Z Nsa = Ase*futa Ase= 0.33 in' Nsa = 24.8 kips 4)s*Nsa = 18.6 kips Concrete Breakout: Anc= [ED+s+1.5*hef]*[ED+1.5*hef] Anco = 9*hef^2 Anc= 484 in' Anco = 900 in' Nb= kc*A*Vf'c*hef^1.5 Cracked Concrete: Lpc= 1.0 Nb= 37.9 kips Cast-in anchors: LlJcp= 1.0 Limit=16*A*Uf c*hef-(5/3) = 3Z1 kips 4Ued =0.7+0.3*ED/(1.5*hef) LPed = 0.84 kc= 24 ...cast-in anchors No eccentricity between anchors: LlJec= 1.0 A= 1.0 ...normal weight concrete Concrete breakout strength: Ncb= (Anc/Anco)*LPc*LPcp*LUed*LPec*Nb Ncb= 17.1 kips 4)c*Ncb= 12.0 kips Concrete Pullout: Headed Stud/Bolt: Head diameter: dh = 1 in Np= 8*Abrg*f'c Abrg= 0.8 in Np= 15.7 kips Cracked Concrete: gjc,p= 1.0 Concrete pullout strength: Npn= LPc.p*Np Npn= 15.7 kips (oc*Npn= 11.0 kips Concrete Blowout: Headed Stud/Bolt: Nsb= 160*ED*VAbrg*X*Vf'c Concrete blowout strength: Nsb= 49.6 kips 4)c*Nsb= 34.7 kips Critical Anchor Strength: (ONn = min((�s*Nsa,(�c*Ncb,(�c*Npn,4)c*Nsb) 4)Nn = 11.0 kips (�Mn = Q*(�Nn*a 4)Mn= 7.3 kip-ft Mu _< 0.75 (� Mn 0.43 kip-ft < 5.5 kip-ft OK Page 5 ■.aoos�0 Seals ���000a• easyseals.com DESIGN CALCULATIONS FOR STARBUCKS Ds 31" Drive-Thru Directi®nals Zephyrrhills, FL GENERAL NOTES: 1. Design is in accordance with the Florida Building Code 6th Edition(2017) for use within and outside the High Velocity Hurricane Zone(HVHZ). 2. Wind loads have been calculated per the requirements of ASCE 7-10 as shown herein,except where noted otherwise. 3. These engineering calculations pertain only to the structural integrity of those systems,components,and/or other construction explicitly Index: specified herein and/or in accompanying engineering drawings. The Pg 1 Cover existing host structure(if any)is assumed to be in good condition, Pg 2 Wind Loads capable of supporting the loaded system,subject to building department Pg 3 Footing Design approval. No warranty,either expressed or implied,is contained herein. Pg 4 Primary Support(s) 4. System components shall be as noted herein. All references to named Pg 5 Cast-in Anchors Bolts components and installation shall conform to manufacturer's or industry specifications as summarized herein. 5. Where site conditions deviate from those noted herein, revisions may be '�° Y EngiVer s��,ignyLuur abd seal valid required or a separate site-specific engineering evaluation performed. `,.` _<or�pge�s' > ®,5 6. Aluminum components in contact with steel or embedded in concrete shall be protected as prescribed in the 2015 Aluminum Design Manual, No. 6738e Part 1-A. Steel components in contact with, but not encased in,concrete ;�t shall be coated,painted,or otherwise protected against corrosion. 7. Engineer seal affixed hereto validates structural design as shown only. ACT a Use of this specification by contractor,et.Al,indemnifies and saves Chri t ai�jL'` Nll,_Js�evhhut '�R #67382 harmless this engineer for all costs&damages including legal fees& �,, L; %N apellate fees resulting from deviation from this design. Easy Se�dllSerh#31124 1200 N Federal Hwy,#200 Boca Raton,FL33432 Easy Seals.com Page 1 " ds SeaLs CALCULATIONS FOR FREESTANDING SIGNS �..�--P e&Vsw1smm ASCE 7-10 Design Wind Loads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs V= 130 mph Basic wind speed Risk Category 1 Structure Exposure C ASD Load Combo Coeff: 0.6 Calculations a= 9.5� _ 3-sec gust speed,power law exponent Kd= 0.85 Directionality factor zg= 900, Nominal ht. of atmos. boundary layer Kzt= 1.0 Topographic factor G= 0.85 Cf= 1.55 Force Coefficient ...Width/Height ratio >_0.5 130 mph - UP "C" Monuments at grade W/Ht Ratio<_0.5 DESIGN N SIGN WIND n HEIGHT PRESSURES v qZ 15 ft ± 24.7 psf 0.85 18.7 18 ft ± 25.6 psf 0.88 19.5 20 ft ± 26.2 psf 0.90 19.9 30 ft ± 28.6 psf 0.98 21.7 35 ft ± 29.5 psf 1.01 22.4 40 ft ± 30.3 psf 1.04 23.0 45 ft ± 31.1 psf 1.07 23.6 50 ft ± 31.8 psf 1.09 24.1 55 ft ± 32.4 psf 1.12 24.6 60 ft ± 33.0 psf 1.14 25.1 70 ft ± 34.1 psf 1.17 25.9 80 ft ± 35.1 psf 1.21 26.6 90 ft ± 36.0 psf 1.24 27.3 100 ft ± 36.8 psf 1.27 27.9 110 ft ± 37.5 psf 1.29 28.5 120 ft ± 38.2 psf 1.32 29.0 130 ft ± 38.9 psf 1.34 29.5 140 ft ± 39.5 psf 1.36 30.0 150 ft ± 40.1 psf 1.38 30.4 175 ft ± 41.4 psf 1.42 31.4 200 ft ± 42.6 psf 1.46 32.3 250 ft 1± 44.6 psf 1.53 33.9 Page 2 � Easy Sea Ls CALCULATIONS FOR FREESTANDING SIGNS •.... eaVse kwm Footing Design for Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P= 24.7 psf Overturning Safety Factor: .0= 1.5 ...FBC 1807.2.3 Sign area 1: A1= 3.2 sq ft ...tributary area 1 for each footer(e.g.sign) Height of applied force above grade: h1= 3.2 ft ...height of area 1 centroid Sign area 2: A2 = 0.0 sq ft ...tributary area 2 for each footer(e.g.post) Height of applied force above grade: h2 = 0.0 ft ...height of area 2 centroid Overturning Moment: Mn = P*(A1*h1+A2*h2) Mn= 0.3 kip-ft Round Footing Diameter: B= 1.5 ft Footing depth: d = 2.67 ft Soil cover: ds= 0 ft Superstructure weight: Dr= 200 lb Soil cover weight: Ds= 0 lb ...=100pcf*n*B^2/4*ds Footing weight: Df= 708 lb ...=150pcf*n*B^2/4*d Total weight: D= 908 lb ...=Dr+Ds+Df Soil Strength ...FBC Tables 1805.2,1819.5 Soil class: 4. Sand, silty sand,silty gravel Lateral bearing strength: Plat= 150 psf/ft Vertical bearing strength: Pbrg= 2000 psf Check Lateral Soil Bearing Pressures (Empirical Method' ...FBC Sect 18o7.3.2.1 Unconstrained (No rigid floor or pavement at ground surface) Allowable lateral soil bearing pressure at 1/3 depth: S1= 2*Plat * (d+ds)/3 S1= 267 psf Total applied lateral load: Ptot= 0.08 kips Equiv ht of applied load: heq = 3.20 ft As= 2.34*Ptot/(S1*B) As= 0.5 ft dreq = As/2 * [ 1+V(1+4.36*heq/As)] dreq = 1.53 ft dreq <d OK Page 3 Q ' as���$ys$Seals CALCULATIONS FOR FREESTANDING SIGNS , .... '°' 6�IIBP1 ALUMINUM DESIGN MANUAL (2005 EDITION) Specifications for Aluminum Structures (Buildings) Design Check of 1.6"x3"x0.356"/0.356" 6063-T6 Aluminum C-Channel b Alloy: _ 6063 ~Temper: T6� Welded:_ Y tb SECTION PROPERTIES b 1.600" Flange width tb 0.356" Flange thickness h 3.000" Web height th th 0.356" Web thickness ix 2.36 in^4 Moment of Inertia about axis parallel to flange ly 0.47 inA4 Moment of Inertia about axis parallel to web Sc 1.57 in^3 Section modulus, compression side (about X-axis) rx 1.10 in Radius of gyration about centroidal axis parallel to flange ry 0.49 in Radius of gyration about centroidal axis parallel to web 1 0.10 in^4 Torsion constant A 1.95 in^2 Cross sectional area of member MATERIAL PROPERTIES Ftu 17 ksi Tensile ultimate strength Fty 8 ksi Tensile yield strength Fcy 8 ksi Compressive yield strength Fsu 11 ksi Shear ultimate strength E 10,100 ksi Compressive Modulus of Elasticity ALLOWABLE STRESSES sj Fb= 4.45 ksi Allowable bending stress Fac= 3.11 ksi: Allowable axial stress,compression ¢ MEMBER LOADING Design wind pressure: P= 24.7 psf End Supports: Cantiliever Sign area: A1= 3.2 sq ft ...trib area for each member(e.g.sign+post) Eccentricity of applied force: e1= 3.2 ft ...distto area centroid(weighted avg hl,h2) Bending Moments Mz 0.26 kip-ft Bending momemt developed in member Ma= 0.58 kip ft fb= 1.95 ksi Bending stress developed in member Fb= 4.45 ksi Allowable bending stress of member fb< Fb OK 1200 N Federal Hwy,#200 Oft:(954)333-8965 — Fax:(954)719-3707 Boca Raton, FL 33432 www.nu-wind.com Page of Easyseals CALCULATIONS FOR FREESTANDING SIGNS b.. easysealsmm Cast-in- 'lace Concrete Anchor Bolts ACI 318-11,Appendix"D" Required Strength: Wind pressure: W= 24.7 psf Tributary area: A= 3.2 sqft Dead load: D= 0 lb Load eccentricity: e= 3.2 ft ASCE 7-10,2.3.2: U = (1.2)D+(1.0)W Mu = 0.43 kip-ft ..._[(1.2)D+(1.0)W]*A*e Anchor & Concrete Specs: Concrete: f'c= 2500 psi Anchor bolt size: 3/4" da = 0.75 in nt= 10 threads/in Anchor material: SAE Grade 2/A307 futa = 74 ksi Embedment: hef= 10 in Edge distance: ED= 7 in Qty anchors in group: Q= 2 anchors Anchor group offset: a = 4 in Anchor Strength: Steel: 4)s= 0.75 Tension: U 5 0.75 4) Nn Conc, no suppl reinf: (0c= 0.70 Steel Strength: Ase= n/4*(da-0.9743/nt)2 Nsa = Ase*futa Ase= 0.33 in Nsa = 24.8 kips cos*Nsa = 18.6 kips Concrete Breakout: Anc= [ED+s+1.5*hef]*[ED+1.5*hef] Anco= 9*hef^2 Anc= 484 in Anco= 900 in Nb= kc*A*Vf'c*hef^1.5 Cracked Concrete: Lpc= 1.0 Nb= 37.9 kips Cast-in anchors: 4pcp= 1.0 Limit=16-A*✓f'c*hef^(5/3) = 3Z1 kips LPed =0.7+0.3*ED/(1.5*hef) LPed = 0.84 kc= 24 ...cast-in anchors No eccentricity between anchors: LUec= 1.0 X= 1.0 ...normal weight concrete Concrete breakout strength: Ncb= (Anc/Anco)*LPc*LPcp*4Jed*LPec*Nb Ncb= 17.1 kips 4)c*Ncb= 12.0 kips Concrete Pullout: Headed Stud/Bolt: Head diameter: dh = 1 in Np= 8*Abrg*f'c Abrg= 0.8 in Np= 15.7 kips Cracked Concrete: LPc,p= 1.0 Concrete pullout strength: Npn= 4Jc.p*Np Npn= 15.7 kips 4)c*Npn = 11.0 kips Concrete Blowout: Headed Stud/Bolt: Nsb= 160*ED*VAbrg*X*df'c Concrete blowout strength: Nsb= 49.6 kips 4)c*Nsb= 34.7 kips Critical Anchor Strength: (ONn= min((�s*Nsa,(�c*Ncb,(�c*Npn,4)c*Nsb) 4)Nn= 11.0 kips 4)Mn= Q*4)Nn*a coMn= 7.3 kip-ft Mu <_ 0.75 4) Mn 0.43 kip-ft < 5.5 kip-ft OK Page 5 71 5eals ♦ '®000ae easyseals.com DESIGN CALCULATIONS FOR STAR LICKS : 31" ®rive-Thru ®irecfi®na9s Zephyrhills, FIL GENERAL NOTES: 1. Design is in accordance with the Florida Building Code 6th Edition(2017) for use within and outside the High Velocity Hurricane Zone(HVHZ). 2. Wind loads have been calculated per the requirements of ASCE 7-10 as shown herein,except where noted otherwise. 3. These engineering calculations pertain only to the structural integrity of those systems, components,and/or other construction explicitly Index: specified herein and/or in accompanying engineering drawings. The Pg 1 Cover existing host structure(if any)is assumed to be in good condition, Pg 2 Wind Loads capable of supporting the loaded system,subject to building department Pg 3 Footing Design approval. No warranty,either expressed or implied, is contained herein. Pg 4 Primary Support(s) 4. System components shall be as noted herein. All references to named Pg 5 Cast-In Anchors Bolts components and installation shall conform to manufacturer's or industry specifications as summarized herein. 5. Where site conditions deviate from those noted herein, revisions may be �,®d"'68eaaae,,, Y Engi eer v ?tur ans�seal valid required or a separate site-specific engineering evaluation performed. ®°° e° t .o 40° � a ���S'O � ,6I 6. Aluminum components in contact with steel or embedded in concrete shall be protected as prescribed in the 2015 Aluminum Design Manual, No. 673 o Part 1-A. Steel components in contact with, but not encased in,concrete m a a shall be coated, painted,or otherwise protected against corrosion. a a p OTATOE 7. Engineer seal affixed hereto validates structural design as shown only.Use of this specification by contractor,et.AI, indemnifies and saves � Chr�sj iarta ey° P #67382 harmless this engineer for all costs&damages including legal fees& ®� � L ` °° apellate fees resulting from deviation from this design. Easy Seallsaa:assvedrt Auth#31124 1200 N Federal Hwy,#200 Boca Raton,FL 33432 Easy Seals.com Page 1 (tQ,)j y e CALCULATIONS FOR FREESTANDING SIGNS c� easysealsmm ASCE 7-10 Design Wind Lads FREESTANDING SOLID SIGNS AND WALLS (AT GRADE) Building Specs V= 130 mph Basic wind speed Risk Category 1 Structure Exposure C ASD Load Combo Coeff: 0.6 Calculations a= 9.5 3-sec gust speed power law exponent Kd= 0.85 Directionality factor zg= 900' !Nominal ht. of atmos. boundary layer Kzt= 1.0 Topographic factor G= 0.85 Cf= 1.55 Force Coefficient ...Width/Height ratio >_0.5 130 mph - UP "C" Monuments at grade W/Ht Ratio<_0.5 DESIGN N SIGN WIND Y u HEIGHT PRESSURES u qz 15 ft ± 24.7 psf. 0.85 18.7 18 ft ± 25.6 psf 0.88 19.5 20 ft ± 26.2 psf 0.90 19.9 30 ft ± 28.6 psf 0.98 21.7 35 ft ± 29.5 psf 1.01 22.4 40 ft ± 30.3 psf 1.04 23.0 45 ft ± 31.1 psf 1.07 23.6 50 ft ± 31.8 psf 1.09 24.1 55 ft ± 32.4 psf 1.12 24.6 60 ft ± 33.0 psf 1.14 25.1 70 ft ± 34.1 psf 1.17 25.9 80 ft ± 35.1 psf, 1.21 26.6 90 ft ± 36.0 psf 1.24 27.3 100 ft ± 36.8 psf 1.27 27.9 110 ft ± 37.5 psf 1.29 28.5 120 ft ± 38.2 psf 1.32 29.0 130 ft ± 38.9 psf 1.34 29.5 140 ft ± 39.5 psf 1.36 30.0 150 ft ± 40.1 psf 1.38 30.4 175 ft ± 41.4 psf 1.42 31.4 200 ft ± 42.6 psf 1.46 32.3 250 ft 1± 44.6 psf 1.53 33.9 Page 2 _ QQg) CALCULATIONS FOR FREESTANDING SIGNS Footing Design for Freestanding Signs and Flagpoles Structure Dimensions & Loading Design wind pressure: P= 24.7 psf Overturning Safety Factor: O= 1.5 ...FBc 1807.2.3 Sign area 1: A1= 3.2 sq ft ...tributary area 1 for each footer(e.g.sign) Height of applied force above grade: h1= 3.2 ft ...height of area 1 centroid Sign area 2: A2= 0.0 sq ft ...tributary area 2 for each footer(e.g.post) Height of applied force above grade: h2 = 0.0 ft ...height of area 2 centroid Overturning Moment: Mn = P*(A1*h1+A2*h2) Mn= 0.3 kip-ft Round Footing Diameter: B= 1.5 ft Footing depth: d = 2.67 ft Soil cover: ds= 0 ft Superstructure weight: Dr= 200 lb Soil cover weight: Ds= 0 lb ...=100pcf*n*B^2/4*ds Footing weight: Df= 708 lb ...=150pcf*n*B^2/4*d Total weight: D= 908 lb ...=Dr+Ds+Df Soil Strength ...FBC Tables 1806.2,1819.6 Soil class: 4.Sand,silty sand,silty gravel Lateral bearing strength: Plat= 150 psf/ft Vertical bearing strength: Pbrg= 2000 psf Check Lateral Soil Bearing Pressures (Empirical Method) ...FBC Sect 1807.3.2.1 Unconstrained (No rigid floor or pavement at ground surface) Allowable lateral soil bearing pressure at 1/3 depth: S1= 2*Plat * (d+ds)/3 S1= 267 psf Total applied lateral load: Not= 0.08 kips Equiv ht of applied load: heq = 3.20 ft As= 2.34*Ptot/(S1*B) As= 0.5 ft dreq = As/2 * [ 1+d(1+4.36*heq/As) ] dreq = 1.53 ft dreq <d OK Page 3 e ls CALCULATIONS FOR FREESTANDING SIGNS ='O.EawS gib« ' ALUMINUM DESIGN MANUAL (2005 EDITION) Specifications for Aluminum Structures (Buildings) Design Check of 1.6"x3"x0.356"/0.356" 6063-T6 Aluminum C-Channel b Alloy: 6063 Temper: T6 Welded: Y tb SECTION PROPERTIES b 1.600" Flange width tb 0.356" Flange thickness h 3.000" Web height th th 0.356" Web thickness Ix 2.36 in^4 Moment of Inertia about axis parallel to flange ly 0.47 in^4 Moment of Inertia about axis parallel to web Sc 1.57 in^3 Section modulus, compression side (about X-axis) rx 1.10 in Radius of gyration about centroidal axis parallel to flange ry 0.49 in Radius of gyration about centroidal axis parallel to web 1 0.10 in^4 Torsion constant A 1.95 in^2 Cross sectional area of member MATERIAL PROPERTIES Ftu 17 ksi Tensile ultimate strength Fty 8 ksi Tensile yield strength Fcy 8 ksi Compressive yield strength Fsu 11 ksi Shear ultimate strength E 10,100 ksi Compressive Modulus of Elasticity ALLOWABLE STRESSES Fb= 4.45 ksi Allowable bending stress f Fac= 3.11 ksi Allowable axial stress,compression ! MEMBER LOADING Design wind pressure: P= 24.7 psf End Supports: Cantiliever Sign area: A1= 3.2 sq ft ...trib area for each member(e.g.sign+post) Eccentricity of applied force: e1= 3.2 ft ...dist to area centroid(weighted avg h1,h2) Bending Moments Mz 0.26 kip-ft Bending momemt developed in member Ma= 0.58 kip ft fb= 1.95 ksi Bending stress developed in member Fb= 4.45 ksi Allowable bending stress of member fb< Fb OK 1200 N Federal Hwy,#200 Ofc:(954)333-8965— Fax:(954)719-3707 Boca Raton,FL 33432 www.nu-wind.com Page of g,!,Y ow e I CALCULATIONS FOR FREESTANDING SIGNS C... mmm Cast-in-Place Concrete Anchor Soks ACE 318-11,Appendix"ID" Required Strength: Wind pressure: W= 24.7 psf Tributary area: A= 3.2 sqft Deaddoad: D= 0 lb Load eccentricity: e= -3.2 ft ASCE 7-10,2.3.2: U = (1.2)D+(1.0)W Mu = 0.43 kip-ft ..._[(1.2)D+(1.0)W]*A*e Anchor & Concrete Specs: Concrete: Pc= 2500 psi Anchor bolt size: 3/4" da = 0.75 in nt= 10 threads/in Anchor material: SAE Grade 2/A307 futa = 74 ksi Embedment: hef= 10 in Edge dgstance: ED= 7 in Qty anchors in group: Q= 2 anchors Anchor group) offset: a = 4 in Anchor Strength: Steel: (�s= 0.75 Tension: U <_ 0.75 (� Nn Conc, no suppl reinf: #= 0.70 Steel Strength: Ase = n/4*(da-0.9743/nt)Z Nsa = Ase*futa Ase= 0.33 in' Nsa = 24.8 kips 4)s*Nsa = 18.6 kips Concrete Breakout: Anc= [ED+s+1.5*hef]*[ED+1.5*hef] Anco = 9*hef^2 Anc= 484 in' Anco = 900 in' Nb= kc*X*Vf'c*hef"1.5 Cracked Concrete: We= 1.0 Nb= 37.9 kips Cast-in anchors: Wcp= 1.0 Limit=16*A*1/f'c*hef^(5/3) = 37.1 kips LPed =0.7+0.3*ED/(1.5*hef) LPed = 0.84 kc= 24 ...cast-in anchors No eccentricity between anchors: Wec= 1.0 A= 1.0 ...normal weight concrete Concrete breakout strength: Ncb= (Anc/Anco)*Wc*Wcp*Wed*Wec*Nb Ncb= 17.1 kips 4)c*Ncb= 12.0 kips _ Concrete Pullout: Headed Stud/ Bolt: Head diameter: dh = 1 in Np= 8*Abrg*f'c Abrg= 0.8 in Np= 15.7 kips Cracked Concrete: Wc,p= 1.0 Concrete pullout strength: Npn = Wc:p*Np Npn = 15.7 kips 4)c*Npn = 11.0 kips Concrete Blowout: Headed Stud/ Bolt: Nsb= 160*ED*dAbrg*A*df'c Concrete blowout strength: Nsb= 49.6 kips 4)c*Nsb= 34.7 kips Critical Anchor Strength: (�Nn= min(4s*Nsa,(�c*Ncb,(�c*Npn,(�c*Nsb) (ONn= 11.0 kips (�Mn = Q*4)Nn*a 4)Mn= 7.3 kip-ft Mu <_ 0.75 4 Mn 0.43 kip-ft < 5.5 kip-ft OK Page 5 _,saaeoavo . o� AVNft + alEasy5eals easyseals.com •®aaa DESIGN CALCULATIONS FOR STARSUCKS Q ®riveThru Cabinets Zephyrhills, FL GENERAL NOTES: 1. Design is in accordance with the Florida Building Code 6th Edition(2017) for use within and outside the High Velocity Hurricane Zone(HVHZ). 2. Wind loads have been calculated per the requirements of ASCE 7-10 as shown herein. 3. These engineering calculations pertain only to the structural integrity of those systems, components,and/or other construction explicitly specified herein and/or in accompanying engineering drawings. The Index: existing host structure(if any)is assumed to be in good condition, Pg 1 Cover capable of supporting the loaded system,subject to building department Pg 2 Wind Loads approval. No warranty,either expressed or implied,is contained herein. Pg 3 Anchor Design 4. System components shall be as noted herein. All references to named components and installation shall conform to manufacturer's or industry specifications as summarized herein. 5. Where site conditions deviate from those noted herein, revisions ma be �'"1°"781"' y Engines s�c�igtymu and.seal valid required or a separate site-specific engineering evaluation performed. 6. Aluminum components in contact with steel or embedded in concrete shall be protected as prescribed in the 2015 Aluminum Design Manual, I$y0° Part 1. Steel components in contact with, but not encased in,concrete a shall be coated, painted,or otherwise protected against corrosion. .07 a ° _TATE®r ®° 7. Engineer seal affixed hereto validates structural design as shown only. �� ° Use of this specification by contractor,et.Al, indemnifies and saves harmless this engineer for all costs&damages including legal fees& ChriSf19r ua`�s�g�y� N 11 'P4'#67382 apellate fees resulting from deviation from this design. Easy Se°d19o®„--- b—A uth#31124 1200 N Federal Hwy,#200 Easy Seals.com Page 1 ,Boca Raton,FL 33432 g r d2s j-'SeaLs CALCULATIONS FOR WALL-MOUNTED SIGNS easyseals.wm / SCE 7-10 Design hand Loads WALL-MOUNTED SIGNS Building Specs V= 140 mph Basic wind speed ASD Load Combo Coeff: 0.6 Exposure C Calculations a= 9.5 _3-sec gust speed power law exponent Kd= 0.85 Directionality factor zg= 900, Nominal ht.of atmos. boundary layer Kzt= 1.0 Topographic factor Gcpi= 0 Internal pressure coeff A= 10 sq ft Tributary area 140 mph - UP "C" WALL-MOUNTED SIGNS ASD WIND PRESSURES SIGN CENTER CORNER n a a HEIGHT (Zone 4) (Zone 5) qZ U U 15 ft 23.9 psf 30.4 psf 0.85 36.2 -1.10 -1.40 20 ft 25.4 psf 32.3 psf 0.90 38.5 -1.10 -1.40 25 ft 26.6 psf 33.9 psf 0.95 40.3 -1.10 -1.40 30 ft 27.6 psf 35.2 psf 0.98 41.9 -1.10 -1.40 35 ft 28.6 psf 36.4 psf 1.01 43.3 -1.10 -1.40 40 ft 29.4 psf 37.4 psf 1.04 44.5 -1.10 -1.40 45 ft 30.1 psf 38.3 psf 1.07 45.6 -1.10 -1.40 50 ft 30.8 psf 39.2 psf 1.09 46.6 -1.10 -1.40 55 ft 31.4 psf 40.0 psf 1.12 47.6 -1.10 -1.40 60 ft 32.0 psf 40.7 psf 1.14 48.5 -1.10 -1.40 70 ft 27.0 psf 54.1 psf 1.17 50.1 -0.90 -1.80 80 ft 27.8 psf 55.6 psf 1.21 51.5 -0.90 -1.80 90 ft 28.5 psf 57.0 psf 1.24 52.8 -0.90 -1.80 100 ft 29.1 psf 58.3 psf 1.27 54.0 -0.90 -1.80 110 ft 29.7 psf 59.5 psf 1.29 55.1 -0.90 -1.80 120 ft 30.3 psf 60.6 psf 1.32 56.1 -0.90 -1.80 130 ft 30.8 psf 61.6 psf 1.34 57.0 -0.90 -1.80 140 ft 31.3 psf 62.6 psf 1.36 57.9 -0.90 -1.80 150 ft 31.7 psf 63.5 psf 1.38 58.8 -0.90 -1.80 175 ft 32.8 psf 65.6 psf 1.42 60.7 -0.90 -1.80 200 ft 33.7 psf 67.5 psf 1.46 .62.5 -0.90 -1.80 250 ft 11 35.3 psf 70.7 psf 1 1.53 65.5 -0.90 -1.80 Page 2 a ����i� CALCULATIONS FOR WALL-MOUNTED SIGNS .� msyseals.mm I... Wall Sign Anchor Design Structure Dimensions & Loading Design wind pressure: P= 35.2 psf Sign type: Cabinet Sign size: A= 7.0 sqft (entire cabinet) Wall material: Wood CDX or equiv,thickness to match Min Embed Anchor type/size: #14 SMS Ref: APA E830E Fastener Loads for Plywood Min Embedment: 0.5" Min edge dist: 2" Min Spacing: 2" Anchor tensile capacity: Tcap= 112.0 lb (per anchor) Check Anchors for Pullout Total Reaction: Rt= 246 lb =P*A (entire cabinet) No. of anchors req'd: n= 2.2 total anchors ...=Rt/cap Total anchors required: 3 total anchors balanced over cabinet OK,critical anchor option shown. Limit(4)total Ref anchor schedule for other anchor options. Page 3 ,••Nsoi®v L_F-:, .117Seals • •' easyseals.com DESIGN 'CALCULATIONS FOR STARBUCKS A:, Channel Letters Zephyrhills, FL GENERAL NOTES: 1. Design is in accordance with the Florida Building Code 6th Edition(2017) for use within and outside the High Velocity Hurricane Zone(HVHZ). 2. Wind loads have been calculated per the requirements of ASCE 7-10 as shown herein. 3. These engineering calculations pertain only to the structural integrity of those systems, components,and/or other construction explicitly specified herein and/or in accompanying engineering drawings. The Index: existing host structure(if any) is assumed to be in good condition, Pg 1 Cover capable of supporting the loaded system,subject to building department Pg 2 Wind Loads approval. No warranty,either expressed or implied,is contained herein. Pg 3 Anchor Design 4. System components shall be as noted herein. All references to named components and installation shall conform to manufacturer's or industry specifications as summarized herein. 5. Where site conditions deviate from those noted herein, revisions may be ,®,eaaseteee,i� Engi�,ee s igr�atur and seal valid required or a separate site-specific engineering evaluation performed. eo<�or aged F,S rbgig 6. Aluminum components in contact with steel or embedded in concrete shall be protected as prescribed in the 2015 Aluminum Design Manual, No. 67 g Part 1. Steel components in contact with, but not encased in,concrete a e, shall be coated,painted,or otherwise protected against corrosion. a 7. Engineer seal affixed hereto validates structural design as shown only. r15 *o® 'Sep 20 Use of this specification by contractor,et.AI, indemnifies and saves P-.r " . harmless this engineer for all costs&damages including legal fees& ChriSg an�La Yg ey°IdAuth "'P,E-#67382 8l�� apellate fees resulting from deviation from this design. Easy Seals®e---- #31124 1200 N Federal Hwy,#200 c Boca Raton,FL 33432 Easy Sea'u •com Page 1 CALCULATIONS FOR WALL-MOUNTED SIGNS ~ / SCE 7-10 Design Wind Loads WALL-MOUNTED SIGNS Building Specs V= 140 mph Basic wind speed ASD Load Combo Coeff: 0.6 Exposure C Calculations a= 9.5 3-sec gust speed power law exponent Kd= 0.85 Directionality factor zg= 900, Nominal ht. of atmos. boundary layer Kzt= 1.0 Topographic factor Gcpi= 0 Internal pressure coeff A= 10 sq ft Tributary area 140 mph - Exp "C" WALL-MOUNTED SIGNS ASD WIND PRESSURES SIGN CENTER CORNER HEIGHT (Zone 4) (Zone 5) - qZ U U ;n 15 ft 23.9 psf 30.4 psf 0.85 36.2 -1.10 -1.40 20 ft 25.4 psf 32.3 psf 0.90 38.5 -1.10 -1.40 25 ft 26.6 psf 33.9 psf 0.95 40.3 -1.10 -1.40 30 ft 27.6 psf 35.2 psf 0.98 41.9 -1.10 -1.40 35 ft 28.6 psf 36.4 psf 1.01 43.3 -1.10 -1.40 40 ft 29.4 psf 37.4 psf 1.04 44.5 -1.10 -1.40 45 ft 30.1 psf 38.3 psf 1.07 45.6 -1.10 -1.40 50 ft 30.8 psf 39.2 psf 1.09 46.6 -1.10 -1.40 55 ft 31.4 psf 40.0 psf 1.12 47.6 -1.10 -1.40 60 ft 32.0 psf 40.7 psf 1.14 48.5 -1.10 -1.40 70 ft 27.0 psf 54.1 psf 1.17 50.1 -0.90 -1.80 80 ft 27.8 psf 55.6 psf 1.21 51.5 -0.90 -1.80 90 ft 28.5 psf 57.0 psf 1.24 52.8 -0.90 -1.80 100 ft 29.1 psf 58.3 psf 1.27 54.0 -0.90 -1.80 110 ft 29.7 psf 59.5 psf 1.29 55.1 -0.90 -1.80 120 ft 30.3 psf 60.6 psf 1.32 56.1 -0.90 -1.80 130 ft 30.8 psf 61.6 psf 1.34 57.0 -0.90 -1.80 140 ft 31.3 psf 62.6 psf 1.36 57.9 -0.90 -1.80 150 ft 31.7 psf 63.5 psf 1.38 58.8 -0.90 -1.80 175 ft 32.8 psf 65.6 psf 1.42 60.7 -0.90 -1.80 200 ft 33.7 psf 67.5 psf 1.46 62.5 . -0.90 -1.80 250 ft 35.3 psf 70.7 psf 1 1.53 65.5 -0.90 -1.80 Page 2 CALCULATIONS FOR@i ALL-MOUNTED SIGNS w... ✓ eaysealsmm • Wall Sign Anchor Design Structure Dimensions & Loading Design wind pressure: P= 35.2 psf Sign type: Channel Letter Sign size: A= 1.8 sqft (per letter, critical) Wall material: Wood CDX or equiv,thickness to match Min Embed Anchor type/size: #14 SMS Ref: APA E830E Fastener Loads for Plywood Min Embedment: 0.5" Min edge dist: 2" Min Spacing: 2" Anchor tensile capacity: Tcap= 112.0 lb (per anchor) Check Anchors for Pullout Total Reaction: Rt= 63 lb ...=P*A (per letter) No. of anchors req'd: n = 0.6 anchors per letter ...=Rt/cap Total anchors required: 1 anchors per letter OK,critical anchor option shown. Limit to rain (3) per letter, bal. Ref anchor schedule for other anchor options. Page 3 ' °eoemcmmo 0000 o easyseals.com DESIGN CALCULAMN FOR STAROUCKS By 60" Round L®�® zephyrhiills, FI. GENERAL NOTES: 1. Design is in accordance with the Florida Building Code 6th Edition(2017) for use within and outside the High Velocity Hurricane Zone(HVHZ). 2. Wind loads have been calculated per the requirements of ASCE 7-10 as shown herein. 3. These engineering calculations pertain only to the structural integrity of those systems, components,and/or other construction explicitly specified herein and/or in accompanying engineering drawings. The Index: existing host structure(if any)is assumed to be in good condition, Pg i Cover capable of supporting the loaded system,subject to building department Pg 2 Wind Loads approval. No warranty,either expressed or implied,is contained herein. Pg 3 Anchor Design 4. System components shall be as noted herein. All references to named components and installation shall conform to manufacturer's or industry specifications as summarized herein. 5. Where site conditions deviate from those noted herein, revisions may be Engin �gdMi�°'►aatmd®"'® gr��tur 6h4seal valid required or a separate site-specific engineering evaluation performed. >`' ages° U 6. Aluminum components in contact with steel or embedded in concrete shall be protected as prescribed in the 2015 Aluminum Design Manual, ®® No. 673 Part 1. Steel components in contact with,but not encased in,concrete #s a shall be coated, painted,or otherwise protected against corrosion. a °• TATE OF 7. Engineer seal affixed hereto validates structural design as shown only. �P 0 Use of this specification by contractor,et.Al,indemnifies and saves Chrisan, f a ey° �� ,Rt`#67382 harmless this engineer for all costs&damages including legal fees& rsf � At— apellate fees resulting from deviation from this design. Easy S@alsoo,mecte'ft Auth#31124 1200 N Federal Hwy,#200 'e Boca Raton,FL33432 EOSY Seals.com Page 1 � ea �l5 CALCULATIONS-FOR WALL-MOUNTEDSIGNS N...° ASCE 7-10 Design Wind Lads WALL-MOUNTED SIGNS Building Specs _ V= 140 mph Basic wind speed ASD Load Combo Coeff: 0.6 Exposure C Calculations _ a=�9.5 3-sec gust speed power law exponent Kd= 0.85 Directionality factor zg= 900' Nominal ht of atmos. boundary layer Kzt= 1.0 Topographic factor Gcpi= 0 Internal pressure coeff A= 10 sq ft Tributary area 140 mph - UP "C" WALL-MOUNTED SIGNS FASD WIND PRESSURES ' SIGN CENTER CORNER a CL HEIGHT (Zone 4) (Zone 5) - Y qZ ,, 15 ft 23.9 psf 30.4 psf 0.85 36.2 -1.10 -1.40 20 ft 25.4 psf 32.3 psf 0.90 38.5 -1.10 -1.40 25 ft 26.6 psf 33.9 psf- 0.95 40.3 -1.10 -1.40 30 ft 27.6 psf 35.2 psf 0.98 41.9 -1.10 -1.40 35 ft 28.6 psf 36.4 psf 1.01 43.3 -1.10 -1.40 40 ft 29.4 psf 37.4 psf 1.04 44.5 -1.10 -1.40 45 ft 30.1 psf 38.3 psf 1.07 45.6 -1.10 -1.40 50 ft 30.8 psf 39.2 psf 1.09 46.6 -1.10 -1.40 55 ft 31.4 psf 40.0 psf 1.12 47.6 -1.10 -1.40 60 ft 32.0 psf 40.7 psf 1.14 48.5 -1.10 -1.40 70 ft 27.0 psf 54.1 psf 1.17 50.1 -0.90 -1.80 80 ft 27.8 psf 55.6 psf 1.21 51.5 -0.90 -1.80 90 ft 28.5 psf 57.0 psf 1.24 52.8 -0.90 -1.80 100 ft 29.1 psf 58.3 psf 1.27 54.0 -0.90 -1.80 110 ft 29.7 psf 59.5 psf 1.29 55.1 -0.90 -1.80 120 ft 30.3 psf 60.6 psf 1.32 56.1 -0.90 -1.80 130 ft 30.8 psf 61.6 psf 1.34 57.0 -0.90 -1.80 140 ft 31.3 psf 62.6 psf 1.36 57.9 -0.90 -1.80 150 ft 31.7 psf 63.5 psf 1.38 58.8 -0.90 -1.80 175 ft (32.8 psf 65.6 psf 1.42 60.7 -0.90 -1.80 200 ft 33.7 psf 67.5 psf 1.46 62.5. -0.90 -1.80 250 ft 35.3 psf 70.7 psf 1.53 65.5 -0.90 -1.80 Page 2 -ZasySeaLs CALCULATIONS FOR WALL-MOUNTED SIGNS �.. easyseals.mm Y Wall Sign Anchor Design Structure Dimensions & Loading Design wind pressure: P= 35.2 psf Sign type: Cabinet Sign size: A= 19.6 sqft (entire cabinet) Wall material: Wood CDX or equiv,thickness to match Min Embed Anchor type/size: #14 SMS Ref: APA E830E Fastener Loads for Plywood Min Embedment: 0.5" Min edge dist: 2" Min Spacing: 2" Anchor tensile capacity: Tcap= 112.0 lb (per anchor) Check Anchors for Pullout Total Reaction: Rt= 691 lb ...=P*A (entire cabinet) No. of anchors req'd: n = 6.2 total anchors ...=Rt/cap Total anchors required: 7 total anchors balanced over cabinet ' OK,critical anchor option shown. Ref anchor schedule for other anchor options. Page 3 PASCO COUNTY, FLORIDA Permit No. 2052 3 Date Permitted 2- Builder Name/Owner Name ��- n Control#' ' County Parcel'No. c 2t-DC 0-(2_100.Oa<3a SubDiv: Cc (T Address/Location 70(D GAU 6 (,JN Classification/Type of Use c'. e—A TRANSPORTATION IMPACT FEE Rate: Sq.Ft Unit: zsn �— Exempt ❑Yes [] No r��"� How Determined Impact Fee Amount $.Tsl 80 CiY Zone No. TAZ: SCHOOL IMPACT FEE Account (056) Single-Family Detached House Amount $ (057) Mobile Home (058) Other Residential 23) Collection Fee Exempt a Yes Q No How Determined PARKS AND RECREATION FEE Land Account Land Credit Land Total Recreation Account Recreation Credit Recreation Total Zone TOTAL AMOUNT $ Exempt ❑Yes ❑ No How Determined LIBRARY FEE Land Account Land Credit Land Total Facility Account Facility Credit Facility Total Exempt ❑ Yes ❑ No How Determined Total Amoufiii� RESOURCE FEE ERU TOTAL AMOUNT Prepared By n Checked By NO CERTIFICATE OF OCCUPANCY WILL BE ISSUED OR FINAL INSPECTION PERFORMED UNTIL THE TOTAL AMOUNTS LISTED HAVE BEEN PAID AND RECEIPTED FOR BY A CENTRAL PERMITTING OFFICE OF PASCO COUNTY Acknowledgement below does not imply acceptance of concurrence,but simply receipt of copy of this form,placing the building permit owner on notice of this assessment and thq conditions of payment for same. DATE RECEIVED BY RECEIPT NO. DATE BY Owners c oOrm.Notice p a�'afZe�h Adze merName� OW- Olt yrh�S city ?ol© � � age Alum System proJQ�t Phone �li%�S Add,,Victor /Jr..:!/�C'j E_n,� St<— Z�.37fg 9 city 7�a ` -�_ Phone Scope -S of T1'°rk. /� �utl� ate St �Lf Project zip P Notice- i sPee',d abo b��yen fat owner"er"ten tif ivolt. Worc.o t Cer ,that Ofth,fo �e O"Ut c°t`w!VP-.., a4ve een bon is tie and accfinrate. at the addr '011113 ess ._ O°553.79"FS tT. 813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021 Building Department Date Received r "Phone Contact for Permitting S:�rll 9` ............... Owners Name Owner Phone Number Ails" Owner's Address 29VO 60-M, Owner Phone Number Owner Phone Number JOB ADDRESS o I i) &LOt &\Vh 22 A-11 LOT# SUBDIVISION PARCEL 10# (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED NEW CONSTRR 'ADD/ALT SIGN DEMOLISH e INSTALL REPAIR PROPOSED USE Q SFR r COMM OTHER I Zire. 1t7 77U-m TYPE,OF CONSTRUCTION Q BLOCK Q FRAME 0 STEEL DESCRIPTION.OF WORK -a L BUILDING SIZE SO FOOTAGE HEIGHT. =BUILDING 1$ VALUATION OF TOTAL CONSTRUCTION =ELECTRICAL $ AMP SERVICE Q DUKE ENERGY 0 W.R.E.C. =PLUMBING $ =MECHANICAL 1$ VALUATION OF MECHANICAL INSTALLATION =GAS Q ROOFING 0 SPECIALTY Q OTHER FINISHED FLOOR ELEVATIONS FLOOD ZONEAREA =YES NO I i 2 i BUILDER COMPANY SIGNATURE REGISTERED Y/ N FEE CURREN Address License# ELECTRICIAN COMPANY SIGNATURE REGISTERED Y/ N FEE CURREN Address License# PLUMBER COMPANY SIGNATURE REGISTERED Y( N FEE CURREN Address License# MECHANICAL .-COMPANY SIGNATURE REGISTERED Y/ N' FEE CURREN Ly L N Address License# OTHER COMPANY SIGNATURE REGISTERED Y/ N. -1 FEE CURREN YJ N Address Li cense# HH! I I I i I I I I I H H4 I I I I H+1 I I I RESIDENTIAL Attacli,(2)Plot Plans;(2)sits of'Buildidgt Plins1� s 6f:Ener9y-Forms-1R-O-W,Perm -- -at it for new construction, Minimum ten(10)working days after submittal date. Required onsite,Construction Plans,Stormwater Plan.swt Silt Fence Installed,' Sanitary Facilities&I dumpster;Site Work Permit for subdivisionsfiarge projects COMMERCIAL Attach(2)complete sets of.Building Plans.plus a Life-Safety Page;(1)set of Energy Forms.R-O-W Permit for new construction.., Minimum ten(10)working days after-subrinittalldate.-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 (cppyof contract,required) Reroofs if shingles Sewers Service Upgrades A/C Fences(PlottSurvey/Fo6tage) Driveways-Not over Counter If on public roadways..needs ROW NOTICE OF DEED RESTRICTIONS: Theundersigped 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. i UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES., If-the-'owner-has hired- a- 'contractor or contractors to undertake work, they may be require to be licensed in accordance with state and local regulations. If the' contractor is not licensed as required by law, both 4the 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 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�ND 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 exist'Ing bbildings,'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 undeirstodd 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 hermit Issuance.':Furthenbore, if Pasco County Water/Sewer Impact fees.are due,-they.must.be.,paid prior to permit issuance in accordance with applicable Pasco County ordinances. CONSTRUCTION-LIEN-LAW(Chapter 713, Florida Statutes, as amended): If valuation of work is $2,500.00 or more, I certify that 1,Ahe� 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 tha6ffid_"6wn6r1, I ceitify.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. CONTRACTORSlOWNER'S.AFFIDAVIT:.,I certify that all the information in this'application is accurate and that all work . ...... ify will be done in compliance with all,applicable law's 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 Bayhdads, Wetland Areas and Environmentally Sensi6e Lands,WaterMastewater Treatment. Southwest Florida Water Management District-Wells, Cypress Bayheads, Welland Areas, Altering Watercourses. Army Corps of Engineers-Seawalls, Docks, Navigable Waterways. Department of Health & Rehabilitative Services/Environmental Health Unit-Wells, Wastewater Treatment, Septic Tanks. US Environmental Protection Agency-Asbestos abatement. Federal Aviation Authority-Runways. e I understand that the following_rqptrictions apply to tf use offill:unless expressly permitted. Use of.fill is.not allowed in Flood Zone 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;',certo'thaf fill will be used only to fill thearea 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 advqrsely affect adjacent properties, the owner may be cited for violating the conditions of the buildihg 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 ns 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,1 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 toviolate, cancel, after, or set aside any provisions of thetechnical 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 fo,ninety(90)consecutive days,the job is considered abandoned. WARNING TO OWNER:. YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOWIMPROVEMENTS TO YOUR 11PROPERTY. IF YOU INTEND TOI OBTAIN FINANCING;CONSULT WITH YOUR LENDEWOR AN ATTORNEY-BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. FLORIDA JURAT(F.S.117.03) OWNER OR AGENT i 'CONTRACTOR Subscribed'and swom to(or affitmed)before me this Subscribed and sworn to(or-affirmed)before me this by -----fiy Who is/are personally known to me or has/have produced Who is/are personally known to me or hasthave produced as identification. as identification. Notary Public Notary Public Commission No. Commission No. Name of Notary typed,printed or stamped Name of Notary-typed,printed or stamped 4 3 2 1 D D ® 17 nco Ec:n oco Lnoo J on 00 O CAFE I SEATING (ASSEMBLY) 7 `^ eo C ® RETAIL I (ASSEMBLY) PATIO I I eoo ® K Q o c D r � Ire Ir. F . L -7 J BEVERAGE PREP (IOTCHEN) e m a B - E3 L SYMBOL DESCRIPTION HEAD-END ❑K KEYPAD WIRELESS MOTION ®D WIRELESS DOOR CONTACT A CEILINOTYPE: OPEN TO DECKING VINYL ACT maxue oescxrcnou 1xlrmie CEILWOHEIOHT: STARBUCKS 10'VINYLACT9'GYP ,�eF,,,x� 01� STARBUCKS#56350 BUROINGACCESSHOURS: N/A wTet ZEPHYRHILLS,FL NAVCO f0e1 N.PeddCerder—AkMF4,CA9= RETROFR OR NEW CONSTRUCT ION: NEW �'�*� —•*PUB m4 xumoea (71x)779-7193 sroREa9easoSEC Baraoaa-AE 7010 GALL BLVD LIF,{REOUIREP. NO off CtO MiF.` 9¢@ _ Res mMeMg6Ne PeaeM of NAVCO end Oerefe:e mpplphfed.Ak HECTOR MIRAMONR:S 1n9N9 UNION LABOR: NO A ZEPHYRHILLS, FL 33541 weHmd m�eyemmeaweme en°inaj notba atdaem L,eml manrer A➢pROYFD BI: O I X 1 a1 OF 1 N.T.S. ��flmn empbyem or su0im�d repmsemaRree d Otq 4 3 T 2 1 SECURITY SYSTEMS To: C. /ll'l�`1 S Date: S33 Regarding: Z-Ow G4 fib . -Z.e-f VA To whom it may concern: ! / n ' We,the undersigned, hereby authorize r�a� ( �7'r"�' to act on our behalf in all manners related to applying for and obtaining any and all permit related applications and activities, including signing any documents on our behalf. All acts carried out by the authorized,on our behalf,shall have the same effect as acts of our own. This authorization is valid until further written notice from NAVCO SECURITY SYSTEMS Sincerely, NAVCO SECURITY SYSTEMS Name: �1 ( / e Date: 57 Signature: Notary Seal: Notary Name: t� ►`�JIM�� - �P1}c� Signature: ` Notarized this g3t day of —6 in the year.)-b/ HARRIET E BEACH 939" MYCOMMISSION#GG004660 EXPIRES August 07,2020 ry rviGO.cOM 1533 Floride�l0� 6780 Jamestown Drive,Alpharetta,GA 30005 800.517.6484 www.navco.com