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HomeMy WebLinkAbout09-9875 CITY OF ZEPHYRHILLS 5335 - 8TH STREET (813)780 -0020 9875 BUILDING PERMIT (k r Permit Number: 9875 Address: 7715 GALL BLVD Permit Type: COMMERCIAL ZEPHYRHILLS, FL. Class of Work: ADD /ALT COMMERCIAL Township: Range: Book: Proposed Use: COMMERCIAL Lot(s): Block: Section: Square Feet: Subdivision: CITY OF ZEPHYRHILLS Est. Value: Parcel Number: 34- 25 -21- 0110 - 00000 -0030 Improv. Cost: 237,524.00 71:.�� -�.° Date Issued: 1/12/2010 Name: FRONTIER DEVE ZEPHYRHILLS LLC Total Fees: 2,484.99 Address: 1801 SW 3RD AVE STE 500 Amount Paid: 2,484.99 MIAMI FL 33129 Date Paid: 1/12/2010 Phone: (305)692 -9992 Work Desc: INTERIOR BUILD OUT FOR DENTAL OFFICE- 3,493 SQ. FT SPACE a FRONTIER BUILDIN COitP BUILDING = FEE 911.88 WE OONNECTION COMMER 246°94 ALL COUNTY PLUMBING SERVICES INC ELECTRICAL FEE 201.15 WATER CONNECTION COMMERC 219.36 FUQUA ELECTRIC INC PLUMBING FEE 134.10 TRAFFIC IMPACT FEES COMM 0.00 AIRCO MECHANICAL CONTRS INC MECHANICAL FEE 93.87 TRAFFIC IMPACT FEES 99% COM 0.00 WATER METER COMM 1" 468.11 FIRE PLAN REVIEW F ES , 209.58 ACI) 3-<t-H© r r WC! , ( v / 0 la 6 idog F• • ER 2ND ROUGH PLU •TI•N EILIN FOOTER BOND DUCTS INSULATED ' - MISC. ROUGH ELECTRIC LINTEL MISC MISC. 1ST ROUGH PLUMB PRE -METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE -SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: Reinspection fees will comply with Florida Statute 553.80 (2)(c) when extra inspection trips are necessary due to any one of the following reasons: a) wrong address b) condemned work resulting from faulty construction c) repairs or corrections not made when inspections called d) work not ready for inspection when called e) permit not posted on job site f) plans not at job site g) work not accessible. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. The payment of inspection fees shall be made before any further permits will be issued to the person owning same "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." / t✓ONT- • CTO: - ° •URE PERMIT OFFI �R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER J 813- 780 -0020 City of Zephyrhills Permit Application 4 1 I Fax Building Department Date Received / ? D / Phone Contact for Permitting I 920 926 I __ 1 3800 Owner's Name c/o Frontier Building Group Owner Phone Number 305 - 692 -9992 x18 Owner's Address 1801 SW 3rd Ave., Suite 500 Miami, FL 3312) Owner Phone Number Fee Simple Titleholder Name Owner Phone Number Fee Simple Titleholder Address /� / I l JOB ADDRESS 7707 -7731 Gall Blvd 1 77 , 5 OA(( V VD LOT# SUBDIVISION PARCEL ID# (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED NEW CONSTR x ADD/ALT n SIGN n MOVE n DEMOLISH INSTALL REPAIR PROPOSED USE n SFR © COMM n OTHER I TYPE OF CONSTRUCTION n BLOCK n FRAME = STEEL © OTHER I Type V I DESCRIPTION OF WORK Interior tenant build out with facade renovation for a new dental office. ..1.,L1.. BUILDING SIZE 11,966 sq. ft. SQ FOOTAGE 3,493 sq. ft. HEIGHT 25' -0" , 20' -0" existing main biding © BUILDING $ 185, 000.00 VALUATION OF TOTAL CONSTRUCTION (existing 200 amp 3 phase) © ELECTRICAL $ 25, 000.00 AMP SERVICE n PROGRESS ENERGY Q R.E.C. © PLUMBING $ 34,000.00 ' pj b., ifs C 10„," MECHANICAL $ 22 , 000.00 VALUATION OF MECHANICAL INSTALLATION S 3 ' Su d S , i © © GAS (Propane) I x I ROOFING (patch)n SPECIALTY n OTHER /7 , / 7 FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA nYES nN0 `� match existing '" 1 `OgA -144 BUILDER = '��� /, COMPANY Frontier Building Corp. SIGNATURE < v� J —_-- REGISTERED I Y/ N I FEE CURRENT 1 YIN I Address 1801 SW 3rd Ave. Suite 500 Miami FL 33129 I License # ELECTRICIAN ,. --'--- / COMPANY * * TBD ** SIGNATURE --- _ .7 0.-,-, REGISTERED I Y 1 N I FEE CURRENT I Y 1 N 1 1 .4 ( /Q Ad dress ( i "'� License # I e t zL r PLUMBER `1 COMPANY *TBD ** SIGNATURE v, REGISTERED I Y 1 N I FEE CURRENT I Y 1 N I ..._.._ re I I License # COMPANY * *TBD ** pie 5 , S .41,16.. S HANICAL REGISTERED I Y/ N I FEE CURRENT I Y/ N I .t _ •,� • 0 Address License # -f { 5 OOee��.,, OTHER **TBD** u �.3' V�' COMPANY TBD SIGNATURE REGISTERED 1 Y/ N I FEE CURRENT 1 Y/ N I Address License # RESIDENTIAL Attach (2) Plot Plans; (2) sets of Building Plans; (1) set of Energy Forms; R -O -W Permit for new construction, Minimum ten (10) working days after submittal date. Required onsite, Construction Plans, Stormwater Plans w/ Silt Fence installed, Sanitary Facilities & 1 dumpster; Site Work Permit for subdivisions /large projects COMMERCIAL Attach (3) 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: e Fill out application completely. Owner & Contractor sign back of application, notarized If over $2500, a Notice of Commencement is required. (A/C upgrades over $5000) ** Agent (for the contractor) or Power of Attorney (for the owner) would be someone with notarized letter from owner authorizing same OVER THE COUNTER PERM ITTING (Front of Application Only) Reroofs Sewers Service Upgrades NC Fences (Plot/Survey /Footage) Driveways -Not over Counter if on public roadways..needs ROW * *Subcontractors to be determined as project is currently bidding. General contractor will provide license number, proof of insurance and permit fees upon permit issuance. • NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to "deed" restrictions" rich 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. 1 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 Tess 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 OWNER: YOU FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPR9 MENNTS TO YOU ROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER .R'AN O�tN Y RE RECORDING YOUR NOTICE OF COMMENCEMENT. FLORIDA JURAT (F.S. 1 .' ) OWNER OR AGE ,/' CONTRACTOR � t�bs rid' nd gy o ( r affir ecy C- "7before me thik Subscribed and sworn to (or affirmed) before me this A C✓MC/ r.. by Who is /are ersona y know to me or has /have produced Who is/are personally known to me or has/have produced identification. as identification. otary Public Notary Public Co m sion No. Commission No. V • ,��,. . /I Name of Notary typed, printed or stamped Name of Notary typed, printed or stamped 01/08/2010 15:55 727 -547 -9754 AIRCO MECHANICAL PAGE 01/01 JAN /08 /2009 /THU 04:11 PM ZEPHYRHILLS BUILDING FAX No, 813 - 780 -0021 P, 001 /001 010.76040020 5 City of Zephyrhills Permit Application �/ Fax -8l3aeoa0o21 B napafm.nt v � . " PhaMContact ta ParaNtUn0 920 FT „ l 311100 OwnersNoena c/o Frontier %Aldine prCup Omer Phone Ntatwerr�OA -oft -5590 sae 1 . OpmeesAddreee J 1001 RN 3rd AVe., Suite 500 Miami, FL 33121 owmerp4•00,4RtbarI 1 Fee simple' t1U61101aor Name 1 1 Owner Plena Numb! l " 1 Fee Simple TlUaholder Address I JOS ADDRESS 1 9707-7731 Gall Blvd. '7 7(5 a q 1/ ,I KO 1 LOTS L I • Sin:IVINON 1 PARCEL IDS' I MOTOWN MOMMvvtlariTAXNonCE) WORK PROMISOR 3 NEW CONSTR © ADD /ALT Q SIGN [l MOVE © DEMOLIBN INSTALL r REPAIR PROPOSED UME 0 SPR ® COMM I`I OTHER 1 TYPE OF CONSTRUCTION C] !LOCK Q FRAME 0 STEEL © OTHER 1 Type V _1 • D RBQRIPTION OP WORK [Interior tenant build out with facade renovation fora Barr dental office - w.a.e1., f B UILDINGSII:E ( 22,966 act- f6. J 0OplOmAOR 7417korrl NABGHT 125' -0r , 20' -0” 'existing Main blding ® BUILDING 0 lob, 000.00 I VALUATION OF TOTAL CONSTRUCTION I � (meiotlag 200 0RD 3 MUM) 1-J ELECTRICAL 1 25, 000.00 I MAP SERVICE =I PROGRESS ENERGY Q W.R.E.C. / © PLUMBING Il Tla. • J I D i, 4 pia -A/ , / Q ME H . I' 22,000.00 VALUATION OPMECNI NAM CAL '�� 1`I CAS (propane) R (yatcl�' 1 SPECIALTY r--1 OTtfER 9 S r 1 C7 r' t fil FiNISNFAFL00RELEVATIONS 1 tasaoh existing I FLOOD 2:O �]y5 Q►AO � (1� 61'x GUILDER ' I COMPANY I Prentldr Ru11diftg Corp. SIGNATURE _ Assismisso • 1 Y/ N 1 MaWNW I v i ri ( Add ress 1 1.004. B Mato w 3rd Ave, Bto S00 Miami, FL 33129 I I t Licenses lItDTRIDIAN COMPANY I * * * • SIGNATURE Assieastrto 1 Y/ N ( FEE CURRENT 1 YIN 1 Addrees ( I UO311118 1 I • PLUM AM • COMPANY 1 *TSD.* SIGNATURE REGISfEtal 1 Yi N 1 FEE WARM' I YIN I • ' —1 1 Llenns.I I P c t6CMANICA COMPANY I A )I % 0 ME�C'.4 ANICLI L I i 1�a1Q1 ►s ;i S GMATURE twos/EMIR I Y/ N ! FEE CURRENT 1 YIN 1 , 7r ,,A Masse IC 253 I1 grFh 41E.14cnri F . 'I 1- leoneeft 'CAC 0...5214.362- I 6 f - 1 -- OTHER COMPANY I *amens,, SIGNATURE necrsTeso 1 Y) N 1 Rts cuRRENr Iy /N 1 • Adaraes 1 - I . Ltceweea 1 _ I RIM DENT)AL Mesh (2) Plot Plans; (2) sets of Bullring Plena: (t) of En ergy Farms, R -040 Pam° for nevi eonewudien Minimum ten (10) mocha soya MOr auomml del; Raging ammo, Oonortmson. Plan.. Blolmwalee Plans wI Sil Faze insmiled, eonhsry Fatal* 51 SANK: eso Wont WOW, n eaaaabnsnag, plolOON COMMERCIAL. A0edt (3) Complete sets of Bulminp Plena pus a Lie WE/ P ( wl of Vow Porme. m.o.W Perms far new aanoin sgon. MIMMwn heat (10) warldne de m Mot eultmHta1 data, RequNaq cmalm. O.nstucuon Plena, 3tormweter Plans °I BIN Farce i,s105od, SeMlery Fera5d"es 01 dumpieer, au Work Parma for all new prologs, All Ognwnsrol01 roglommpnle must meet eemglvtoe SIGN PRAM fT Aladt (2) eats of Erlgissersa PI000. '"^PROPERTY SUMVEV required for ell NEW consrnaxlon, Dlreotlope: FM out 0517 0e IOn oOmOIelab,. . Owner It Contractor elfin beds or epp0ra5an, nolgrfxae if ewr Oaaeq 0 Node. of Oemmonoement Is retp*Noe. (AN upgrade. ear 150001 . • • Anent (be the contactor) or Power of Attorney ear the owner) wowld ba someone writ naaraae roar sem awns, awtmmy,g some OVRR The COUNTER PERMITTING (Front of Application Ony) Rereofo lowers earrtgo Updrioes Arc rencea (Plol/Suray/Fo01a00 • DMowaye -Not ease Deemer N on pialK medees1.,neeee ROW * *Subcontractors to be determined a pre'sat ie Currently bidLine. General contractor will provide Licenee number, proof of insurance and permit lee* upon permit 1eouottoe. 01 -11- 10;15:30 18137800021 ; # 2/ 2 - ""----•-- •�� ....•.,.�a,�.� l 111 IV V, U1J - !OU UUL1 r. UU] /H1 813-760.0020 • City of Z opf►Ymils Permit Application 41116 PIe-613.760.0021 • Building oeerlao.nt Ph :,16M ' , . 1E211 9 26 - 9800 • Owner. N.ee °/o loonier Building grout, Owner Phone 3 06 - 692 - 9997 x18 !Comber owner. Address L 16 eli 01 20 3rd Ave,. Sults 600 Kit, FL 331.213 Owner Peen. Number "` Foe game Tinettolder Noma I 1 UwMr Photos timber 1 • • Yee 60hple IIOellOtd.vAddrees JOB ADDRESS 7707 -7731 Call Biwa. 7/ f A t • ( a -mamas L PANGS", IOIf [ WORK PROpoem 8 NEW OONBTR E (D67AI deo mon pllpl'dtrmo NORM PA ADD/ALT ] SION INSTALL — REPAIR n mow p DEMOLISH • PROPOSED U9E TYPE OP CONSTRUcr.ON D B1og ( � COMM R © PEEL © OT ei UESCRlpnaNOPWORK ltrttetior tenant build out• with facade renovation !era new dental office. • ...LAJ .0 '. 14 _ 4-- 6UILW NGgIZE 1 11.966 00. ft. I SQ POOrAGE r3. 493 eq. ft. ,_ r - -- .. _. I tem f 26 0' 30' -0" [miming mein biding ® tlU1LOIN0 Is 1es, 000.00 _r I VALUATION OF TOTAL CONSTRUCTION (existing 200 arty Ere) ELECTRICAL• IS 28 , 000.00 • . 1 AMP SGRVICE PROGREBSEMIROY C1 NLR.E.O OD PI t1MBIN0 IS 30, 000 . D0 - D . f 66,1 n hip,"/ © • MOOMANICAL 22 , 000.00 I VALUATION OF MFCWWIOAL INSTALLATION 3 �' © 0*8 (propane) d : ROOFINO.IP —1 SPECIALTY p OTHER © / c /q FINISHED FLOOR ELEVATIONS FLOOD ZO NE AR 1 d l i match existing 1 QYEtl ONO r". ' 7 .r L)" BIMtOER COMPANY I Frontier Puiidimg Corp. I SIGNATURE IM8J8y o j YIN 1 resc,eelefr L YIN 1 Add liO1 9. and Ave. Suite 500 Nismi, PL 33199 I 1-000s• O ELECTRICIAN L I SIGNATURE 1 COMPANY •e1 V ' M l o w n E 1 1 E 0 I Y/ N I PS6 summer f Y/ N f • pst____.tsxf A ddf... . I knows I --1 a PLUM91lR ., ....4" SIONaTURE I" . ° `ate ( eD ✓ i nl 6 6i _' I - .J Llceneer ' n, ECHANICAL m I - COMPANY !'� �► f16.le-rertEO 1470...j 1 i f �,�, J • i r l ' i McRae �„ pc7 License. L 1 8 1 1' • OTHER COMPANY **Tape* SIGNATURE A60urrelm rt olsuaMT Lulu Alferw L _ I . memo* 1 1 RCOIPWrnAL Mach (2) Plot Plans; (2) sae of SuNI6lp Plane (1) eel of Energy Fawns; R-O-W Perm* for new oonetrualon. Miniature ten (10) wodal; dada Misr submittal ate- Required onsile, Gentleman Plans. 8wrmwsler Pien wr 8M Pence k,efese cOMMYil01Al man S e y Foaled a 1 W e 96 mpo.0 We* Paned fur stlbdMSIOneA ego PROM d (3) eomplebt cots of Building Piero slue e Lie Safety P.o. (1) eel of &WNW Fame. R-OW Permit ler new corpeuelien. Minimum Ian (10) working dews dew ouballUal awe. aenewea awls. ConeWdlert Plan; Slom,waler Pions w/ 801 Fence insfalea, Sanitary PooNO•• i 1 demi/Wer. 361 Ww1( Panel for dl new projects, /VI ommur.lal tequkanv,le muNt meet aomppettoe SIGN PfMMIT mach (2) sets 0(EriUl,eeree plane. . ""PROPERTY SURVEY spared forst NEW conebudbn, • FIN eul oalleo0on celaplaleW. • - Owner B Cenlraelor sign belt of Hppilosnon, nola reed If over 62600, 3 Nodes of Commencement 4 ►qulnd upgrades upgs overran.) . •• Agent (for the connector) or Power Of Al10Mey (for the owner) would b someone veldt nele sad Iotlerfiom Omer 'NAUMA q Hale OVER THE COUNTFR PERMITTINO (From offPpticeuonOnly) .. Rorvols B.wiro Service (ppnitd.e NC Penow (PIoUBumeete001(10e) Ddvewsys - Not Over Coiffeur Won pubac reettery e,.n.ede ROW *elluboontrsotore to be determined e0 project is currently bidding.' General coer wi11 prov -4 lice00e Fuqua Electric Inc. 2411 Cypress Gardens Blvd. Winter Haven Fl. 33884 863 - 324-0449 Fax 888 -683 -8387 State lic# EC13001238 Date : 1 -8 -10 City of Zyherhills Re: Authorization letter fore O \CN\ , ( f k'l.Yt.as authorized agent for Michael Fuqua / Fuqua Electric Inc. I Michael Fuqua authorize A) OM_ 11-U4 sign and pick up all documents and % .1 Is on my behalf. Signed • Before me this $ of . M.' 2009, Michael Fuqua affirms that all the statements and declarations are true and accurate. - Notary signature I Notary seal: ,a 1►�'' N otary Public State of Florida 1T L Fuqua My Commiaaion 00872993 % orn Expirea03222ot3 Thank you, Michael Fuqua Fuqua Electric Inc. • 01/08/2010 FRI 17:16 FAX 0)001 /001 Policy Number: Date Entered: 1/8/2010 A W CERTIFICATE OF LIABILITY INSURANCE DATE(MWDDIYWY) THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AM END, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT WorkComp Solutions, Inc. NAME: 5115 South Lakeland Drive INC. No.Est1: (863) 646 -4642 FAX NC No) (863) 646 -3521 EMAIL Ste. 3 ADDRESS: PRODUCER Lakeland, FL 33813 CUSTOMER ID 0: INSURER(S) AFFORDING COVERAGE NAIC 0 INSURED INSURER A : Bridgefield Employers Insurance Company Fuqua Electric, Inc. INSURER B : INSURER C : 2411 Cypress Gardens Blvd. Winter Haven, FL 33884 INSURER INSURER E : INSURER F : COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTVVDI STANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAYBE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BYTHE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADDL SLERI POLICY EFF POLICY EXP 1NSR POLICY NUMBER (M1011DYYYV moenortrtvi LIMITS GENERAL LIABILITY ■I EACH OCCURRENCE $ COMMERCIAL GENERAL LIABILITY DAMAGE TO RENTED PREMISES (Ea occurrence) $ _ CLAIMS -MADE OCCUR MED EXP (Any one person) $ PERSONAL & ADV INJURY $ GENERAL AGGREGATE _ $ GEN'L AGGREGATE LIMIT APPLIES PER PRODUCTS - COMP /OP AGG $ 7 POLICY n PRO - IF LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT ANY AUTO (Ea accident) $ BODILY INJURY (Per person) $ ALL OWNED AUTOS BODILY INJURY (Per accident) $ SCHEDULED AUTOS PROPERTY DAMAGE HIRED AUTOS (Per accident) $ NON -OWNED AUTOS $ UMBRELLA LIAB _ OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS -MADE AGGREGATE _ $ DEDUCTIBLE $ RETENTION $ $ WORKERS COMPENSATION X WC STATU- �( OTH- AI' D EMPLOYERS' LIABILITY Y TORY LIMITS I/� FR ANY PROPRIETOR/PARTNER/EXECUTIVE A OFFICER/MEMBER EXCLUDED? N N /A E.L. EACH ACCIDENT $500,000 (Mandatory in NH) 0830-25228 7/18/2009 7/18/2010 E.L. DISEASE- EA EMPLOYEE $500,000 If yes. describe ES CR under IPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT $500,000 DESCRIPTION DESCRIPTION OF OPERATIONS !LOCATIONS I VEHICLES (Attach ACORD 101, Additional Remarks Schedule, if more space is required) Michael Fuqua- EC13001238 CERTIFICATE HOLDER CANCELLATION City of Zypherhills Bldg. Department SHOULD ANY OF 714E ABOVE DESCRIBED POUCIES BE CANCELLED BEFORE 5335 8th Street THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. Zypherhills, FL 33542 AUTHORIZED REPRESENTATIVE Mills 1 DARRELL J. MILLS ©1988 -2009 ACORD CORPORATION. All rights reserved. ACORD 25 (2009/09) The ACORD name and logo are registered marks of ACORD Produced using Forms Boss Pius software. vwwu.FormsBoss.corn, Impressive Publishing 800 -208 -1977 Jan 08 2010 4:59PM HP LRSERJET FRX p.1 ACORD CERTIFICATE OF LIABILITY INSURANCE OP ID VII DATE(MMIDO/TYYY) FUQUA - 01/08/10 PRODUCER THIS CERTIFICATE I8 ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE WH Ewing , Blackwelder 6 Duce HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 1330 Havendale Blvd ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Winter Haven FL 33881 Phone : 863 293 - 2838 Fax: 8 63 - 299 - 6723 INSURERS AFFORDING COVERAGE NAIL it INSURED INSURER A: Owners Insurance Co, 32700 INSURER 8: Auto Owners Insurance Co . �'lSt3tsa Electric , Inc s Blvd. INSURER D: MSURER C: Y2�4I11 g�ees Garden Winter Haven FL 33884 INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY TIE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOVVN MAY HAVE BEEN REDUCED BY PAID CLAIMS. Wail Ao oti, - - POLICY EFFECTIVE POLICY EXPNM LTR INERD TYPE OF INSURANCE POLICY NUMBER D ATE ( MM10O/YT ) DATE ( LIMITS GENERAL LUEIUTY • EACH OCCURRENCE $ 1 , 000 , 000 A X COMMERCIAL GENERALLIABILTTY 72686687 -09 08/08/09 08/08/10 PREMSES(fac "'ocolaan. $300,000 I CLAIMS MADE I OCCUR MED EXP (Any one person) s 10 , 00 0 PERSONAL &ADV INJURY 3 1, 000, 000 GENERAL AGGREGATE S 2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ 2,000,000 7 POLICY JECT n LOC AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT B ANY AUTO 4464551001 08/22/09 08/22/10 (E° end) $1000000 ALL OWNED AUTOS BODILY INJURY X SCHEDULED AUTOS (Per person) HIRED AUTOS BODILY INJURY NON -OWNED AUTOS (Per oxidant) PROPERTY DAMAGE (Per accident) GARAGE UABHLITY AUTO ONLY - EA ACCIDENT $ ANY AUTO EA ACC i OTHER THAN AUTO ONLY: AGG 8 EXCESS/UMBRELLA LIABILITY EACH OCCURRENCE 85,000,000 OCCUR OCCUR n CLAIMS MADE 4691007100 08/08/09 08/08/10 AGGREGATE s 5,000,000 $ id DEDUCTIBLE $ RETENTION E 10 , 00 0 y WORKERS COMPENSATION AND VYC STAI S ER �OIH TORY LRMIT EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTNE E.L. EACH ACCIDENT S OFFICER/MEMBER EXCLUDED? EL. DISEASE - EA EMPLOYEE $ If yyMse,� describe under SPECIAL PROVISIONS be El. DISEASE - POLICY LIMIT $ OTHER DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT I SPECIAL PROVISIONS Fax: 813 - 780 -0021 CERTIFICATE HOLDER CANCELLATION CITYZEP SNOULD ANYOF THE ABOVE DESCRIBED POUCES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE 188111/40 INSURER WILL ENDEAVOR TO MAIL 10 DAYS WRITTEN City of Zephyzhills NOTICE 70111E CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO 00 SO SHALL Building Department IMPOSE NO OBLIGATION OR LIAI R.ITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR 5335 8th Street Zophyrhills FL 33542 REPRESENTATIVES. A��r4IAl�',6Q A268620 ACORD 26 (2001108) ACORD CORPORATION 1986 • FRONTIER BUILDING CORP. January 8, 2010 City of Zephyrhills Building Department 5335 8 Street Zephyrhills, FL 33542 Attn: Re: Aspen Dental To Whom It May Concern: Please let this letter serve as written permission from Frontier Building Corp and Frontier Development - Zephyrhills, LLC to allow Jason Austin to secure permits from the City of Zephyrhill for the following location: Aspen Dental 7715 Gall Boulevard, Zephyrhills, FL 33541 Sincerely, Frontier uilding Corp Eric Gordon Property Owner Name: Frontier Development - Zephyrhills, LLC By: Property Owner Address 1801 SW 3 Avenue, Suite 500 It's member Miami, FL 33129 Property Owner Phone # 305.692.9992 State of Florida County of Miami -Dade On this 8th day of January, 2010 before me personally appeared Eric Gordon, to me known to be the person described in and who executed the foregoing instrument and acknowledged that he /she executed the same as his /her free act and deed, for the purposes therein set forth. Oke_ta T . G Q., (Notary Public) NOTARY PVBLIC•STATE O 1LtlitiDA Colette Rick n :- Commission #DD765438 My Commission Expires: y `QY' • 25, 2 2. Expires: MAR. 25, 2012 BONDED THRU ATLANTIC BONDING CO., INC. 1Q1 Q \?;l ' rd A.,o . Q.,; *o GCA . AA;n.,,; . 1 1 11170 . To1. (Inc\ 401 000') . T7,. /2114\ A01 11111 • January 11, 2010 City Of Zephyrhills Building Department 5335 8` Street, Zephyrhills, FL, 33542 To whom it may concern: I, Dennis Irwin, Certified Plumbing Contractor, license number CF- CO57438, and owner of All County Plumbing, hereby authorize the following person (s) to sign and pick up permits. Julie Irwin- Vice president < T Date: 4 -gig: 1 .11 - Signed: it/A 'ofd d � All County Plumbing P.D. Box 649 w+�" Notary ane of Fianna Joel McDaniel Silver Springs, FL, 34489 My Commission OD1115916 E xpires 091171201r 6 /6 # LZ0008LE1.81 91:01'01 -LL -LO . r STATE OF FLORIDA s - 'c, c, • mo 1 • DEPARTMENT OF BUSINESS AND PROFESSIONAL - REGULATION . - ; . r._ - „:". '•.•; CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487 - 1395 � , 1940 NORTH MONROE STREET TALLAHASSEE FL 32399 -0783 IRWIN DENNIS MICHAEL ALL COUNTY PLUMBING SERVICES INC 2875 SE 58TH AVE OCALA FL 34480 1 • • Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you better For information about our services, please log onto www.myflorldalicense.com. There you can find more information about our divisions and the regulations that Impact you, subscribe to department newsletters and leam more about the Department's Initiatives_ Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, and congratulations on your new license! • V DETACH HERE ' a �.. �•±� ' � -' ma ' e, := . _• „ .a-, ; �_ ••• tir.•, - � . ':.. .. - 6 T; - ! fit . ,4' ' f 0. 'J CO c • 4 : ICc - 9 i i _:�`,+N ?c- Zlv�,_v ”- vf�e. 1 } r / rsa` ^4% : " _ r , . < ' �' � �, "• '�; t _ ' � 4r � r•(•' ' c. j' - (.• 7 •>� ••:_ ., -i)%.Y.? l l.�a..!^:.€'v�� � r �'4� Y�1 F ' �f'Y, " ;_ \ ^---S ,� � I^-- L s , ,: .'Q c •- NL,. ,:T J � so, :: F,��t3 ; a �i V 1 ti,,a t � w r,:z "'o�: i .,i, }t -Tr ^ ^ sYd'.: ® s ® 6. t - s J E ski lr',. . ,L . -- . / 1 ../ :— , ter':..„ , " ? . c .. J ': :l?.t .7 ..•Q-j 63 1 .. ); r- [ ; ), r i• F' ns "'' wl ,„ y ew •,.,, r > ,. ' ? "'r " '�JS'A z '.." "r ... �" ^r 1 - J. 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'` ��'r, ` C r : . 4'', : .\ ' %/,� Q ��" � • f� -4. -� - �t l ` _ �.:7,_ ; � = : � -:, r l r. �" °� t���`_:rZ :.41;:&':;: , . °: r�,T. r , t . .•'.� =- L'.. : : n . vj; f .r te U nC Er_ ,: "'i e` F r arb _.. . ' . /,':' / .41 � 7�' :ti' .V ( ' r _ W� �ir�1S"± ?ski'— rj ,� ' •l• ��� (r�•.``.��ti' -•^': �:r :` '4 • - J -tom . R ., _ _ 'J � _ _ _ A � : tl ` ) s ' f: " • 1 - _ : 44 .( ; \ : 'S. ` )'�"' ;;�� 74.4: ,'0i #y : ��i • urJ`. i. J �)� a V. iF 0 '. r, 'a_ 4hi� ,z . ,, , .f ;:•:; ..` YI .,; ; o gz,t-4„ : �� ( - 41;.4. . 4 • ' :®' ( y•,b• ( � , �4" • - - .:a:; r; '_a3i =. ; - 8 /1. # LT0008LE181 '. Sl : 06f01 -1I. -1. Powered by GoldFax 1/11/2010 09:43 Advanced Insurance Underwriters Page 2/3 Client*: 83129 ALLCO9 ACORD,. CERTIFICATE OF LIABILITY INSURANCE 1/11/201 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Adv. Ins. U/W - Ocala ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE P.O. Box 6 HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR % Scot Brown ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Ocala, FL 34478 INSURERS AFFORDING COVERAGE NAIC 1K INSURED INSURER A: Tower Insurance Company of New All County Plumbing Services, Inc. _INSURER B: FCCI Insurance Company 2875 SE 58th Ave. INSURER C: Delos Insurance Company Ocala, FL 34480 INSURER D: INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSWADO'L- - POLICY EFFECTIVE - POLICY EXPIRATION LTR NSRC TYPE OF INSURANCE POLICY NUMBER DATE MMIDDIYYyY1 DATE MMIOOIYyyyI LIMITS A GENERAL UABILITY LA9025214309 02/26/2009 02/26/2010 EACH OCCURRENCE S1,000,000 COMMERCIAL GENERAL LIABILITY PRFMI3 $100.000 CLAIMS MADE LI OCCUR MED EXP (Any one person) 55,000 y PERSONAL & ADV INJURY 51,000,000 _ GENERAL AGGREGATE $2. 000,000 GENL AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $2,000,000 POLICY El JF n LOC C AUTOMOBILE LIABILITY DBB1013500 10/19/2009 04/28/2010 COMBINED SINGLE LIMIT ANY AUTO (Ea accident) $1,000,000 `— ALL OWNED AUTOS BODILY INJURY S X SCHEDULED AUTOS (Per person) X HIRED AUTOS _ —� BODILY INJURY S X NON -OWNED AUTOS (Per accident) — PROPERTY DAMAGE S (Per node") ` GARAGE LIABILITY AUTO ONLY - EAACCIDENT S R ANY AUTO , OTHER THAN EAACC S AUTO ONLY: AGG S EXCESS /UMBRELLA UABIU TY _EACH OCCURRENCE S _ OCCUR 0 CLAIMS MADE AGGREGATE S S _ DEDUCTIBLE S _ RETENTION S $ B WORKERS COMPENSATION AND 001WC10A63111 01/01/2010 01/01/2011 wcsTATU- OTII- EMPLOYERS' LIABILITY I TnRY J IMITR I I FR ANY PROPRIETOR/PARTNER/EXECUTIVE E.L. EACH ACCIDENT $500,000 Qi NHR EXCLUDED? N If yes. describe under E.L. DISEASE - EA EMPLOYEE $500,000 SPECIAL PROVISIONS below E.L. DISEASE - POLICY LIMIT _ $500,000 OTHER DESCRIPTION OF OPERATIONS 1 LOCATIONS/ VEHICLES I EXCLUSIONS ADDED BY ENDORSEMENT, SPECIAL PROVISIONS CERTIFICATE HOLDER CANCELLATION 10 Days for Non SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION City ofZephyrh ills Deparbnent DATE NEREOF, T1IE ISSUING INSURER WILL ENDEAVOR TO MAIL ._jQ DAYS WRITTEN 5335 8th Street NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO 00 SO SHALL Zephyrhllls, FL 33542 IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES. AUTHORIZED REPRESENTATIVE a k10 ,4-1 ACORD 25 (2009101) 1 of 2 #S6032021M600424 0 1988 -2009 ACC/RD CORPORATION. All rights reserved The ACORD name and logo are registered marks of ACORD SBR1 01/08/2010 15:40 727 - 547 -9754 AIRCO MECHANICAL PAGE 01/03 ,c). vo. --. . - • 'G a OE OM ar w o H u u .• 1 . . „ .E'6 • . 00.E H • PI a "zz • C O H . .' . , HV. • • -OW 0 • GaN .-\ ,W ig^ ,1 ` _�'.,.- \ .O O a „ 8 i 1 � i .. ` , , . \ •' ' I �cc�P ,tA ,. ),!:',.',.7..:.:':!:': !"1 : "; tk 1 W o ' . `S' ` ' ,1,n i s i F0Pit.k t 7 • '' � r ` r •••;•,;i" ; z. 1a i_ c • . F4 8'A. ,.. ,. -:� 'N ' " ?�L ? �' i t: i r y ' .� CO Q Z W' Wes R a' 1 ' 1,Z '�. ., . F'1'.T� ai,L. 5 t y , ' ,",t , ).-1f �R ., , ` .. ;, • p o F F m �ti'? . g C4/ t �ri99 � 5� ir1Y 7-:-0:c::::.•,7.-.-. . fLl; C f y ,:;d l'�1 bra 0 o C� Y 5..1 ` ,� , l f11Ri 10 V 'ltC J .{-Fty '"C7.;..•-•`,`,,, , U N ` . \ � • es L4,9 p� H - • - ' a Rai '' % !d; . 04 O E-1 63 1S q .4. .. : : 141 w ti /e) a u ra . +3,4 4?, ,� - U : �-; ..:t4 �R ',• ;eta •aa,7;', ` O r► 4019 00 N +10 cr1 �,W W a a At - . w H Z.. 3.. N : r 4 H t11 1.) G i! • O F w U A', ,. A "rt F7 • ,, u a w'.x C ° D' :' ° 0"', pfd ; ' . .r�. 4 . . M M N m 3 E, ©. -W01 'O # fi 0 - • b "dC9'. U " U OC a' N a` .Fly 4! � i4T4 W U 4,L9 1 e--" w `N- .a. JJ IY.cnG1: [> . Cr?.. :.*-1:....:.. D : P .0 G`a • 01/08/2010 15:40 727 - 547 -9754 AIRCO MECHANICAL PAGE 02/03 • • CITY OF PINELLAS r '±� P 0 . © T . 0v/ PINELLAS PARK. FLO' rM 41' +r B U S I N E S S T A( %. - T • STATE LICENSE *: TA OTHER LICENSE #: PINELLAS CAC0S2436 1O--( j PARK ICACOE'2436 =_ == =W =� =cam �M_ ; = = s =�.. BUSINESS NAMES OWNERS NAME F L O ;r? a • LOCAL ADDRESS AND MAILING ADDRESS AIRCO MECHANICAL CONTRS . I NC HEFFELMIRE - PRES TIM 6334 118TH AVE ATTN: TIM L HEFFELMIRE -- PRES 6334 118TH AVE N LARGO FL .%i r r _+ -372$ LARGO . FL 33773 THE ABOVE NAMED PERSON, FIRM OR CORPORATION HAS PAID A T3USINESS TAX TO ENGAGE IN THE FOLLOWING BUSINESS ACTIVITIES; CODE • DESCRIPTION 1711/ HEATING AND AIR CONDITIONING CONTRACTOR • UNITS AMOUNT BUSINESS TAX AMOUNT 61.00 FOR PERIOD ENDING: S€ p t er berg 30 : 2010 BALANCE DUE .00 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T H I S THIS RECEIPT DOES NOT PERMIT THE HOLDER TO OPERATE IN VIOLATION OF ANY CITY LAW OR ORDINANCE AND IS NOT AN ENDORSEMENT OF COMPETANCE OR BuS I NESS PRACTICE_ ANY CHANGE IN LOCATION OR OWNERSHIP MUST BE APPROVED BY THE CITY, SUBJECT TO ZONING RESTRICTIONS. • 01/08/2010 15:40 727 - 547 -9754 AIRCO MECHANICAL PAGE 03/03 ACORD TM. CERTIFICATE OF LIABILITY INSURANCE DATE � osDDD PRODUCER Priam: (013) 98B - 1234 Fax 813 - 988 - 0989 THIS CERTIFICATE 15 ISSUED AS A MATTER OF INFORMATION ASSOCIATES AGENCY, INC. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE PO BOX 16190 HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 11470 N. 53RD ST. ALTER THE COVFRAC+F AFFORDED BY THE POLICIES RFI OW. TEMPLE TERRACE FL 33887 INSURERS AFFORDING COVERAGE NAIC # Apency U91: R001768 INSURED INSURER At AUTO OWNERS INSURANCE CO. 18988 AIRCO MECHANICAL CONTRACTORS, INC. INSURER 6: FCCI INSURANCE CO. 03499 6334 118TH AVENUE NORTH INSURER C: AUTO OWNERS INSURANCE CO. 18988 LARGO FL 33773 INSURER D: INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY SE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALLTHE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE UMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. NCR ADD'- TYPE OF INSURANCE POUCY NUMBER POLICY EFFECTIVE ma= Et<PIRATiON UNITS LT1 INSRD DATE tromearrn DATE IMMOO/YVI GENERAL LIABILITY 20693418 02/10109 02/10/10 EACH OCCURRENCE $ 1,000,000 X COMMERCIAL GENERAL UABILrrY � , ) $ 300,000 CLAIMS MADE n OCCUR MED. EXP (My ana Parson) $ 10,000 A PERSONAL & ADV INJURY $ 1,000,000 GENERAL AGGREGATE $ 2,000,000 GEN'L AGGREGATE LIMIT APPLES PER: PRODUCTS-COMP /OP AGG. $ 2,000,000 -1 PO LICY II JECT n (-00 AUTOMOBILE LIABILITY 4345206801 02/10/09 02/10/10 COMBINED SINGLE LIMIT X ANY AUTO (Es =Wont) $ 1,000,000 ALL OWNED AUTOS BODILY INJURY '---- (Par person) 9 SCHEDULED AUTOS A X HIRED AUTOS BODILY INJURY $ X NON -OWNED AUTOS (Per accident) PROPERTY DAMAGE $ (Per accident) GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ ANY AUTO OTHER THAN EA ACC $ -- { I AUTO ONLY: AGG $ EXCESS r uMBRBLLA UABILOY 4345208802 02/10/09 02/10110 EACH OCCL RRENCE $ 6,000,000 - in OCCUR n CLAIMS MADE AGGREGATE $ 5,000,000 C $ — DEDUCTIBLE $ RETENTION $ 0 $ WORKERS COMPENSATION AND 001•WC09A -62050 06127/09 06/27/10 X mavu OTHER EMPLOYERS' Mature E.L EACH ACCIDENT $ 500,000 "TN s , OFFIC IE 0 7 E E.L. DISEASE -EA EMPLOYEE $ 500,000 Ryas, dassaa¢ under SPEC PROVISIONS Wow E.L. DISEASE -POLICY LIMIT s 500,000 OTHER: 1 DESCRIPTION OF OPERATIONS /LOCATIONSNEHICLESIEXCLUSIONS ADDED BY ENDORSEMENT/ SPECIAL PROVISIONS EMPLOYEE BENEFITS LIMIT 1000000 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER IMLL ENDEAVOR TO MAIL 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO City of Zephyrhllls 00 SO SHALL IMPOSE NO OBLIGATION OR UABILrIY OF ANY KIND UPON THE INSURER, ITS 5536 8th Street AGENTS OR REPRESENTATIVES. Zephyrhllls, Fl 33642 AUTHORIZED REPRESENTATIVE • Attention: 760 -0005 Trevor McCarthy ACORD 25 (2001/08) CertlflcetG # 191581 ® ACORD CORPORATION 1988 From:305692302,2 To:18137800021 01/06/2010 12:10 #112 P.001/002 L o • r q s / & ) 1- ( io /cif mtodo f; lkhde 14 ; FRSNTIER DEVELOPMENT 1801 SW 3` Ave, Suite 500 Miami, FL 33129 Telephone: 305 -692 -9992 Fax: 305 -692 -3032 FACSIMILE TRANSMITTAL SHEET To: FROM: Jackie Jim Leach coMIANY. City of Zephyrhills PIIONE NUMBER: FAX NUMBER: 813 - 780 -0021 'I'oTAL. NO, OI" PAGERS INCLGD]NG COVER; DATE: 2 01/06/09 RE: TIF's Dental Office ❑ URGENT ❑ FOR REVIEW ❑ PLEASE COMMENT ❑ PLEASE, REPLY ❑ PLEASE RECYCLE N OTRS /CO of of F,NTS: Jackie, we are in receipt of your Fee Sheet for the proposed Dental Office at 7715 Gall Blvd. Please refer to the attached Fee Sheet that the City of Zephyrhills prepared for us at the time this project was initially constructed. Upon review, please note that we prepared and submitted a Traffic Impact Study prepared by Kimley -Horn which set our TIF's for the entire project regardless of use at $890.50/1,000 SF which we have paid in full. We are of the understanding that based on the study that was submitted and accepted by the City of Zephyrhills that we have met this obligation and that no other TIF's are required. I would appreciate your confirming this on your end and contacting me at your earliest convenience to discuss any additional questions. I can be reached at 305- 692 -9992. Thank you in advance for your time and consideration. James Leach From:3056923012 . To:18137800021 01/06/2010 12:11 #112 P.002/002 Frontier Development Outparcel #3 SQ. FEET PRICE MAIN OR LIVING: ( 12,000 )$ 60.00 OTHER AREA UNDER ROOF: - $ 25.00 OTHER: 17,500 $ 0.85 VALUATION $ 370,228.65 FEE SHEET $ 1,293.00 ADDRESS $ 150.00 DRIVEWAY $ - BUILDING: $ 2,089.50 CREDIT: $ - BUILDING LESS CREDIT: $ 2,089.50 ELECTRICAL: $ 35.00 PLUMBING: $ 95.00 MECHANICAL: $ 35.00 RADON: $ 120.00 TOTAL $ 2,374.50 SEWER: $ - WATER: $ IRRIGATION: $ - ' TOTAL: $ - WATER METER: $ ( �� IRRIGATION METER $ - SUB -TOTAL $ 2,374.50I SIF'S: $ 97.5% $ - 2.5% $ LI2 G a3C ,i7;liczo T I F 'S : $ 10, 686.00 6 1, , ..� + .1 1 99% $ 10,579.14 $890.50 per 1,000sg ft per Kimley -Hom Analysis 1% $ 106.86 TOTAL: $ 13,060.50 I Dec. 29. 2009 3:00PM No. 7635 P. 2 FRONTIER BUILDING CORP. December 29, 2009 VIA FAX # 813- 780 -0Q21 TELEPHONE # 813 -780 -0020 City of Zephyrhills 5335 -8th St Zephyrhills, FL 33542 Attn: Building Dept Re: License Dear Building Dept: Please find attached the information required to obtain a building license for Frontier Building Corp. Please send a fax confirmation once processed to fax # 305 - 749 -8674. Should you need anything further, please contact me at 305 - 692 -9992, Sincerely, F 0 TIER BUILDING CORP Jennifer Zurita Associate Encl. • leo! SW. 3RD AVE • SUITE 500 • MIAMI • FL 33129 • TEL: (305) 692 -9992 • FAX: (305) 692 -3032 Dec. 29. 2009 3:00PM No. 7635 P. 3 • ii:AF,,: STATE OF FLORIDA • • 4 0 ? " J* DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION ci rY CONSTRUCTION INDUSTRY LICENSING BOARD � (850) 487 -1395 TALSSESMONROE STREET 32399 =0783 • • GORDON, ERIC P • FRONTIER BUILDING CORP. i 901 BRICKELL KEY BLVD. UNIT # 2107 MIAMI FL 33131 . i • i • • -- • .._ ---- , Congratulations! With V; � . -'; . , : • ' ;RC!` >, `.x " .g:$ : 9� i th Tis license you become one of the nearly = '� Floridians licensed by y one million � \ � y the Department of Business and Professional Regulation. :f 5t. ��Atl,# N Our professionals and businesses range from architects to yacht brokers, from ° : q�•;:, � k" B. T b r"F.ti : ' and they keep Florida's y : F _ R; ._ _ , •: 8 7 �'` � •', ` boxers to barbecue restaurants a Y D economy strong. ;, , f '''�:.. ; • '``: r i.. °_ - = ` ',. 2;; .;.: Every day we work improve the way 4; O. .. • 'A,,;::-..;.:1.!.." /46if 4 " °`I rk to pro y we do' business In order to serve you better. „ 4r ' ' •; .,. - i; • .T. : -.t': 1`•' " "" services, please log be er. .,.�..:•, <•:..,.. _ ,. _. - _ _�r, „ ,,.: For information about our p onto www,myforidalice `'.' .''4 -' -` .210 �'” �"" `:� There you can find information about ou divisions regulations that '' <; ;�.i. f , more i and the ulations that `' you , 's to department :. - . ,�..., . :.: . ;`. rF; impact Y p rtment newsletters and learn more about the •f : ` . "? ; 4 � ' {- r ; e i Department's initiatives, ,_ r ; P LA G:; L" I v firer r r Our mission at th e Department Is: License r gently, Regulate Fairly :'` �� • � •'"° � •..7...., ,= ,! '�M1� %• ' � ' tense En 1 Reg u . 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I,. r ,,, , I, _ , _ ' li -1.._, a N_c.:-. —. :_ L ' 4 , . .-� T ' ,. .1,l ;c- r_- __:';i L. L 1' L l,.•a..n. _.. ia47i,.! J. .w.......5!.hCrtrnr-= .- --- •IIi�I E= :F2E2� It: �=!..:. "a:;: ,.:— _Sia �G Ss•, _: DO NOT FORWARD � , r „ ; +`'. i FRONTIER BUILDING CORP A" ERIC P GORDON PRES ' ` ; ,, ,'� .6• „ , `... 1801 SW FL 3 33129 AVE STE 500 "'” w? , ':-; MIAMI � ,,k,,, 5 ..: : -;ri� l II ! ILI11)ItI {ilIfllaJ,l ��l r SEE OTHER SIDE Dec. 29. 2009 3:OOPM No. 7635 P. 5 ClIent#: 59276 FROBU ACORDTM CERTIFICATE OF LIABILITY INSURANCE ATE(MO PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Adv. Ins. U/W - Construction ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE ATTN Construction Division HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 3250 N. 29th AVE. ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Hollywood, FL 33020 -1313 INSURERS AFFORDING COVERAGE NAIC It INSURED INSURER A: The Travelers Indemnity Company Frontlet Building Corp., eta/ INSURER D: Travelers Property Casualty Ins 1801 SW 3rd Ave. Suite 500 INSURER C: North River Insurance Company Miami, FL 33129 INSURER 0: Travelers Casualty & Surety INsuREN e: Charter Oak Fire Ins Co COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS. EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. IN:N[Tlu0 L POLICY EFFECTIVE POLICY EXPIRATION LTR NSRL TYPE Or INSURANCE - POUCY NUMBER DATE IMMIDO/YY) DATE f11YAfVYY1 LIMBS A GENERAL UABILITY DTC00252L748INDO9 03/08/09 03/08/10 EACH OCCURRENCE 51,000,000 X COMMERCIAL GFNI,NAL LIABILITY DAMAO,- 70 RENTED .� CLAIMS MADE n OCCUR PRFM MEDD L` l (My IPA ocwtrr,roy,l 0,000 S5,000 - M( 55,000 X PD Ded:2,500 PERSONAL & ADV INJURY 51,000,000 GENERAL AGGREGATE 52,000,000 GENT_ AGGREGAI E LIMIT APPLIES PER: PRODUCTS - COMP /OP AGG 52,000,000 7 POLICY n JEG j 1 LOC E X AUTOMOBILEUABIUTY Y8101579M148COFo 03/08/09 03/08/10 ANY AUTO (E ca nnI) LE LIMB 51,000,000 ALL OWNED AUTOS — BODILY INJURY SCHEDULED AUTOS (Per person) $ _� HIRED AUTOS BODILY INJURY _ NON -OWNED AUTOS (Per accident) S — PROPERTY DAMAGE S .. (Per accident) GARAGEUABIUTY AUTO ONLY- EA ACCIDENT $ H ANY AUTO OTHER 1HAN EA ACC S AUTO ONLY: AGG S B EXCESSAIMBRELLA LIABILITY DTSMCUP0252L748TIL 03/08/09 03/08/10 EACH OCCURHI NCE 51,000,000 OCCUR El CLAIMS MADE AGGREGATE 51,000,000 S DEDUCTIBLE 5 X RETENTION $ 10000 s D wORKERSCOMPENSATIONAND YACRUB917K934109 07/31/09 07131/10 _ I WCSTATU-I ITTl4 EMPLOYERS' LIABILITY TONY 1 IMRS FR ANY PROPRIETOR/PARTNER/Ex.CUTIVE E.L. EACH ACCIDENT 51,000,000 OFFICER/MEMBER EXCLUDED? E If ye describe under L. DISEASE - EA EMPLOYEE 51,000,000 SPECIAL PROVISIONS below EL DISEASE. POLICY LIMIT 51,000,000 C OTM ER Excess Liab 5520138408 03/08/09 03/08/10 $10,000,000 xs $1,000,000 D 3rd Party Fidellt 105095580 03/08/09 03/08/10 _ 51,000,000/$25.000 ret DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES /EXCLUSIONS ADDEO BY ENDORSEMENT / SPECIAL PROISIONS Blanket additional insured and blanket waiver of subrogation included If required by written contract. CERTIFICATE HOLDER CANCELLATION 10 Days for Non - Payment SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION City of Zephyrhills - DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL �1 _ DAYS WRITTEN Building Department NOTICE TO nNE CERTIFICATE HOLDER NAMED TO THE LEFT. BUT FAILURE TO DO S0 SHALL 5335 - 8th Street IMPOSE NO OELIBATION OR UAaiUTY OF ANY KIND UPON THE INSURER, rTI5 AGENTS OR Zephyrhills, FL 33542 REPRESENTATIVES AUTHORIZED REPRESENTATIVE &ALf j� ACORD 25 (2001109) 1 of 2 #S599245/M581417 � L A 0 ACORD CORPORATION 198e Dec. 29. 2009 3 : 01 PM No. 7635 P. 8 FRONTIER BUILDING CORP. December 23, 2009 Dear City of Zephyrhills: Please let this letter serve as written authorization from Frontier Building Corp (Contractor) to allow Andrew Goggin and Chris Perry to be our agents of record to file for and obtain the permits and approvals necessary for the Dover Retail project in Zephyrhills, FL. Sincerely, FRONTIER BUILDING CORP Eric Gordon President Contractor Name Frontier Building Corp Contractor Address 1801 SW 3 Ave, Suite 500 Miami, FL 33129 Contractor Phone # (305) 692 -9992 State of Florida City of Miami -Dade County Subscribed and Sworn before me this 23rd day of December 2009 Notary Public (notary signature) 1 O e l pp„ Alan J. Miller My commission expires - scommONaloD$OSo37 — J / a, i a t Z ;r EXPIRES: JUI.22, zot 2 gape WWW,AARONNOTARY.com 1801 S.W. 3Ro AvE • 5urrE 500 . MiAmi • FL 33129 • TEL: (305) 692 -9992 • FAX: (305) 692 -3032 - Fati.fit5b- v \-113. if <z - FEE SHEET comm ?( RES — ?. GALL. bi-Nib . DA1PSL 6:TiCE Square Feet: 3 ' 3 Rate Computed At: Valuation: , 1-17 / 5i- V(Use System Calc for Fees) Radon: (\116 fir‘riiii4L' NPrrA4- 71 u-Ips•Cf_PN L i • 5,6- i 1 7 5ei . z5 Connection Fees: I to;_tpi Cr 4 ; „,... 46. Sewer: $ 2-1V.34 , 17-1 - 04_ Water: 2 ( i - Co Water Meter: Size Current $ 6/11/07 $ 3 { 1 4„" 180.00 - 22 .00 Ali-Resielentielz ,,. , 25C.00 32 .00 0 i iN\c till 'I 1.5" 650 00 72 .00 / 2" 875 00 99 .00 & 4" Contact Louie for Quote ■ 111, 44, 4■) 15 * it s .1( 1- 1-75.00 266700 Plus Meter C rge Abo elr . Basjd on siz if■AItAilf c.k.4-f. Impact Fees: School: 4\'))('‘ Transportation: -1.k : 45S------r Park: t\i'l Public Safety: Ki a F...*ILAT‘At- Gc-cf-3\ - ozATA-k- 4 - ,2 4 723 ,q -- 4er Z2.... ' CL.12.13 r 51.151 eir.35,s, . tc..s...p&_.... 1 -,- City of Zephyrhills Water and Sewer Impact Fee Calculation Land Use Type: Doctor or Dentist Office ... .................... No. of Practitioners 1 No. of Employees per 8hr Shift 3 Impact Fees Within • i Outside City Limits Water Distribution System $ 1,562.77 , 1,953.46 Wastewater Collection System $ $ 3,926.45 Wastewater Treatment Plant Capacity $ 1,759.25 $ 2,199.07 TOTAL $ • , - • .18 $ 8,078.98 r � _ City of Zephyrhills Water and Sewer Impact Fee Calculation Land Use Type: Office No. of Square Feet 3493 Impact Fees Withi ity Li i Outside City Limits Water Distribution System $ 1,343.41 1,679.26 Wastewater Collection System $ =': )$ 3,375.31 Wastewater Treatment Plant Ca•acit $ 1,512.31 1,890.39 TOTAL $ 5,555.97 $ 6,944.96 C �l�r 7715 Gall Blvd- 3,493 sq. ft Interior Build out for a Dental office - Frontier Builders SQ. FEET PRICE MAIN OR LIVING: 3,493 $ 68.00 OTHER AREA UNDER ROOF: - $ 91.00 OTHER: - $ - VALUATION $ 237,524.00 FEE SHEET $ 894.00 ADDRESS DRIVEWAY BUILDING: $ 911.88 ELECTRICAL: $ 201.15 PLUMBING: $ 134.10 MECHANICAL: $ 93.87 SUB -TOTAL $ 1,341.00 RADON: TOTAL $ 1,341.00 SEWER: $ 246.94 $1,759.25- ( credit given) $1,512.31= $ 246.94 WATER: $ 219.36 $1,562.77 ( credit given) $1,343.41 = $219.36 IRRIGATION: $ - N/A TOTAL: $ 466.30 WATER METER: $ IRRIGATION METER $ 468.11 from a 3/4 meter to 1' meter - ($648.11 - $180.00= $468.11) n/a FIRE DEPARTMENT FEES PLANS TOTAL: $ 209.58 INSPECTION TOTAL: N/A PERMIT TOTAL TOTAL: $ 209.58 PUBLIC SAFETY IMPACT FEES POLICE FIRE 5% $ - TOTAL: $ - n/a existing SUB -TOTAL $ 2,484.99I PARK IMPACT FEES $ - I n/a SIF'S: $ - 100.0% $ - 1.0% $ - TOTAL: $ - n/a \ ��1�(. 6130 TIF'S: 99% $ 1246-7- 1% $ 126.02 1 144 l J TOTAL: $ 15,286.84 I Zephyrhills Fire Rescue 6907 Dairy Road, Zephyrhills, FL 33542 Fire Marshal Bus (81 3) 780 -0041 Kerry Barnett Fax (813) 780 -0044 I:? mail: kbarnett <d'fire.zephyrhills.fl.us Plan Review #: 09 -111 Project: Interior Remodel Number of Pages: 28 December 21, 2009 I have received and reviewed the plans for the interior remodel for Aspen Dental located at 7707 — 7731 Gall Blvd. (Suite A -2) and will allow the project to move forward. Please note that this review does not eliminate any further requirements as the project continues moving forward. By receiving permit, contractor acknowledges to comply with the items listed below. Should anyone have any questions, please do not hesitate to contact the Fire Marshal's office. 1. The installation /modification requires a permit. Plans, spec /cut sheets on devices, calcs and copy of contractor's license required to obtain permit. A horn /strobe will be required on the exterior by the main entrance. 2. The installation of propane requires a permit. Plans, spec /cut sheets of equipment, UL listing for fire wall penetrations, and bollard protection required to obtain permit. 3. Ensure address posted on front and rear doors. 4. Knox box (key box) required. Application for knox box can be obtained from this office. 5. Install additional fire extinguisher near the consultation room. 6. Panic hardware shall be installed on rear exit door. 7. Ensure 1 hour tenant separation walls remain intact. Any penetrations shall be sealed by a UL listed method and approved by this office. 8. Mechanical room shall be rated for 1 hour due to a 3 phase electric service. A/C penetration shall have a fire damper and properly sealed (UL Listed). Gas and electrical penetrations shall be properly sealed. (UL Listed) 9. A carbon monoxide detector(s) shall be installed and tied into fire alarm panel due to propane entering building. 10. A/C units 2000 cfm's or greater (existing or new) shall have duct detectors connected to fire alarm system. 11. A sign shall be placed on mechanical room door stating "Electric — No Storage ". 2 Inspections Required: 1. Interior Remodel Final 2. Finals and other inspections will be completed for s and 41re alarm installations. KERRY t ARNETT, FIRE MARSHAL ** *Please be advised this review of plans submitted is a cursory review to assist the contractor in compliance with applicable fire safety codes. This review is not intended to be a final approval of the submitted plans. It is the contractor's sole responsibility to ensure that the plans are in complete compliance with all applicable NFPA codes and local ordinances. In the event that further examination or site inspection reveals areas of non - compliance, it shall be the contractor's sole responsibility, at their sole expense to bring those areas in compliance. The City assumes no responsibility for the contractor's failure to be in compliance with all applicable NFPA codes and local ordinances. ZEPHYRHILLS FIRE DEPARTMENT 6907 Dairy Road, Zephyrhills, FL 33542 Fire Chief Keith Williams Bus (813)780 -0041 Fax (813)780 -0044 FIRE SERVICE USER FEES Occupancy No.: / Plan No.: -� Contractor: �2 /t,,e. �''� 4,i/ - Business Name: Billing Address: / / L..,.. - �p // Business Address: /) /_ //57 ,0' ` �'ALe <7;29 Business Phone No.: Billing Phone No.: 'i - ;.- /._ /2_ Business Fax No.: Billing Fax No.: Contact: Contact: PLAN REVIEW FEES — FEES _ PERMIT FEE — FALSE ALARM FEE f �t _ Site Plan N/C Annual N/C — Sprinkler $50 1st Alarm N/C /3 N _ Multi Multi-Family/Commercial — — sf pes mi /c .06 1st Re inspection N/C _Standpi $50 _ 2nd Ala N/C (Minimum Charge $25.00 2nd Re- inspection $100 — Fire Pump $50 _ 3rd Alarm N/C 0 Plan Revisions DBL ` 3rd Re- inspection 5250 _ Hoods $50 — 4th Alarm 5100 4th Re- Inspection 5500 _ Fire Alarm 550 ` 5th Alarm $150 SPRINKLER SYSTEMS (Business closed until — LP Gas 550 _ 6th Alarm $200 0 - 25 Heads $50 violations corrected) — Natural Gas $50 _NON COMPLIANCE $150 - 26 plus Heads $100 _ SPRINKLER SYSTEMS — Fuel Tanks- per tank $50 STANDPIPE SYSTEM _ Hydro Undergrounds $45 Sparklers $100 0 Per Riser $50 _ Hydrostatic Test $65 per system _ Fire Works $500 FIRE PUMP _ Acceptance Test $45 p ersystem _ Camp Fire $25 ci Per Pump 5100 _ Hydrant Flow $75 — Controlled Bum 5100 _ FIRE ALARM SYSTEM _ Hood/Duct $50 0 - 25 Devices $50 _ FIRE ALARM SYSTEM _ Place of Assembly $50 Annual 26 plus Devices 5100 _ System Acceptance 550 — Fire Protection $25 SUPPRESSION SYSTEMS _ Recall Acce $50 _ Flammable Application $50 Annual Wet 550 _ OTHER _ Waste Tire Storage 550 Annual _ Dry $50 _ Fire WaIVSmoke Wall $15 per wall _ Generator < KW $100 CO2 $50 ^ LP Gas $25 pertank — Generator >30 KW 150 Other $50 _ Natural Gas 525 per system — Bio-Hazard Waste $100 Annual KITCHEN EXHAUST _ _ Fumigation Tenting $50 E Hood/Ducts $50 _ Tent 10'x10' or greater $15 pertent — Torch Pot/Applied $50 OTHER _ Fire Pump $45 _ Haz. Materials 5100 Annual LP Installation per tank $50 _ Fire Suppression 530 Fuel Tank Installation $50 _ System Acceptance (Per Tank) $50 _ Exhaust Hood/Duct $30 0 Natural Gas Installation 550 ` Re- inspection DBL (Per System) (other than annual) _ EI Spray Booth $50 0 Inspection scheduled DBL and cancelled less than _ _ 24 hours Construction Insp. N/C — _ Emergency Vehicle Ac $50 FALSE ALARM PLANS TOT INSPECTION TOTAL PERMIT TOTAL TOTAL GRAND TOTAL ( 6) 45 ..5CSS 1 Comments: Date: 2 ,11 mri Ins ctor: </y 1 I ik--- 4 6 0 : • NI {.. ',t — 11z ' s C P: 9211192619800 • F: 920192.61•,ttut 100 CArneIr:t Drive • Fond ciu Lac WI 344 .t�•� gin�•c:'.r. r >r:a PROJECT #914820 STRUCTURAL CALCULATIONS FOR ASPEN DENTAL • ZEPHYRHILLS, FL DATE: NOVEMBER 19, 2009 GOVERNING CODES: 2007 FLORIDA BUILDING CODE • ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE • ACI 530/530.1 - BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES • AISC 360 - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS • AF &PA NDS NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION WITH 2005 SUPPLEMENT • APA PDS - PANEL DESIGN SPECIFICATION • AISI 2001 - NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD - FORMED STEEL STRUCTURAL MEMBERS WITH 2004 SUPPLEMENT ALLOWABLE STRESSES: MASONRY: fm =1500 PSI STEEL: PLATES, ANGLES, CHANNELS, S- SHAPES: ASTM A36 (Fy=36 Ksl) WIDE FLANGE SHAPES: ASTM A992/A572 (F =50 ICS1) TUBE SECTIONS: ASTM A500, GRADE B (F KsI) PIPE SECTIONS: ASTM A35, TYPE E OR S, GRADE B (F =35 KSI) ANCHOR BOLTS: ASTM A307 (F„ =10 KSI, F KSI) LIGHT GAUGE SHAPES: 18GA. AND LIGHTER: ASTM 446 GRADE A (F =33 KSI) 16GA. AND HEAVIER: ASTM 446 GRADE D (F =50 KSI) LUMBER: DF #11#2 Fb =850 PSI F,r180 PSI F =1400 Psi E =1600 KSI SPF #1/#2 F =875 PSI F„=135 PSI F =1150 Psi E =1400 KSI SPF STUD FB =675 PSI Fv=135 PSI Fc=725 PSI E =1200 KSI LVL Fb =2600 PSI F„ =285 PSI F =2510 Psi E =1800 KSI CONCRETE: PC =3000 PSI MINIMUM STRENGTH AT 28 DAYS (FOOTING, WALL) fc=3500 PSI MINIMUM STRENGTH AT 28 DAYS (SLAB ON GRADE) fc=4000 PSI MINIMUM STRENGTH AT 28 DAYS (COLUMN, PIER, BEAM, SLAB) REINFORCING BARS: ASTM A615, GRADE 60 (F =60 KsI) 1 /7—; Wind Speed Results for Lephyrhills, FL . .3339 rage 1 oI c • WI liti 1 ee dbYZIP Today's Date Wednesday. November IS. 200fi K r Sponsored Links: Structural Fnaineers in tenlwrhill$. FL Your Link Here WindSpeedByZfp is a tool for Architects, Engineers and Builders to easily delermi the 3- second gust basic wIndsneed' (Figure 6-1 of ASCE 7 -05i for any location in the continental United States. To determine the basic windspeed, fill In the address below. You only need to fit! In either the city and state nr the zip aide. You can also click on the map blow to find the haste emtd speed for that location. Search results for Zephyrhills, FL 33539 Latitude:28.23 Longitude: -82.18 Located between the 100 mph and th- 10 mph contours. nterpolation between these two contours yields a basic wind speed of 1O6e. NOTE! The prescriptive methods as set forth in Section R602.1O of the 2006 IRC are not permitted where the basic wind speed exceeds 100 mph in hurricane -prone regions or 110 mph elsewhere. Contact. for a fast and cost- effective design. Click Mete for the around enow at this interior[ Street: City: State: • Zip: [ Submi 1 Recent '' ,< _.. Zeplyna a :I PfsafraciWNd Trrbei 3.: Lumberton` : Nevotw`t *` r ee C ummngham .�onatrone 4a Crag Ace,,2*Eatmc' g - _.Estates • i ' o ' ; � . s 4 :1 i ! 3 9 it , r - r pin BI*z3 A . ' :: 7 1, r , 7r ' i A1ulraRrL 4a. � i o Whie F m 'Rl' - read i g 55 K ta u ' t Creek q 50 : Cert7pr n _ . . 4} 0 ai ' ii - Chapel t - FroMrec � 1s 4.. Gem 5 a fife i ZED LS Ce Mis.' Arras -4-4t,..„,,^144.-.3.: Y r Y[t�'lu ., n l F , - 8ehaont't ' r st l[ r 1 "t '. r' �', ' - d s 1 ta t -. '' Tar Oaks - - , s t , Cotxlmr4rvue - Potest 41 - ' , rrh'i�" f X 7;7 . - , � ky �. t s -.'" a -i i l q y in ' tYataufora Oo .L9Ma Ro ` ` � ','%.,) -g 3 h .. r t - 'SG` i a ; ' ',s ft. ' ', '-` or , . 3 k t. c Benl0de ea r 4 - E "=l �k ai: McCin _7 I tt. tS 'i � F . i � t ' . .=„,st. i i. 9 r.l.' Z �IB r t om , , C ph y rinlls 3Ex=fo 6 . - - V ` fr c r - F ` t - l „ 4 „`: • 2 � . ty- S ' t shuk�r . �, ee}} � •- 5 ' :-: a , i �,r . '; , ? � Wt , "r'�" g� M % (asa bk t�-r; y , ii x G 4. l i . ..11/44..,L• i 'x' tr r- 5, ' -!1*- oelsoi 1 -L `7aphYrhNs _> t,: '+a '-� r , ' 6t ' f n' e 1 ! 1 ri1 DttetlatpNA . _ice ` 2aprn - r '' s gtrfi't ^ (� - e ° . ` ' WWIafetIAa O.tf r ; .* 747.41114i y 4 a Lab a Aiae' ` ' : ' i - ]] r�Inal Fret Cast r } Ti , - -+ .. i Vg . - oraFa .. -47.B ,a. t`1v d :r ,! r �! ▪ • ..- Pe ,42, FT #t _ ft3 •�.tJ t g11 r 1 c ; (7avabfenar['Pnrk � - ,.{ ' &F' . - li p's " �- � Ji,�., .... CyloaYHls Saone, r 3 � } _ Y �. 1 y;2 t .'J t ' n i s - 6 e y{Ra " -. 1 F� +3; ' r i..:L + Csarscq Rd - t.` CaannY•RA ' `?' -. - •, rN�.'f'' 4n:i } : Tippeaau . ' t i i r — ' -' . Inn emeral t tE;x"r ' f ,, �' - - > 1 1 t ? . 1 '; Paade tev Resort e, �: K ;vr , c` + .-.. °, 1 t d ig ] - P 5D1 ' z \ ? rti ; -, ,1,�� ` x t �hti 39 t .Hitlstwrgttgh � °Y- a Windspeed Contour Unes Hatched Areas LEGEND ;t ( ,_; _ , ' L ; ; ; a Specie/ WindArea 90 100 110 120 130 140 150 :. Cornett the tote! building official r lwnd speed in MPH r for design wntdspned Information. ' 3-sacnnd gust bask wind speed derived from rugme 6 -1 of ASCT_ 7 -05. Local urdeu and amm•ndmems may 9overn,ved(y with brat twllding deparrment. Local Info: f t 5peecibyZIP This site was developed by jobannessen A Leone Associates - Souctorai Engmeerin9 and Inspections. • Cn11Wrt us by email er call 215--853 - http:// www. windspeedbyzip .com/recent/38555155.html 11/18/2009 Excel Engineering, Inc. 11/18/2009 Page # Design Pressure Coefficients: Analytical Method - AU Heights (ASCE 7 -05) (positive pressure acts inward, negative acts outward) : Basic wind speed (3- second gust) _ 1 110.0 I mph (V) ASCE F6 -1 : Exposure factor = : Ocouanoy category = B ASCE 6.5.6.3 71-1 11 ASCE T1 -1 : Building dimension (gable) = 141.3 ft : Building dimension (save) = 84.7 ft : Joist support height = 16.00 ft (hj) : Joist spacing = 5.40 ft (s) : Parapit height = 4.00 ft (hp) : Roof pitch = 0.00 /12 (r) : Building style = Enclosed ASCE 6.2 : Topographic type = None ASCE 6.5.7.1 : Height of topographic relative to upwind terrain = 0.00 ft (H) ASCE 6.3 : Upwind distance to difference In elevation of 1/2 topographic height = 0.00 ft (L ASCE 6.3 : Distance from crest to building site (downwind positive) = 0.00 ft (x) ASCE 6.3 : Building height = (hj }hp) = 20.00 (z) : Mean roof height = 16.00 ft (h) ASCE 6.3 : Minimum height exposure constant = 30.00 ft (z,,,,,) ASCE T 6-2 : Equivalent height of structure = max(z,,,h„(.6)(h)) = 30.00 ft (zb) ASCE 6.5.8.1 : Importance factor = I 1.00 I (I ASCE T6 -1 : Height of atmospheric boundary layer = 1200.00 ft (z ASCE T6 -2 : 3- second gust speed power law exponent = 7.00 (a) ASCE T6 -2 : Velocity pressure exposure coefficient at z (case 2) = 0.624 (K ASCE T6 -3 : Velocity pressure exposure coefficient at h (case 2) = 0.585 (Khz) ASCE T6-3 : Velocity pressure exposure coefficient at h (case 1) = 0.701 (K ASCE T6 -3 : Wind directionality factor = I 0.85 I (1< ASCE T6-4 : Ratio of topographic height to distance of 1/2 topographic height = 0.000 (H/L : Ratio of distance from crest to building to distance of 1/2 topographic height = 0.000 (x/L,) : Horizontal attenuation factor = 1.000 (4) ASCE F6-4 : Height attenuation factor = 1.000 (y) ASCE F6-4 : Topographic shape & max. speed up effect factor = 0.950 _ (C ASCE F6-4 z =h/3 z =h ASCE F6-4 K ' =(C = 1.000 1.000 (K1) ASCE F6-4 K2 = ( = 1.000 1.000 (KZ) ASCE F6.4 y K = ecc rxwM = 1.000 1.000 (K3) ASCE F6.4 : Topographic factor = (1 +((K1)(K = 1.00 1.00 (KO ASCE E6-3 : Velocity pressure @ z (case 2) = (.00256)(Kz)(Kn)(Kd)(V = 16.43 I psf (qz) ASCE E6 -15 : Velocity pressure @ h (case 2) = (.00256)(Kh2)(Kzi)(Kd)(V2)(1w) = 15. ps ( q„2) ASCE E6 -15 : Velocity pressure @ h (case 1)1= (.00256)(K„,)(K = 1 18.45 J psf (qh1) ASCE E6-15 save gable : Integral length scale factor = 320.00 320.00 (1) ASCE T6 -2 : Integral length scale power law exponent = 0.33 0.33 (€) ASCE T6 -2 : Integral length scale of turbulence = t/(zb133) = 330.33 330.33 (L ASCE E6 -7 : Background response = (1 /(1+(.63)((B +h)/L = 0.86 0.83 (Q) ASCE E6 -6 : Turbulence intensity factor = 0.30 0.30 (c) ASCE T6 -2 : intensity of turbulence = (c)(33/zb)f = 0.30 0.30 (Iz) ASCE E6 -5 : Gust effect factor = (. 925 )(( 1 + 1 . 7 ( +(1.7)(3.4)(1 = 0.84 0.82 (G) ASCE E6-4 : internal pressure coefficient = 0.18 0.18 (GC ASCE F6-5 : Edge strip dimension (10% of least horizontal dimension) = 8.47 ft (a) ASCE F6 -11 : Edge strip dimension (.4)(z) = controls 8.00 ft (a) ASCE F6 -11 : Edge strip dimension (4% of least horizontal dimension) = 3.39 ft (a) ASCE F6 -11 : Edge strip dimension (3 ft) = 3.00 ft (a) ASCE F6 -11 F:1Standards1500 Structural\Calculation Spreadsheets\SPREADSHEETS12006 IBC analytical wind - steel - flat - 1 story.xls • Excel Engineering, Inc. 11/18/2009 Page # Building Roof Diaphragm Design : Wind parallel to ridge : Analytical Method - All Heights (ASCE 7 -05) (positive pressure acts Inward. negative acts outward) : Building dimension parallel to wind direction (save) = 84,7 ft (L) ASCE 6.3 : Building dimension normal to wind direction (gable) = 141.3 ft (B) ASCE 8.3 : Height above ground level = 20.00 ft (z) ASCE 6.3 : Roof pitch = 0.00 /12 (r) : Design velocity = 110.0 mph (V) ASCE F6 -1 : Parapet height = 4.00 ft (hp) : Roof rise = (B/2)(r /12) _ . 0.00 ft (y) : Mean roof height = 18.00 ft (h) : Velocity pressure z (case 2) = 16.43 psf (q2) ASCE E6 -18 : Velocity pressure @ h (case 2) = 15.41 psf (qr,2) ASCE E6-15 : Gust effect factors ... 0.82 (G) ASCE E6.4 : internal pressure coefficient = 0.18 (GC ASCE F6-5 : Pressure coefficients: Wndward wat = 0.80 (Cp) ASCE F6-6 Roof (0 to h/2) _ -0.90 (Cp) ASCE F6-6 Roof (h/2 to h) _ -0.90 (Cp) ASCE F8-6 Roof (h to 2h) = -0.50 (Cp) ASCE F6-6 Roof (> 2h) = -0.30 (Cp) ASCE F6-6 Leeward wall = -0.50 (Cp) ASCE F6-6 Side wails = -0.70 (Cp) ASCE F6-6 Windward parapet = 1.50 (GCp„) ASCE 6.5.12.2.4 Leeward parapet = -1.00 (GCp„) ASCE 6.6.12.2.4 -GC +GC : Windward wall design pressure = ((g ((qu)(GC0)) = 13.58 8.03 psf (P1) ASCE E6-17 : Windward parapet design pressure = (Q = 24.64 24.64 psf (Pip) ASCE E6-20 : Leeward wall design pressure = ((q ((q , _ -3.56 -9.11 psf (P2) ASCE E6 -17 : Leeward parapet design pressure = (gz)(GCp,J = -16.43 -16.43 psf (P2p) ASCE E6-20 : Side wall design pressure = ((q,)(G)(Cp))- ((gh2)(GCpr)) _ -6.09 -11.64 psf (P5) ASCE E6 -17 : Horizontal force at eave = ((h12XP1- P2))+((hp)(P1 p -P2p)) = 37 _ 301.37) p11 (HRe) 3O 1I , : Horizontal force at peak = ((YXP1 -P2)) = 0.00 pif (HRp) : Total force transferred to shearwall = (( (HRe))(B/2)) +((1/2)(HRp)(B12))) = controls.over minimum 21296.4 Ib (V) : Diaphragm unit shear = (V) /(L) = coritrals.over minimum - 251.52 pif (v) : Minimum Method (IBC 1609.1.2)1 : Horizontal force at eave = (10 psf)(h/2 +hp) = 120.00 pif (HRem) : Horizontal force at peak = (10 pafXy) = 0.00 pif (HRem) : Total force transferred to shearwali = ((( HRem)(B/2)) +((112)(HRpm)(B/2))) = 8479.8 Ib (V„,;,) : Diaphragm unit shear = (V„, = 100.18 pif (vna „) : Roof Deck Deal: n : Aspect ratio •r�G _ 1.67 < r00 }. E Roof Pan I .5B-22 • = /8' Puddle Weld' 34.6 pif 20 SIGN • Patt : 86/4 Ott EDN PAFu 07.7 •EFr_DESIG E`' ..:4` v4 SI lap: (1) #1 s EK Screw w : Chord Design 1 : Max .compression force = max((( HRpm)( B ))1(12L) +(((HRem)(B /(8L),((( HRp )(B /(12L) +(((HRe)(B 81386.90 lb (C) : Max. tension force = max((( HRpm)(B )) /(12L) +(((HRem)(B /(SL),((( HRp )(B /(12L) +(((HRe)(B /(8L)) = 8886.90 Ib (T) Using: 1 L4X4X1 /4 Steel Angle (n) : Allowable compressive force = O.K. 14600.0 Ib (C) RISC -13 T4-12 : Allowable tensile force = (.6)(Fy)(A) = O.K. 41 -904.0 Ib (T•) : Chord area = 1.94 in (A) : Chord allowable yield stress = 36000.00 psi (Fy) F :1Standards1500 StructurarCalculatIon Spreadsheets'SPREADSHEETS12006 IBC analytical wind - steel - flat -1 story.xls Excel Engineering, Inc. 11/18/2009 Page# 1 Design Pressure Coefficients: Analytical Method - All Heights (ASCE 7 -05) (positive pressure acts inward, negative acts outward) : Basic wind speed (3- second gust) = I 110.0 I mph (V) ASCE F6 -1 : Exposure factor = B ASCE 8.5.6.3 : Ooouancy category = II ASCE T1 -1 : Building dimension (gable) = 141.3 ft : Building dimension (save) = 84.7 ft : Joist support height = 18.00 ft (hj) : Joist spaoing = 5.40 ft (s) : Parapit height = 9.00 ft (hp) : Roof pitch = 0.00 /12 (r) : Building style = Enclosed ASCE 6.2 : Topographic type = None ASCE 6.5.7.1 : Height of topographic relative to upwind terrain = 0.00 ft (H) ASCE 6.3 : Upwind distance to difference In elevation of 1/2 topographic height = 0.00 ft (Lh) ASCE 6.3 : Distance from crest to building site (downwind positive) = 0.00 ft (x) ASCE 6.3 : Building height = (hj+hp) = 25.00 (z) : Mean roof height = 16.00 ft : Minimum height exposure constant = 30.00 ft (z, ASCE T 6-2 : Equivalent height of structure = max(z„ d,,,(.6)(h)) = 30.00 ft (zb) ASCE 6.5.8.1 : Importance factor = 1.00 I (lw) ASCE T6 -1 : Height of atmospheric boundary layer = 1200.00 ft ( ) ASCE T6 -2 : 3- second gust speed power law exponent = 7.00 : Velocity pressure exposure coefficient at z (case 2) = (aa) ASCE T6-2 0.665 (Kz) ASCE T6 -3 : Velocity pressure exposure coefficient at h (case 2) = 0.585 (Kh2) ASCE T6 -3 : Velocity pressure exposure coefficient at h (case 1) = 0 (Kh1) ASCE T6-3 Wind directionality factor = 0.85 Ratio of topographic he' ht to distance of 1/2 to (K ASCE T6-4 >g topographic height = 0.000 (H /L h ) : Ratio of distance from crest to building to distance of 1/2 topographic height = 0.000 (x/1-„) : Horizontal attenuation factor = 1.000 (µ) ASCE F6-4 : Height attenuation factor = 1.000 (7) ASCE F6-4 : Topographic shape & max. speed up effect factor = 0.950 (C ASCE F6-4 z =h /3 z =h ASCE F6-4 K1=(CK1)(H/Lh) = 1.000 1.000 (K ASCE F6-4 : K2 = (1 ((14(L0(1)) = 1.000 1.000 (K2) ASCE F6-4 K3 = etfrA e = 1.000 1.000 (K ASCE F6-4 : Topographic factor = (1+((K = • 1.00 1.00 (K ASCE 66-3 : Velocity pressure @ z (case 2) = (.00256)(Kz)(KJ(K = 17.51 psf (qz) ASCE E6 -15 : Velocity pressure Q h (case 2) = (.00256)(KJ(K = 15.41 psf (qh ASCE 66-15 : Velocity pressure @ h (case 1) = (.00258)(Kh1)(K�)(K = . 18.45 I psf (q ASCE E6 -15 eave gable : Integral length scale factor = 320.00 320.00 (f) • ASCE T6 -2 : Integral length scale power law exponent = 0.33 0.33 (€) ASCE T6 -2 : Integral length scale of turbulence = f/(zb/33) = 330.33 330.33 (L ASCE 66-7 : Background response = ( /( +(. +h) /L2) = 0.86 0.83 (Q) ASCE 66 -6 : Turbulence intensity factor = 0.30 0.30 : Intensity of turbulence = (c)(33/zb) = 0.30 0.30 (z) ASCE 66-5 Gust effect factor = (. 925)(( 1+ 1. 7( 3.4)(1z)(Q)) /(1 +(1.7)(3.4)(1 = 0.84 [ 0.82 (G) ASCE E6-4 : Internal pressure coefficient = 0.18 0.18 (GC ASCE F6 -5 : Edge strip dimension (10% of least horizontal dimension) = controls 8.47 ft (a) ASCE F6 -11 : Edge strip dimension (.4)(z) = 10.00 ft (a) ASCE F6 -11 : Edge strip dimension (4% of least horizontal dimension) = 3.39 ft (a) ASCE F6 -11 : Edge strip dimension (3 ft) = 3.00 ft (a) ASCE F6 -11 F:l.fob Files1914790 Aspen Dental - Zephyrhill FLlarch calcs12006 IBC analytical wind - steel - flat - 1 story Typ Parapet.xis Excel Engineering, Inc. 11/18/2009 Page # Building Roof Diaphragm Design : Wind parallel to ridge : Analytical Method -All Heights (ASCE 7-06) 1 (positive pressure acts Inward, negative acts outward) : Building dimension parallel to wind direction (eave) = 84.7 It (L) ASCE 6.3 : Building dimension normal to wind direction (gable) = 141.3 ft (B) ASCE 6.3 : Height above ground level = 25.00 ft (z) ASCE 6.3 : Roof pitch = 0.00 /12 (r) : Design velocity = 110.0 mph (V) ASCE F6 -1 : Parapet height = 9.00 ft (hp) : Roof rise = (B/2)(r/12) = ..-. 0.00 ft (y) : Mean roof height = 18.00 ft (h) : Velocity pressure @ z (case 2) = 17.51 psf (qz) ASCE E6 -15 : Velocity pressure e) h (case 2) = 15.41 psf (qv) ASCE E6 -15 : Gust effect factors 0.82 (G) ASCE E6.4 : Internal pressure coefficient = .. 0.18 (GCp) ASCE F6-5 : Pressure coefficients: Windward wall = 0.80 (Cp) ASCE F6-8 Roof (0 to h12) = •0.90 (Cp) ASCE F6-6 Roof (h/2 to h) • -0.90 (Cp) ASCE F6 -8 Roof (h to 2h) = -0.50 (Cp) ASCE F8-6 Roof (> 211) = -0.30 (Cp) ASCE F6-6 Leeward wall = -0.50 (Cp) ASCE F8-8 Side walls = -0.70 (Cp) ASCE F6-6 Windward parapet = 1.50 (GCp„) ASCE 6.5.12.2.4 Leeward parapet = -1.00 (GCp,,) ASCE 6.5.12.2.4 - GC q +GC : Windward wall design pressure = ((g ((g = 14.29 8.74 psf (P1) ASCE E6 -17 : Windward parapet design pressure = (Qz)(GCp„) = 2626 26.26 psf (Pip) ASCE E6-20 : Leeward wall design pressure = ((q„ 2 )(G)(Cp)) -((q„ 2)(GC0)) _ -3.56 -9.11 psf (P2) ASCE E6-17 : Leeward parapet design pressure = (g _ -17.51 -17.51 psf (P2p) ASCE E6 -20 : Side wall design pressure = ((gh2)(G)(Cp)) _ -6.09 -11.64 psf (P5) ASCE E6 -17 : Horizontal force at eave = ((h12)(P1- P2)) +((hp)(P1 p - P 2 p)) = J I - `." 536.75 plf (HRe) S 31 _ : Horizontal force at peak = ((y)(PI -P2)) = 4.00 0.00 pif (HRp) : Total force transferred to shearwall = (( (HRe))(B /2))+((1/2)(HRp)(B/2))) = controda.over minimum 37929.4 Ib (V) : Diaphragm unit shear = (V)/(L) = controle.over minimum 447.97 plf (v) : Minimum Method (IBC 1609.11) : Horizontal force at eave = (10 psf)(h/2 +hp) = 170.00 plf (HRem) : Horizontal force at peak = (10 psf)(y) = 0.00 pif (HRem) : Total force transferred to shearwall = ((( HRem)(B/2)) +((1/2)(HRpm)(B/2))) = 12013.1 Ib (V„„,) : Dlaphragm unit shear= (VV,,,)/(L) = 141.8B pif (v : Roof r ck Design I 06 As - ra o•= (B/L fi 67 s 4.00 H oof Pau): 1.5B -22 y' r -/s° Puddle cis = 6 f j;�teDESIQNI`�' PHttelrn: 36/4 . e".• Hlltl EDN 'S = y," - -•�•, 207.7 "pif :DESIGN 6 ' 0 Sidegsp: (1) # TEK Bar =. : Chord Design : Max .compression force = max((( HRpm)( B )) /(12L) +(((HRem)(B /(8L),((( HRp )(13 +(((HRe)(B 15827.81 lb (C) : Max. tension force = max((( HRpm)( B )) /(12L) +(((HRem)(B /(8L),((( HRp )(B /(12L)+(((HRe)(B = 15827.81 lb (T) Using: 1 L4X4X1/4 Steel Angle (n) : Allowable compressive force = REDESIGN 14600:0 Ib (C') AISC -13 T4-12 Allowable tensile force = (_6)(FyXA) = O.K. 41904.0 lb (T') : Chord area = 1.94 1n (A) " : Chord allowable yield stress = 36000.00 psi (Fy) F:1Job Files1914790 Aspen Dental - Zephyrhitl FLlarch caics12006 IBC analytical wind - steel - flat -1 story High Parapet.xis Excel Engineering, Inc. 11/18/2009 Page # Component Wind Load Determination : Basic wind speed (3- second gust) = 110.00 mph (V) ASCE F6 -1 : Exposure factor = B ASCE 6.5.6.3 Importance factor = 1.00 (l ASCE T6 -1 : Roof pitch = 0.00 deg (0) : Mean roof height = 16.00 ft (h) ASCE 6.3 : Velocity pressure n h (case 1) = 18.45 psf (q ASCE E6 -15 : Internal pressure coefficient = 0.18 (GC ASCE F6 -5 : Edge zone dimension = 8.47 ft (a) ASCE F6-11 External pressure coefficients Effective Area (ft2) ZONE 10.0 20.0 50.0 100.0 200.0 500.0 ROOF 1 0.30 -1.00 0.27 -0.97 0.23 -0.93 0.20 -0.90 0.20 -0.90 0.20 -0.90 (GCp) ASCE F6 -11b ROOF 2 0.30 -1.80 0.27 -1.59 0.23 -1.31 0.20 -1.10 0.20 -1.10 0.20 -1.10 (GCp) ASCE F6 -11b ROOF 3 0.30 -2.80 0.27 -2.29 0.23 -1.61 0.20 -1.10 0.20 -1.10 0.20 -1.10 (GCp) ASCE F6 -11b OH 1 0.30 -1.70 0.27 -1.67 0.23 -1.63 0.20 -1.60 0.20 -1.39 0.20 -1.11 (GCp) ASCE F6 -11b OH 2 0.30 -1.70 0.27 -1.67 0.23 -1.63 0.20 -1.60 0.20 -1.39 0.20 -1.11 (GCp) ASCE F6-11b OH 3 0.30 -2.80 0.27 -2.20 0.23 -1.40 0.20 -0.80 0.20 -0.80 0.20 -0.80 (GCp) ASCE F6 -11b WALL 4 1.00 -1.10 0.95 -1.05 0.88 -0.98 0.82 -0.92 0.77 -0.87 0.70 -0.80 (GCp) ASCE F6 -11a WALL 5 1.00 -1.40 0.95 -1.29 0.88 -1.15 0.82 -1.05 0.77 -0.94 0.70 -0.80 (GCp) ASCE F6 -11a : Component pressure = (gi,1)(GCp -(-GC0)) psf (p) ASCE E6 -22 : Component suction = (q,,,)(GC -( +GC psf (p) ASCE E6 -22 C5.0 pressure /suction (Minimum = 10 psf) Effective Area (ft ZONE 10.0 20.0 50.0 100.0 200.0 500.0 ROOF 1 10.00 -21.77 10.00 -21.21 10.00 -20.48 10.00 -19.92 10.00 -19.92 10.00 -19.92 • ROOF 2 10.00 -36.52 10.00 -32.64 10.00 -27.50 10.00 -23.61 10.00 -23.61 10.00 -23.61 ROOF 3 10.00 -54.97 10.00 -45.53 10.00 -33.05 10.00 -23.61 10.00 -23.61 10.00 =23.61 OH 1 10.00 -34.68 10.00 -34.12 10.00 -33.39 10.00 -32.83 10.00 -28.98 10.00 -23.73 OH 2 10.00 -34.68 10.00 -34.12 10.00 -33.39 10.00 -32.83 10.00 -28.98 10.00 -23.73 OH 3 10.00 -54.97 10.00 -43.86 10.00 -29.18 10.00 -18.08 10.00 -18.08 10.00 -18.08 WALL 4 21.77 - 23.61 20.79 -22.63 19.49 -21.33 18.51 -20.35 17.53 -19.37 16.23 -18.08 WALL 5 21.77 - 29.15 20.79 -27.18 19.49 -24.59 18.51 -22.63 17.53 -20.67 16.23 -18.08 • Excel Engineering, Inc. 11/18/2009 Page # r Wall Stud Component Wind Load Determination ' : Studwali overall height = 15.00 ft (hs) : Parapet height = 9.00 ft (hp) : Stud spacing = 16.00 in (sp) : Effective stud area = max((hs *sp),(hs *hs /3)) = 75.00 sf (As) ASCE 6.2 : Effective parapet area = max((hp *sp),(hs *hs /3)) = 27.00 sf (Ap) ASCE 6.2 : Velocity pressure @ h (case 1) = 18.45 psf 41) ASCE E6 -15 : Internal pressure coefficient = 0.18 (GCpi) ASCE F6 -5 : Edge zone dimension = 8.47 ft (a) ASCE F6 -11a : External pressure coefficients: parapet stud Zone 4,5 pressure = 0.92 0.85 (GCp) ASCE F6 -11a Zone 4 suction = -1.02 -0.95 (GCP) ASCE F6 -11a Zone 5 suction = -1.25 -1.09 (GC ASCE F6 -11a : Overall stud (Minimum C&C pressure /suction = 10 psf) +GCpi -GCpi : Zone 4,5 pressure = (g -GC = 12.28 18.92 psf (p ASCE E6 -22 : Zone 4 suction = (g -GC = 20.76 14.12 psf (s ASCE E6 -22 : Zone 5 suction = (gh -GC = 23.44 16.80 psf (s ASCE E6 -22 : Parapet (Minimum C &C pressure /suction = 10 psf) +GCpi -GCpi : Zone 4,5 pressure = (g -GC = 13.72 20.36 psf (p ASCE E6 -22 Zone 4 suction = (g -GC = 22.21 15.57 psf (s ASCE E6.22 : Zone 5 suction = (g -GC = 26.33 19.69 psf (8 ASCE E6 -22 : Seismic loading (wall elements) = 8.82 psf ASCE 13.5 : Seismic loading (connections) = 26.93 psf ASCE 13.5 : Maximum pressure /suctions (A < =10 sf) : Extemal pressure coefficients: Zone 4,5 pressure = 1.00 (GC ASCE F6 -11a - , Zone 4 suction = -1.10 (GC ASCE F6-11a Zone 5 suction = -1.40 (GC ASCE F6 -11a +GCpi -GCpi : Zone 4,5 pressure = (g -GC = - -1.5.13 21.77 psf (p) ASCE E6 -22 : Zone 4 suction = (g -GC = 23.61 16.97 psf (s4) ASCE E6 -22 Zone 5 suction = (g . -GC = 29.15 29.15 psf (s ASCE E6 -22 : Member loading parapet main : Zone 4 stud pressure /parapet suction = 54.83 25.22 plf : Zone 4 stud suction/parapet pressure = 54.83 27.68 Of : Zone 5 stud pressure /parapet suction = 60.33 25.22 plf : Zone 5 stud suction /parapet pressure = 58.41 31.26 plf : Seismic load = 35.91 35.91 Of Member reactions R R2(parapet) : Zone 4 stud pressure /parapet suction = - 294.43 939.23 lb : Zone 4 stud suction /parapet pressure = - 287.06 946.61 Ib : Zone 5 stud pressure /parapet suction = -331.59 102€x93 -- - Ib -- - - : Zone 5 stud suction/parapet pressure = - 300.47 1013.69 Ib : Seismic load = - 134.65 673.25 lb F:1,lob Files1914790 Aspen Dental - Zephyrhill FLlarch calcs12006 IBC analytical wind - steel - flat - 1 story High Parapet.xls DIAPHRAGM CHECK y O 2001 NASPEC w12004 Supplement . Project: Aspen Dental Date: 11/1812009 Model: Zephyrhills, FL Diaphragm Model 1 t R1 R2 141.33 ft Sloped/Partial Loads Case X1 ft W(X1) lb/ft X2 ft W(X2) Iblft 1 0.00 301.4 34.00 301.4 2 34.00 537.0 71.00 537.0 3 71.00 301.4 141.33 301.4 Section : 800S200 -33 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 1343.4 Ft -Lb Moment of Inertia, I = 4.096 inA4 Va = 474.0 lb Deflection limits: Ratio L/ 120 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax M Mpos Bracin (Br ac} Mpos/ Deflection Span Ft -Lb auto -Lb 11i Ft -Lb - `(dlatSrc (in) do enter -n 99 • • . 737.726 9910. . J Full 1343.4 737.726 28904.320 L/0 Ireq'd = 8376.715 inA4 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax In Stiffen Pt Load (In) (lb) (Ft -Lb) alue Req'd R1 26777.4 .0' NA 0.0 NA R2 24536.6 1.00 2 - .4 NA YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. cPt Loa• (Ib) (Ft -Lb) : or VNa M/Ma Unstiffen Stiffen � 6777.4 0.4 1.0 56.49 ; . r r 191.33 NA R2 24510.4 1.4 1.00 51.71 1.77 2.76.94 52.77 Within Span (Unstiffened) Unpunched Punched Loc'n X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) Ft -Lb) (lb) Intr. (ft) (Ft -Lb) (Ib) Intr. ' enter S• 64.87 9* 461.1 -33.6 • • 40.20 - • 87 991061.1 -33.6 544240.20 s O 2001 NASPEC w!2004 Supplement Project Aspen Dental Date: 11/18/2009 Model: Zephyrhills, FL Diaphragm Model t R1 R2 141.33 ft Sloped /Partial Loads Case X1 ft W(X1) lb /ft X2 ft W(X2) Ib /ft 1 0.00 301.4 34.00 301.4 2 34.00 537.0 71.00 537.0 3 71.00 301.4 141.33 301.4 Section : 800S200 -33 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 1343.4 Ft -Lb Moment of Inertia, I = 4.096 in"4 Va = 474.0 Ib Deflection limits: Ratio L/ 120 Shear 26777.4 lb � <' o z c r+. D 0.0 00 1.33 - 24510.4 Ib Calculations Based on: 'Steel Deck Institute (SDI) ---` 6 --- Project Name: steel temp Diaphragm Design Manual, Second Edition ♦,l116711r Project No: ' Panel Data: City: DIAPHRAGM State: Standard 1-1/2" Deck Type B or WR DESIGN Date: Wednesday, November 18, 2. Width : W (in.) = 36 Depth : D (in.) = 1.50 T T T T T Thickness : T (GAUGE) = 22 (in,) = 0.0295 Structural Connection: 36/5 Pattern At Interior Supports: 5/8 Inch Diameter Puddle Weld on 36/5 Pattern Sidelap Connection: Hilti #1.0 Drill Screw Important Safety Factor: At Diaphragm perimeter: 5/8 Inch Diameter Puddle Weld SDI ... SF= 2.35 spaced at identical spacing as sidelap connectors Design Shear Strength: Stitch Design Shear Strength (PLF) Connectors Span (FT) Per Span 5.00 5.25 5.50 5.75 6.00 K1 5 483 466 449 433 9 0.214 i NOTE: General buckling not checked Shear stiffness modulus (G') determined by the following equation: K2 G' _ WIN) 3.78 + 0.3(D /Span) + 3(KIXSpan) Where K1 = Refer to table for values; K2 = 870 D = 757 - File Open:steel_temp SHEAR WALL CHECK 4 Excel Engineering, Inc. 11/18/2009 Page # • SHEAR WALL - RMEH Method 3 Combined Axial and Bending Project Name: Aspen2ephyrills, FL 11/18/092:24 ProjectNo:: 914820 Description: StieetWaILA Actual Wall Thk9oress = 7.625 in F'm = 1,500 psi ecC- of axial load = 0 in Face Shell Thickness = 1.917 in Em = 1350 ksi Wind Stress Increase = 1.000 I per ft = 388.810 in Es = 29,000 ksi d = 4.000 in Wall Length = 84.00 ft n = 21.48 Grout Spacing= 32 in Wall Height (Unbraced Ht) = 16.00 ft Fs = 24,000 psi, (60 F Masonry Weight 51 psf Wall Dead Load (Ind. Self Wt) = 1,020 plf r = 2.59 In Wall Live Load = .60 plf hir = 74.1 h/r< 99, for Fa use ACI 530 eq. (8-3) Overturning Moment at Base = 428.3 k -ft Pe = 140,530 plf, per ACI eq. (6-6) Wall Shear = 28.77 kips 1/4 x Pe = 35,132 ptf, per ACI (8-2) d = 83.67 ft MNd 0.19 <1 tv = 5.2 psi, based an V/bd, ACI (7 -3) Fv = 86 psi, OK based on ACI section 7.5.2.2(b). Formula (16 -10) IBC - (Dead+ 0.75 Live+ 0.75 Wind Load) 1008.00 " fa = 23.15 psi Fa = 270 psi, OK T P = 1,085 pit, OK P < 1 /4xPe fb = 6 psi 17 b Fb = 500 psi, OK <0.33xF'm Combined Stresses ft = 17 psi, Compression, No Net Tensionill fc = 29 psi, Compression I a Compression Unity Check fa/Fa +fb/Fb= 0.098 <1.00, OK a = 374.734 in T = 12,364 ibs C 29 b = 633.266 in As = 0.52 sq. in. Non - Adjusted Stress Diagram Equivalent Tension Force Chord R/F Taq = 8,332 Ibs Use: Grout At 32 " o.c. Equiv. As = 0.347 sq. Adjust (b) to Satisfy Moment Equilibrium E M = 0, (Sum about C) M = 321.225 k -ft adjust b = 1,521.543 In P= 89.460 kips z P =0 C = 97,792 lbs Re -check Compression Unity Check adjust fc = 34 psi fa/Fa + fb/Fb = 0.107 <1.00, OK Notes: 11 a. Shaded cells Indicate design data input. b. Shaded cells Indicate calculated output. 4 c. Per Method 3, (RMEH book, Pages 123 - 125). • d. Checks Fa, Pe, Fb, Combined Fa+Fb, and As (Tension) e. A positive B22 indicates no net Tension. f. Fv Is based on running bond coarsing, ACI 530, Section 6.5.2. g. For fully - grouted wall, set Face Shell Thickness, (A7) to 1/2 Wall Thickness, (A6). N)) 0par? • \ P q�7 V" Page 1 Wind + Dead Wall + Live Wall Excel Engineering, Inc. 11/1812009 Page # SHEAR WALL - RMEH Method 3 • Combined Axial and Bend' Project Name: Aspen Zephyrills, FL 11!18/09 2:24 PM Project No.: 914820 Dena. on: Shear Walt A Actual Wall Thickness = 7.625 In F'm = 1,500 pal ecc. of axis! load = 0 in Face Shell Thickness = 1.92 in Em = 1350 psi Wind Stress Increase = 1.000 I per ft = 388.81 In Es = 29,000 ksl d. = 4.000 In Wall Length = 84.00 ft n = 21.48 Grout Spacing= 32 In Wafl Height (Unbraced Ht.) = 18.00 ft Fs = • 24,000 psi, (60 C Wall Dead Load (Ind. Self -Wt.) = 1,020 pif r= 2.59 In Wall Live Load = 0 pif h/r = 74.13 hlr< 99, for Fa use ACI 530 eq. (6 -3) Overiuming Moment at Base = 428.3 k -ft Pe = 140529.99 pif, per ACI eq. (6-6) Wall Shear = 26.770 kips 1/4 x Pe = 35132.50 ptf, per ACI (6-2) d = 83.667 ft MNd 0.19 <1 fv = 7.0 psi, based on Vlbd, ACI (7 -3) Fv = 66 psi, OK based on ACI section 7.5.2.2(b). Formula (16 -11) IBC - (0.6 Dead+ Wind Load) 1008.00 " f a = 13.30 psi ' ' Fa = 270 psi, OK T P = 1,020 plf, OK P < 1 /4xPe fb = 8 psi 5 Fb = 500 psi, OK < 0.33xF'm biiik: b ' Combined Stresses ft = 5 pal, Compression, No Net Tenslonill fc = 21 psi, Compression a Compression Unity Check fa/Fa + fb/Fb = 0.085 <1.00, OK a = 204.070 in T = 2,107 Ibs C 21 b = 803.930 in As = 0.09 sq. In. Non - Adjusted Stress Diagram Equivalent Tension Force Chord R!F Teq = 1,433 Ibs Use: Grout At 32 " o.c. Equiv. As = 0.060 sq. in. - Adjust (b) to Satisfy Moment Equilibrium E M = 0, (Sum about C) M = 428.300 k -ft adjustb = 1,260.875 in P = 51.408 kips E P = 0 C = 52,841 lbs Re -check Compression Unity Check adjust fc = 22 psi fa /Fa + fblFb = 0.066 <1.00, OK P -Delta Effect per IBC 2000 Section 1617.4.6.2 1.00+1.01 = 119 pif, (not including self- weight) i Pr = 10.00 kips A = 0.0030990 In 0 = 0.0000034 P -Delta effects not required, Stability Coefficient < 0.1 V = 26.770 kips h = 192.00 In Cd = 1 3/4 deflection amplicatton factor, Table 1617.8 - Ordinary Reinforced Masonry 1 Notes: I a. Shaded cells indicate design data input b. Shaded cells indicate calculated output. c. Per Method 3, (RMEH book, Pages 123 -125). d. Checks Fa, Pe, Fb, Combined Fa +Fb, and As (Tension) e. For fully - grouted wall, set Face Shell Thickness, (A7) to 112 Wall Thickness, (A6). f. A positive B26 indicates no net Tension. g. Fv Is based on running bond coarsing. ACI 530, Section 6.5.2. A t h % 0 t- , 9 � Page 1 Wind + Dead Wall STUD DESIGN • Excel Engineering, Inc. 11/19/2009 Page # , Wall Stud Component Wind Load Determination Studwall overall height = 15,00 ft (hs) : Parapet height = 9.00 ft (hp) : Stud spacing = 24.00 in (sp) : Effective stud area = max((hs *sp),(hs *hs /3)) = 75.00 sf (As) ASCE 6.2 : Effective parapet area = max((hp *sp),(hs *hs /3)) = 27.00 sf (Ap) ASCE 6.2 : Velocity pressure @ h (case 1) = 18.45 psf NO ASCE E6 -15 : Internal pressure coefficient = 0.118 (GC ASCE F6 -5 : Edge zone dimension = 8.47 ft (a) ASCE F6 -11a : External pressure coefficients: parapet stud Zone 4,5 pressure = 0.92 0.85 (GC ASCE F6 -11a Zone 4 suction = -1.02 -0.95 (GC ASCE F6 -11a Zone 5 suction = -1.25 -1.09 (GC ASCE F6 -11a : Overall stud (Minimum C &C pressure /suction = 10 psf) +GCpi -GCpI : Zone 4,5 pressure = (9h1)(GC -GC = 12.28 18.92 sf p (pe) ASCE E6 -22 : Zone 4 suction = (gh1)(GC -GC = 20.76 14.12 psf (s ASCE E6 -22 : Zone 5 suction = (g -GC = 23.44 16.80 sf p (s ASCE E6 -22 : Parapet (Minimum C &C pressure /suction = 10 psf) +GCpi -GCpi : Zone 4,5 pressure = (g11)(GCP -GC0) = 13.72 20.36 psf (p ASCE E6 -22 : Zone 4 suction = (gh1)(GCp -GC = 22.21 15.57 psf (s ASCE E6 -22 : Zone 5 suction = (gh -GC = 26.33 19.69 psf (s ASCE E6 -22 : Seismic loading (wall elements) = 8.62 psf ASCE 13.5 : Seismic loading (connections) = 26.93 psf ASCE 13.5 : Maximum pressure /suctions (A < =10 sfl .: External pressure coefficients: Zone 4,5 pressure = 1.00 (GC ASCE F6 -11a Zone 4 suction = -1.10 (GC ASCE F6-11a -, Zone 5 suction = -1.40 (GC ASCE F6 -11a +GCpI -GCpi : Zone 4,5 pressure = (qh1 )(GCP -GC = 15.13 21.77 sf :Zone 4 suction = (gh1)(GCP -GC p (p) ASCE E6-22 0) = 23.61 16.97 psf (5 ASCE E6 -22 : Zone 5 suction = (gh1)(GC -GC = 29.15 29.15 psf (s ASCE E6 -22 : Member loading parapet main : Zone 4 stud pressure/parapet suction = 82.24 37.83 plf : Zone 4 stud suction /parapet pressure = 82.24 41.52 plf : Zone 5 stud pressure/parapet suction = 90.50 37.83 plf : Zone 5 stud suction /parapet pressure = 87.61 46.89 plf : Seismic load = 53.86 53.86 plf Member reactions R R : Zone 4 stud pressure /parapet suction = - 441.65 1408.84 Ib : Zone 4 stud suction/parapet pressure = - 430.58 1419.91 lb : Zone 5 stud pressure /parapet suction = - 497.39 1538.89 lb : Zone 5 stud suction/parapet pressure = - 450.71 1520.53 Ib : Seismic load = - 201.98 1009.88 Ib F:Wob Files1914820 Frontier Building Corp - Zephyrhill FL Aspen LL worklarch calcs12006 IBC analytical wind - steel - flat - 1 story High Parapet.xls DATE i 1 ( i'3 10 PAGE 4t 100 CAMELOT DRIVE FOND DU LAC, WI 54935 • 4•4 (920) 926-9800 PROJECT 4S P - gAl 7....PiOe i i i LAI EXCEL ENG1NEER1NGinc. 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F 1 . - 1 - 1 - 1 - 1 - - t r i 4 1 -1 I r 1 . 1 : - h , 1 Page 1/2 O P. 2001 NASPEC w12004 Supplement Project: Aspen Zephryhiils, FL Date: 11/19/2009 Model: Studs LC1 e- -a, . © tee. P1 ea -1ST• 5 1 1.- s P C It . ,a� x c �' f t �" n e " g ' t 2�t f l �� � Rr .. i Y .))1 41-T47,,,, ,f�. b t'.r f„ i x . .� , yi t S. I , s; n• i g `.�` / , "`�`� s r . k, 1 .f Unit' Ld . .14 0 ° = y 404. I44 , � -s .( C S R " ! r?' 4 g9"t`e t f� ? k * T.,iq �y{ t� } W4 1:4 ..a � >.. c�a:...ri .K -.�' tittw ... i¢ J .. :K. ., � i .,.t- Y.Y/.rv�,.tr`. - r . T' �' lblft II -{ - x • ` R1 I p2 3.25 It 5.00 ft 6.67 ft I Point Loads P1 tn) J n.� ` Load(lb) 210 , _ f Q , X- Dist.(ft) 0.00 i� Sloped /Partial Loads Case X1 ft W(X1) lb/ft X2 ft W(X2) Iblft 1 8.25 40.7 14.92 40.7 Section : 600S162 -43 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 1390.0 Ft -Lb Moment of inertia, I = 2.316 in ^4 Va = 1415.7 lb Deflection limits: Ratio U240 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection ' Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (In) Ratio Left Cantilever 901.7 0.649 685.2 Full 1390.0 0.493 0.306 L/255 Center Span 1828.5 1.316 1558.9 72 1027.8 1.517 0.100 U602 Right Cantilever 1828.5 1.316 1167:4 Full 1390.0 0.840 1.119 L/143 • Ireq'd = 3.885 In ^4 Combined Bending and Web Crippling Reaction or Load Bmg Pa Pn Mmax . Intr. Stiffen Pt Load P(Ib) (In) (lb) (lb) (Ft -Lb) Value Req'd ? R1 263.3 1.00 553.3 913.0 901.7 0.65 No R2 837.4 1.00 553.3 913.0 1828.5 1.62 YES P1 210.0 1.50 295.3 516.8 0.0 0.37 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft -Lb) Factor V/Va MIMa Unstiffen Stiffen R1 344.9 901.7 1.00 0.24 0.65 0.48 NA R2 548.3 1828.5 1.00 0.39 1.32 1.88 NA PI 210.1 0.0 1.00 0.15 0.00 0.02 NA Within Span (Unstiffened) Unpunched Punched Loc`n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (lb) Intr. (ft) (Ft -Lb) (lb) Intr. Left Cantilever 3.25 -901.7 -344.9 0.48 3.25 -901.7 -344.9 0.50 • Page 2/2 0 2001 NASPEC w/2004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC1 Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Center Span 8.25 - 1828.5 -289.1 1.77 8.25 - 1828.5 -289.1 1.78 Right Cantilever 8.25 - 1828.5 548.3 1.88 8.25 - 1828.5 548.3 1.93 • Page 1/2 O 2001 NASPEC w(2004 Supplement Protect: Aspen Zephryhiils, FL Date: 11119/2009 Model: Studs LC2 Z\ d - e- _ P1 ,.tST - `I' s ' ,, ci 1...--,, s c- 2. t2 a _ c , T '#t ; r , 5 4 if < sy . z . '�„ ^`„5�eiz ,, L t ,rr `,,: ,,, 4d ? T,r u e -.. s �', h 3' "F" '{?ttf .,r : �i +m '�ir.F C < "'u 7 . 0 , L ?, K , � � !" .�' ii a yn r ,, pp � t � S. r n- 'C.r!''S S.3i` �a.� 4 <c r .,� ' , ����� i R � fu>:H'f � � s7 , w ' +�.. f `� +n h'sv'f1 t � -5`� Lid Lid Ld 8: .... r. g. A . ...r R ,w?.;::f,�.>.ur ., 1 E G '8 .�f.':.,:�-`- ""�•�r. -.�'. � k: �> # y; ,i#' ,J , k a ,1 T y}, 04, Y ai on R1 R2 3.25 ft 5.00 ft 6.67 ft ' Point Loads P1 Load(Ib) 191 X- Dist.(ft) 0.00 Sloped/Partial Loads Case X1 ft W(X1) lb /ft X2 ft W(X2) Ib/ft 1 8.25 44.4 14.92 44.1 Section : 600S162 -43 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 1390.0 Ft -Lb Moment of Inertial = 2.316 in ^4 Va = 1415.7 Ib Deflection limits: Ratio L/ 240 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Left Cantilever 820.9 0.591 623.8 Full 1390.0 0.449 0.290 L/269 Center Span 1825.0 1.313 1547.2 Full 1390.0 1.113 0.097 L/617 Right Cantilever 1825.0 1.313 1164.8 Full 1390.0 0.838 1.109 L/144 Ireq'd = 3.849 InA4 Combined Bendlna and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (lb) (lb) (Ft -Lb) Value Req'd ? R1 207.9 1.00 553.3 913.0 820.9 0.56 No R2 842.9 1.00 553.3 913.0 1825.0 1.53 YES P1 191.1 1.50 295.3 516.8 0.0 0.34 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 314.1 820.9 1.00 0.22 0.59 0.40 NA R2 547.5 1825.0 1.00 0.39 1.31 1.87 NA P1 191.2 0.0 1.00 0.14 0.00 0.02 NA Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (lb) intr. Left Cantilever 3.25 -820.9 -314.1 0.40 3.25 -820.9 -314.1 0.41 Page 212 0 2001 NASPEC w12004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC2 Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (lb) intr. (ft) (Ft -Lb) (lb) Intr. Center Span 8.25 - 1825.0 -295.4 1.77 8.25 - 1825.0 -295.4 1.78 Right Cantilever 8.25 - 1825.0 547.5 1.87 8.25 - 1825.0 547.5 1.92 • i • Page 1/2 O 2001 NASPEC w/2004 Supplement Protect: Aspen Zephryhilis, FL Date: 11/19/2009 Model: Studs LC1 12" o.c. A p i ) Coe 5 t to2 .43 P1 € i Z `(y-- ,.C,,. VW, \l/ • {�i�. g ZI $ n� d a>,�,. k js. }.� _. -,:, : y' `'.ti�<4 :i #':04•• jai; - -•. a 7'i a 4L Y •�:.k t . s *; •2:�� 1 4 St . .'0 t'�', r �4.54�:�40_ r.'it F S.3.7arf' .t-4 9� R s rrt r �•Wk4.4+ 1, 1 �ik y.'�2y,4 .: Ga4.r' Tct' 'K ∎+� i x k y. • . . w• q�d y . ,`i F ` g '[ y ,� k2 Y s .el U 7` ":p.' e.,,, i> •'+# `a j r t , : g 1:: :.3v F;tk 'i ? O s 1, l a i g ig x�'Wfti.4a-N .:'y`,,. c = . yr •v - . 7 Unif Ld -W. �r�;'f.:;•;.;.�z� mra- a_„;w..;:�r�'� ,v.;•c4>n;..:.s? Y .....4,�: -� ... � #.x"�r "fit '^��9 y � I ! R1 R2 3.25 ft 5.00 ft 6.67 ft Point Loads P1 Load(Ib) 105 X-DIst(ft) 0.00, Sloped/Partial Loads • Case X1 ft W(X1) Ib/ft X2 ft W(X2) lb /ft 1 8.25 20.4 14.92 20.4 Section : 600S162 -43 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 1390.0 Ft -Lb Moment of Inertia, I = 2.316 inA4 Va = 1415.7 Ib Deflection limits: Ratio L/ 240 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Left Cantilever 451.1 0.325 342.8 None 1201.2 0.285 0.153 L/508 Center Span 916.4 0.659 781.2 None 1065.6 0.733 0.050 L/1201 Right Cantilever 916.4 0.659 585.0 None 1031.7 0.567 0.561 L/286 Ireq'd = 1.947 inA4 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(lb) (In) (lb) (lb) (Ft -Lb) Value Req'd ? R1 131.5 1.00 553.3 913.0 451.1 0.33 No R2 419.9 1.00 553.3 913.0 916.4 0.81 YES P1 105,0 1.50 295.3 516.8 0.0 0.18 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor V/Va M /Ma Unstiffen Stiffen R1 172.6 451.1 1.00 0.12 0.32 0.12 NA R2 274.8 916.4 1.00 0.19 0.66 0.47 NA P1 105.1 0.0 1.00 0.07 0.00 0.01 NA Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (lb) Intr. Left Cantilever 3.25 -451.1 -172.6 0.12 3.25 -451.1 -172.6 0.12 • ' Page 2/2 O 2001 NASPEC w/2004 Supplement . Project: Aspen Zephryhitis, FL Date: 11/19/2009 Model: Studs LC1 12" o.c. Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Center Span 8.25 -916.4 -145.1 0.45 8.25 -916.4 -145.1 0.45 Right Cantilever 8.25 -916.4 274.8 0.47 8.25 -916.4 274.8 0.48 • Page 112 O 2001 NASPEC w12004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC2 12" o.c. P1 kvp Gd01 S1r7.- {4 ,i C' 4� t1 igi a 4, 4 , Kg 4 '*z it A,.' , , �.2 t�3 E = G'' 4,44- a" r ' Sti � ., ` i �7 ,� kf _ 1 Unif Ld 1 k 4 r� y �' 5 0' w.. -1.Y 2 :Lu" ' "'F :: 1: T '' . f F E 3c" S ' - 4;�Y5,N 't.' 3° ' i ir '2D _ lIv e c 8 ... 4 ...,.. .'. ..., F ,., -, �;4 �- iCr.. ..,.., ,n. ... ��r r , t,.� �e..y f fr r � 4,'18�d I - Ib/ft m NI 1 E I I R1 R2 3.25 ft 5.00 ft 6.67 ft Point Loads P1 Load(lb) 96 X- Dist.(ft) 0.00 Sloped /Partial Loads Case X1 ft W(X1) Iblft X2 ft W(X2) Ib/ft 1 8.25 22.2 14.92 22.2 Section : 600S162-43 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 1390.0 Ft -Lb Moment of lnertia, 1 = 2.316 inA4 Va = 1415.7 Ib Deflection limits: Ratio U 240 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos! Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Left Cantilever 410.5 0.295 312.0 None 1201.2 0.260 0.145 U537 Center Span 914.3 0.658 775.1 None 1068.5 0.725 0.049 L/1232 Right Cantilever 914.3 0.658 583.7 None 1031.7 0.566 0.555 L1288 Ireq'd = 1.928 inA4 Combined Bending and Web Crippling Reaction or Load Bmg Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (lb) (lb) (Ft -Lb) Value Req'd ? R1 103.5 1.00 553.3 913.0 410.5 0.28 No R2 422.1 1.00 553.3 913.0 914.3 0.81 YES P1 95.6 1.50 295.3 516.8 0.0 0.17 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load • (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 157.0 410.5 1.00 0.11 0.30 0.10 NA R2 274.1 914.3 1.00 0.19 0.66 0.47 NA P1 95.7 0.0 1.00 0.07 0.00 0.00 NA Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Left Cantilever 3.25 -410.5 -157.0 0.10 3.25 -410.5 -157.0 0.10 Page 2/2 a 2001 NASPEC w12004 Supplement Project Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC2 12" o.c. Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Center Span 8.25 -914.3 -148.0 0.44 8.25 -914.3 -148.0 0.45 Right Cantilever 8.25 -914.3 274.1 0.47 8.25 -914.3 274.1 0.48 DATE PAGE PROJECT 4 Input Variables Stress Increase • 5 S,�5 - _ ` �' s =` F1 (Ibs.) = 150.00 1.00 ST 0 "°" F2 (lbs.) = 422.00 1.00 W (in.) = 2.00 Ir_ „ ! L (in.) = 4.00 • i'''; . H (in.) = 5.50 ``` H e (in.) = 0.75 -.•'.---.4.-- l e2 (in.) = 3.U0 `' F� a (in.) = 3.00 r '•-, Fy Clip (ksi) = 50 Fastener Head Dia. to Steel (in.) dw = 0.4150 Fastener Shank Dia.(in.) d = 0.2100 Tall. Fastener @ Steel (Ibs.)= 741 Vali. Fastener @ Steel (Ibs.)= 533 F I Vali. Fastener @ Stud (Ibs.)= 457 T Fu Clip Angle (ksi) = 65 Main Member Thickness (in) = 3/16" CLIP ANGLE DESIGN: Clip Bending Moment (in-lb) = 113.4125 1 Seismic connection ratio 1 1.000 1 Mx= F2 * e *.5 Thickness of Clip Angle Req'd. (in) = 0.0642 treq'd = [(6*Mx) /(.6 *Fy*H *1)11/2 Clip Angle Required = 14 GA. CLIP ANGLE Design Gage Required (t) = 0.0713 USE: 2" x 4" x 14 GA. CLIP ANGLE x 5.5" LONG FASTENER DESIGN TO STEEL: Prying Action F2 Bearing Capacity F2 Prying Force @ Fastener Centerline (lbs.) = 672.51 Allowable Bearing Capacity 1 Fastener (lbs.) = 875.92 Prying Force= (F2/(W -e))*W Bearing Capacity = 2.7 *t *Fu *d*1/3 Pullover F2 Prying Action Fl Allowable Pullover Capacity / Fastener (Ibs.) = 961.66 Prying Force @ Fastener Centerline (Ibs.) = 180 Pullover Capacity = 1.51*dw *Fu/3 Prying Force= (F1* e2)/(a -1/2) NUMBER OF FASTENERS REQUIRED: • Prying Force F2 + Prying Force F1 + Shear F1 min.(Tali or Pullover) min.(TaII or Pullover) min.(Vall or Bearing) 672.51 + 180.00 + 150.00 = 1.4 740.80 740.80 533.33 USE: 2 #12 -14 Screw CLIP ANGLE/ STUD CONNECTION Stud: 600S 162 -43 NUMBER OF FASTENERS REQUIRED: (F1 +F2 Vail Fastener @ Stud = 1.0 USE: 1 #12 -14 Screw F:1Pending Standards\N 600 Steal Studs\Calculation SpreadsheetsN_t Gage Clip- Bypass v2.xls Page 1/2 3 . �l 2001 NASPEC w/2004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC1 P1 \l/ . Unif '+ -' J ib}" 1` .WI . _ «,` ter ;, X >> Ari iit.N t 4 k , '� '.#, cyRb y, t 's, .F K� 2 F V ,r +.` ;,i,.�,'e'K"cst' { d '` n . d- '� +,-i. `. 'k �,, a 3 #4k" - , .Y �' , fi &bBf1` {S3t 4.. , 3 �'„ a Ro- '�"hf zn i tir`�.A 9 jay - . ` crs r g43�s yet -, i 3>. g , ' f r�r F 1�' 3 Lfl r . 3rrl: �t $ ;�" .. d.fs :k r �f�* ;ttf �6 ?.� r r£3? Y �1trJ .,. , . r �� ,4 r c , ... .. r... a ..aZ*0;1. Ib/ft I I I I I I R1 R2 3.25 ft 5.00 ft 6.67 ft Point Loads P1 Load(Ib) 210 X- Dist(ft) 0.00 Sloped /Partial Loads Case X1 ft W(X1) lb /ft X2 ft W(X2) Ib/ft 1 8.25 40.7 14.92 40.7 Section : 600S162 -97 Single C Stud (X -X Axis) Fy = 50.0 ksi Maxo = 4727.2 Ft -Lb Moment of Inertia, l = 4.797 in"4 Va = 10471.8 Ib Deflection limits: Ratio U 240 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Left Cantilever 901.7 0.191 685.2 None 3646.4 0.188 0.148 L/527 Center Span 1828.5 0.387 1558.9 _ None 3022.5 0.516 0.048 1J1246 Right Cantilever 1828.5 0.387 1167.4 None 2918.8 0.400 0.540 L1296 Ireq'd = 3.885 in "4 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (lb) (lb) (Ft -Lb) Value Req'd ? R1 263.3 1.00 3902.3 6438.9 901.7 0.15 No R2 837.4 1.00 3902.3 6438.9 1828.5 0.35 No P1 210.0 1.50 1958.5 3427.3 0.0 0.06 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 344.9 901.7 1.00 0.03 0.19 0.04 NA R2 548.3 1828.5 1.00 -- 0 05 0.39 0.16 - .NA P1 210.1 0.0 1.00 0.02 0.00 0.00 NA Within Span (Unstiffened) Unpunched Punched Loc`n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) fib) intr. (ft) (Ft -Lb) (Ib) Intr. Left Cantilever 3.25 -901.7 -344.9 0.04 3.25 -901.7 -344.9 0.04 Page 2/2 O 2001 NASPEC w /2004 Supplement Project: Aspen Zephryhills, FL Date: 11119!2009 Model: Studs LC1 Within Span (Unstiffened) Unpunched Punched Loc`n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Center Span 8.25 - 1828.5 -289.1 0.15 8.25 - 1828.5 -289.1 0.16 Right Cantilever 8.25 - 1828.5 548.3 0,15 8.25 - 1828.5 548.3 0.17 i Page 112 (2) 2001 NASPEC w12004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC2 P1 ``, q ,,.i f.i -<e, i. �: e i > <* - ti f 1 s - . 4.irt i a ,six: f1':`.5` �` �- 4 r o- '' ' ? � `" s!� q ti ten✓ � 'n.b �'`' � , 1 * < + x� "xtC j ,n,,,9, 4r#�3 T .� a�i� .. ,�� �+,, � 1F . 3 O t' _ . �fF � Ir.- % - ; Y i . .• a `.0 I n~ Y ? � . �i 'R A q P a , �'f' C •�, 0 � . �I,See ' If • �: � . ,. : E �x ✓... ,4. .. r :�. . . .. : .. .. �. , ... ? .,..�` -`.� ,i. 's'i'°R, il .. ,.. ,? t>.� ¢ �.�.7"i4 lb/ft 1 1 1 I I R1 R2 3.25 ft 5.00 It 6.67 ft Point Loads P1 Load(Ib) 191 X- Dist.(ft) 0.00 Sloped /Partial Loads Case X1 ft W(X1) lb /ft X2 ft W(X2) lb/ft 1 8.25 44.4 14.92 44.1 Section : 600S162 -97 Single C Stud (X -X Axis) Fy = 50.0 ksi Maxo = 4727.2 Ft -Lb Moment of Inertia, 1 = 4.797 inA4 Va = 10471.8 Ib Deflection limits: Ratio U240 Loads have not been modified for strength checks Loads have not been modified for deflection calculations • Flexural and Deflection Check i Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio • Left Cantilever 820.9 0.174 623.8 None 3646.4 0.171 0.140 U557 Center Span 1825.0 0.386 1547.2 None 3036.1 0.510 0.047 U1278 Right Cantilever 1825.0 0.386 1164.8 None 2919.0 0.399 0.535 L/299 • Ireq'd = 3.849 inA4 Combined Bending and Web Crippling Reaction or Load Bmg Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (lb) (lb) (Ft -Lb) Value Req'd ? R1 207.9 1.00 3902.3 6438.9 820.9 0.13 No R2 842.9 1.00 3902.3 6438.9 1825.0 0.35 No P1 191.1 1.50 1958.5 3427.3 0.0 0.05 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 314.1 820.9 1.00 0.03 0.17 0.03 NA R2 547.5 1825.0 1.00 0.05 0.39 0.15 .NA P1 191.2 0.0 1.00 0.02 0.00 0.00 NA Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V (X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. . Left Cantilever 3.25 -820.9 -314.1 0.03 3.25 -820.9 -314.1 0.04 Page 212 O • 2001 NASPEC w!2004 Supplement Project Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC2 Within Span (Unstlffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (lb) Intr. (ft) (Ft -Lb) (lb) Intr. Center Span 8.25 - 1825.0 -295.4 0.15 8.25 - 1825.0 -295.4 0.16 Right Cantilever 8.25 - 1825.0 547.5 0.15 8.25 - 1825.0 547.5 0.17 DATE PAGE PROJECT e JOB# : j r r i ?w i,. *. ( f p L i.. ' i t' (z e-- Input Variables Stress Increase yree_ cnw . r F1 (Ibs.) = 300.00 1.00 I 63 F2 (Ibs.) = 843.00 1.00 l'' W (in.) = 2.00 L. '/ "1 - L (in.) = 4.00 , H (in.) = 5.50 iiil a ( I e (in.) = 0.75 I r H e2 (in.) = 3.00 `�� a (in.) = 3.00 Fy Clip (ksi) = 50 Fastener Head Dia. to Steel (in.) dw = 0.4150 Fastener Shank Dia.(In.) d = 0.2100 c2 Tall. Fastener @ Steel (Ibs.)= 741 �� Vall. Fastener a Steel (Ibs.? 533 Va11 Fastener (6) Stud (Ibs.)= 457 I Fu Clip Angle (ksi) = 65 Main Member Thickness (in) = 3/16" CUP ANGLE DESIGN: Clip Bending Moment (in-lb) = 226.5563 I - Seismic connection ratio 1 1.000 Mx= F2 *e *.5 Thickness of Clip Angle Req'd. (in) = 0.0908 treq'd = [(6*Mx)/(.6*Fy *H *I))1/2 Clip Angle Required = 12 GA. CLIP ANGLE Design Gage Required (t) = 0.1017 USE: 2" x 4" x 12 GA. CLIP ANGLE x 5.5" LONG FASTENER DESIGN TO STEEL: Prying Action . F2 Bearing Capacity F2 Prying Force © Fastener Centerline (Ibs.) = 1343.43 Allowable Bearing Capacity 1 Fastener (Ibs.) = 1249.38 Prying Force= (F2J(W -e))'W Bearing Capacity = 2.71'Fu *d *I /3 { Pullover F2 Prying Action F1 Allowable Pullover Capacity / Fastener (Ibs.) = 1371.68 Prying Force © Fastener Centerline (Ibs.) = 360.00 Pullover Capacity = 1.5" t"dw*Fu/3 Prying Force= (F1* e2) /(a -112) NUMBER OF FASTENERS REQUIRED: Prying Force F2 + Prying Force F1 + Shear F1 min.(Tall or Pullover) min.(Tall or Pullover) min.(Vall or Bearing) 1343.43 + 360.00 + 300.00 = 2.9 740.80 740.80 533.33 USE: 3 #12 -14 Screw CLIP ANGLE/ STUD CONNECTION Stud: 600S162 -43 NUMBER OF FASTENERS REQUIRED: (F1 +F2 5 / Vail Fastener © Stud = 2.0 USE: 2 #12 -14 Screw F:1Job Files1914820 Frontier Building Corp - Zephyrhill FL Aspen LL worklarch calcs\Lt Gage Clip- Bypass v2.xls Roof Framing System Dead Load Calculator: Weight Roofing (ps) Layer 1 Built Up Roof 3 Layer 2 None 0 Sheathing and Decking Layer 1 1.5 B 22 gage deck galvanized 1.78 Layer 2 None p Framing System 5' o:c. K Joists 3 Ceiling System Finish Accoustical.Drop In 1 Insulation 1 None. 0 Insulation 2 None 0 Collateral Typidaf 3 Sprinkler Yes 1 Misc. Yes 2 Maximum Minimum Top Chord DL= 7.78 7.78 psf Bottom Chord DL= 7 1 psf Total Dead Loads = 14.78 8.78 psf USE: utieF.tiu' psf Add Line Load for Self- Weight of Joist Girders a �= yo Cue = ao 0 Al ifr eisa2vS I v tj 75-0 ._> Sup 4 "' 4 LocAmo `Disc_ P ik t` r J ' ° • Z. 3 474 vs . 5 to* ..., - la. c 4 ea // i q 41* . •■• % ' 4. 11.4 8 4b3 I s it il, 4 % II S. 3 4 r •it- 1 S at. i 3 0 N. 4 11 it. ial 411,. i 8 3 .2 N. . :4 1 8 - i g s,`,, 1 '....-, /49 8 I '■ • ib. ig i .., I 3 I I MI 0 g / • i k,, I 1 ; 9 ' g q . 3 li ki, J. f it - tk, i I 8 ; i 4 ID II I ., 1 1 l k. - i I . 1;- 1 0,....... .., -16 "os,t5.Vib /5 - d - .3; -6 •6 'r 6i6 6 zit' 33 1. - S W,-60,s; 7- ..--. ....-6 ic, :.r.:e• .1..,N;; stf0.a.cf ;s4'.i:-1: 'n 0 2 . _ .t. . . g 1 E I . .1. .. .. • E e e . ., ._, ,... .. .. .. .. - ...:..g 12 - - 1 1131 - - R w V 3 9 11' t1'.4, E Ea ci lag 2 w z • .5 e tn i; t a0 . y m 3--ss DO mo z • It Si ..6 3 igiq Ed4 1;14 I.I.1 0 1 :g 2 1 ?, 1 i I lill Ilill Nth 1: t ill° 'it- II 1 3 t - g'eUlig iZIII .s4A .tglo If _ qg vt 3,3...,i ...t. i-mt -E 1 aa . 3, i.; i4 4 ail - 1 w • - ,_ '332 . 3 III IS 1 i li Z ggi Iti his Pasco County Parcel: 34 -25 -21 -0110- 00000 -0030 001 Page 1 of 2 Search Again Mao Generalized Building Schematic Frequently Asked Questions Estimate Taxes Other Parcel Cards: 1 1 2 1 3 1 4 1 5 Other Agency Data: Tax Collector School Board Supervisor of Elections Data Current as Of: II Weekly Archive - Saturday, December 05, 2009 Parcel ID 34- 25 -21- 0110 - 00000 -0030 (Card: 001 of 005) Classification 11 - Retail Stores, One Story, All Types Mailing Address Property Value FRONTIER DEVELOPMENT Ag Land $0 ZEPHYRHILLS LLC Land $294,678 1801 SW 3RD AVE STE 500 MIAMI, FL 331291496 Building $763,153 Physical Address - See All 5 addresses (First Shown) Extra Features $17,839 7707 GALL BLVD Market Value $1,075,670 ZEPHYRHILLS, FL 33541 Assessed (Save Our Homes) $0 Legal Description (First 4 Lines) See Plat for this Subdivision Taxable Value $1,075,670 ZEPHYRHILLS SUPERCENTER -A REPLAT PB 42 PGS 58 -59 LOT 3 TOGETHER WITH EASEMENT AGREEMENT PER OR 5206 PG 977 I Land Detail (Card: 001 of 005) I Line II Use (IDescriptionll Zoning II Units II Type II Price II Condition II Value 1 II 1100 I STORE 1FLRII 00C2 II 42,800.00 11 SF II $8.10 0 0.85 II $294,678 I Additional Land Information I Acres II 0.98 _JI Tax Area II 30ZH II FEMA Code II -- IICommerical Codell OPAR2CC I Building Information - Use 11 - Retail Stores (One Story) (Card: 001 of 005) Year Built 2003 Stories 1.0 Exterior Wall 1 Concrete or Cinder Block Exterior Wall 2 Cut Block Roof Structure Rigid Frame w /Bar Joist Roof Cover Built -Up Tar and Gravel Interior Wall 1 Drywall Interior Wall 2 None Flooring 1 Ceramic Clay Tile Flooring 2 Carpet Fuel Electric Heat Forced Air - Ducted A/C Packaged Roof Top Baths 2.0 I Line ( I Description II Sq. Feet I Repl. Cost New I 1 II BAS (I 2,720 I $204,544 E xtra Features (Card: 001 of 005) Line 0 Description Year 0 Units 11 Value 1 I PAV ASP 1 2003 II 18,265 II $11,096 I 2 II SWC 2003 I 1,500 $2,063 3 8CBWS 2003 II 343 II $888 4 LIGHTDM 2003 II 2 II $ 3,792 Sales History Previous Owner 1 WAL -MART STORES EAST INC Year II Month I Book /Page 11 Amount 2002 (I 12 I 5206 / 0961 II WD Q $0 2002 I 12 I 5206 / 0965 II WD II $0 2001 11 05 I 4623 / 1363 II WD II $ I http: // appraiser. pascogov.com / search /parcel. aspx ?sec= 34 &twn= 25 &rng=21 &sbb= 0110 &... 12/10/2009 Pasco County Property Appraiser - Physical Address List for: 34- 25 -21- 0110 - 00000 -0030 Page 1 of 1 Welcome : Records Search : Parcel Details : Physical Addresses Physical Address List for Parcel: 34- 25 -21- 0110 - 00000 -0030 Displaying 5 records View in groups of: 10 25 50 100 500 Street Number Street Name • Unit 7707 GALL BLVD 7715 GALL BLVD 7719 GALL BLVD 7725 GALL BLVD 7731 GALL BLVD Pasco County Property Appraiser Page Layout Modified: 2/17/2009 1:10:37 PM The Local Time Is: 12/10/2009 8:41:58 AM http: // appraiser .pascogov.com /search/physadd. aspx ?parcel= 2125340110000000030 12/10/2009 .,►+0.7 1.Q0..CAM LQT.DRtyE E X E L FOND DU LAC, WISCONSIN 54935 i LETTER OF PHONE: (920)926 9800 TRANSMITTAL E N G I IU r R t �l FAX: (920)926-9801 , t 1) i pi City of Zephyrhills JOB NUMBER : 914790 DECEMBER 8, 2009 5335 8 Street ATTN: BILL SURGES Zephyrhills, FL 33542 REGARDING: ASPEN DENTAL ZEPHYRHILL, FLORIDA WE ARE SENDING YOU THE ATTACHED VIA: FORMAT ELECTRONIC FILES ❑ Fax ❑ Next Day UPS a.m. ❑ 8 /2 x 11 Plans ❑ .dwg Autocad 2002 ❑ Website ® Next Day UPS p.m ❑ 11 x 17 Plans ❑ .dwg Autocad 2004 ❑ Mail ❑ DELIVERED ❑ Half size Plans ❑ .plt files ❑ UPS ❑ PICKED UP ® Full size Plans ❑ .pdf files ❑ CD ❑ .tiff files ❑ Other COPIES DATE NUMBER DESCRIPTION 3 Stamped Sets of Plans -each sheet - by Tom & Ray (see attached sheet index) 1 Permit Application 1 Stamped HVAC Calculations 1 Florida Energy Efficiency Code for Building Construction 1 Stamped Structural Calculations THESE ARE TRANSMITTED as checked below: ® For approval ❑ FOR BIDS DUE ON ❑ Returned for corrections ® For your use ❑ Approved as submitted 0 For review and comment ❑ As requested ❑ Approved as noted REMARKS: Please call with any questions, concerns or additional information required. Also, please call after you have reviewed and let me know how much the review fees will be so we can send a check. Thank you. SIGNED: COPY TO : n, Senior Designer If enclosures are not as noted, please notify us at once. W W W 0 W vn w u) o 0) cc ( u) w w coO DATE: 11/19/2009 11/23/2009 - - T1.0 TITLE SHEET, BUILDING DATA, LOCATION MAP, SITE PLAN PRELIM X ' YES T2.0 GENERAL NOTES / SPECIFICATIONS PRELIM X YES T2.1 GENERAL NOTES / SPECIFICATIONS PRELIM X YES ARCHITECTURAL SHEETS D1.1 DEMOLITION FLOOR PLAN PRELIM X YES A1.1 FLOOR PLAN, DOOR SCHEDULE, & DETAILS PRELIM X YES A1.2 ROOF PLAN & DETAILS PRELIM X YES A2.0 BUILDING ELEVATION PRELIM X YES A4.0 WALL SECTIONS & DETAILS PRELIM X YES A5.0 ENLARGED TOILET ROOM PLANS, INT. ELEVATIONS & DETAILS PRELIM X YES A5.1 GENERAL ACCISSIBILITY NOTES & DETAILS PRELIM X YES A6.1 ROOM FINISH PLAN & SCHEDULE PRELIM X YES A7.1 REFLECTED CEILING PLAN & DETAILS PRELIM X YES DENTAL EQUIPMENT SUPPLIED SHEETS MD MEDICAL EQUIPMENT DETAILS PRELIM X YES ELECTRICAL SHEETS ED1.1 DEMOLITION PLAN PRELIM X YES E0.1 LEGEND, ONE LINE DIAGRAM, & SCHEDULES PRELIM X YES E0.2 SPECIFICATIONS & DETAILS PRELIM X YES E1.1L FLOOR PLAN - LIGHTING PRELIM X YES E1.1 P FLOOR PLAN - POWER PRELIM X YES HVAC SHEETS HD1.1 DEMOLITION PLAN PRELIM X YES H0.1 SCHEDULES & SPECIFICATIONS PRELIM X YES H1.1 FLOOR PLAN, LEGEND, DETAILS, & NOTES PRELIM X YES PLUMBING SHEETS P0.1 LEGEND, SPECIFICATIONS, & GENERAL SCHEDULES PRELIM X YES PD1.1 PARTIAL UNDERGROUND AND FLOOR PLANS - DEMOLITION PRELIM X YES P1.0 UNDERGROUND PLAN PRELIM X YES P1.1 FLOOR PLAN PRELIM X YES P1.2 FLOOR PLAN - AIR & VACUUM PIPING PRELIM X YES P2.0 ISOMETRICS & SCHEDULES PRELIM X YES P3.0 DETAILS PRELIM X YES P4.0 SCHEDULES PRELIM X YES EXCEL ENGINEERING INC. 100 Camelot Drive Fond du Lac, WI 54935 920 - 926 -9800 FAX: 920 - 926 -9801 HVAC CALCULATIONS COVER SHEET DATE: November 19, 2009 PROJECT: Aspen Dental Zephyrhills Supercenter 7707 -7731 Gall Ave. Suite A -2 Zephyrhills, FL PROJECT NO.: 914790 OWNER: ASPEN DENTAL MANAGEMENT 281 SANDERS CREEK PARKWAY EAST SYRACUSE, NEW YORK 13057 2/ 8/° Raym d A. Del Ponte Date Professional Engineer HVAC Load Calculations VERSION: 50.0 DATE: 2/24/2009 EXCEL ENGINEERING, INC PROJECT: Aspen Dental DATE: 11/19/09 PROJECT NO.: 914790 HVAC DESIGN DATA IBC BUILDING CHAPTER GROUP A - ASSEMBLY X BROUP B - BUSINESS GROUP E - EDUCATIONAL GROUP F - FACTORY GROUP H - HIGH HAZARD GROUP I - INSTITUTIONAL GROUP M - MERCANTILE GROUP R- RESIDENTIAL GROUP S STORAGE GROUP U - UTILITY AND MISCELLANEOUS ASHRAE WEATHER DATA NEAREST CITY Tampa Bay 1 LATITUDE 44 WINTER DESIGN DRYBULB (99.6 %) -15 SUMMER 1% 2.50% 5% DESIGN DB & MCWB 92/75 89/73 86/71 DESIGN WB 77 75 73 BUILDING ORIENTATION DESIGN CONDITIONS: COUNTY 'Pasco INSIDE OUTSIDE DB DB WB WINTER: 72 36.6 SUMMER: 75 92.5 77.5 BELOW GRADE WALL: 0 0 PARTITION: WINTER: 0 0 SUMMER: 0 0 TEMPERATURES: DEG F CONSTRUCTION COEFFICIENT SUMMARY: SHADING E. L. INFIL. BTUH /S.F. /F COEFF. BTUH /S.F. /F WALL: (1) 0.059 WALL: (2) 0.190 WALL: (3) 1.176 BELOW GRADE: 1.176 PARTITION: 1 1.176 GLASS: (1) 0.300 0.400 GLASS: (2) 0.000 0.000 SKYLIGHTS: 0.000 0.000 ROOF: (1) 0.040 ROOF: (2) 1.282 EXPOSED FLOOR: 1.282 PERIMETER:(E.L.) 0.430 DOOR (OPAQUE): 0.8001 EXCEL ENGINEERING, INC PROJECT. Aspen Dental DATE: 11/19/09 PROJECT NO.: 914790 "U" VALUE CALCULATIONS R WARM SIDE R WARM SIDE R WARM SIDE WALL (1) VALUE SURF TEMP ROOF (1) VALUE SURF TEMP BELOW GRADE WALL VALUE SURF TEMP Fo 0.17 37.0 Fo 0.17 36.8 Fo 0.17 43.7 1.5" EFIS 7.50 52.6 4" EPDM 24.00 71.1 0.00 43.7 3/4" Plywood 0.93 54.6 0.00 71.1 0.00 43.7 2/6 stl stud w /insul 7.10 69.4 0.00 71.1 0.00 43.7 5/8" gyp 0.56 70.6 0.00 71.1 0.00 43.7 0.00 70.6 0.00 71.1 0.00 43.7 0.00 70.6 0.00 71.1 0.00 43.7 0.00 70.6 0.00 71.1 0.00, 43.7 0.00 70.6 0.00 71.1 0.00 43.7 0.00 70.6 0.00 71.1 0.00 43.7 Fi 0 :68 72.0 Fi 0.61 72.0 Fi 0.68 72.0 TOTAL 16.94 TOTAL 24.78 TOTAL 0.85 U =1 /R= 0.059 U =1 /R= 0.040 U =1 /R= 1.176 R WARM SIDE R WARM SIDEI R WARM SIDE WALL (2) VALUE SURF TEMPIROOF (2) VALUE SURF TEMP PARTITION VALUE_ SURF TEMP F o 0.17 37.7 Fo 0.17 44.3 Fo 0.17 0.0 8" CMU w/ insul. 4.40 67.4 0.00 44.3 0.00 0.0 0.00 67.4 0.00 44.3 0.00 0.0 0.00 67.4 0.00 44.3 0.00 0.0 0.00 67.4 0.00 44.3 0.00 0.0 0.00 67.4 0.00 44.3 0.00 0.0 0.00 67.4 0.00 44.3 0.00 0.0 0.00 67.4 0.00 44.3 0.00 0.0 0.00 67.4 0.00 44.3 0.00 0.0 0.00 67.4 0.00 44.3 0.00 0.0 Fi 0.68 72.0 Fi 0.61 72.0 Fi 0.68 0.0 TOTAL 5.25 TOTAL 0.78 TOTAL 0.85 U =1 /R= 0.190 U =1 /R= 1.282 U =1 /R= 1.176 R WARM SIDEI R WARM SIDE WALL (3) VALUE SURF TEMP EXPOSED FLOOR VALUE SURF TEMP Fo 0.17 43.7 Fo 0.17 44.3 0.00, 43.7 0.00 44.3 0.00 43.7 0.00 44.3 0.00 43.7 0.00 44.3 0.00 43.7 0.00 44.3 0.00 43.7 0.00 44.3 0.00 43.7 0.00 44.3 0.00 43.7 0.00 44.3 0.00 43.7 0.00 44.3 0.00 43.7 0.00 44.3 Fi 0.68 72.0 Fi 0.61 72.0 TOTAL 0.85 TOTAL 0.78 U =1 /R= 1.176 U =1 /R= 1.282 EXCEL ENGINEERING, INC PROJECT: Aspen Dental DATE: 11/19/09 PROJECT NO.: 914790 COOLING COMBINED COEFFICIENTS WALL(1) TYPE: c WALL(2) TYPE: c ROOF TYPE (1): 1 ROOF TYPE (2): 0 WALL (3) TYPE: 0 MAX. CLG. [ CLTD + [ ( 78- 75 ) +( 92.5 -85) ] X U = COEFF. WALL (1)* NORTH [ 14 + 11 ] X 0.059 = 1.4 EAST [ 30 + 11 ] X 0.059 = 2.4 SOUTH [ 24 + 11 ] X 0.059 = 2.0 WEST [ 24 + 11 ] X 0.059 = 2.0 WALL (2)* NORTH [ 14 + 11 ] X 0.190 = 4.7 EAST [ 30 + 11 ] X 0.190 = 7.7 SOUTH [ 24 + 11 ] X 0.190 = 6.6 WEST [ 24 + 11 ] X 0.190 = 6.6 GLASS (1) [ 17.5 + 11 ] X 0.300 = 8.4 GLASS (2) 17.5 SKYLIGHT [ 17.5 + 11 ] X 0.000 = 0.0 ROOF (1) ** [ 78 + 11 ] X 0.040 = 3.6 ROOF (2) ** [ 0 + 11 ] X 1.282 = 13.5 PARTITION [ 0 + 11 ] X 1.176 = 12.4 DOOR [ 17.5 + 11 ] X 0.800 = 22.4 WALL (3)* NORTH [ 0 + 11 ] X 1.176 = 12.4 EAST [ 0 + 11 ] X 1.176 = 12.4 SOUTH [ 0 + 11 ] X 1.176 = 12.4 WEST [ 0 + 11 ] X 1.176 = 12.4 * *1989 Fundamentals Chapter 26 Table 29. EXCEL ENGINEERING, INC PROJECT: Aspen Dental DATE: 11/19/09 PROJECT NO.: 914790 HEATING COMBINED COEFFICIENTS HTG. "U" X "T.D." = COEFF. WALL (1) 0.059 X 35.4 = 2.1 WALL (2) 0.190 X 35.4 = 6.7 WALL (3) 1.176 X 35.4 = 41.6 WALL BELOW GRADE 1.176 X 0 = 0.0 PARTITION 1.176 X 0 = 0.0 GLASS (1) 0.300 X 35.4 = 10.6 GLASS (2) 0.000 X 35.4 = 0.0 SKYLIGHT 0.000 X 35.4 = 0.0 ROOF (1) 0.040 X 35.4 = 1.4 ROOF (2) 1.282 X 35.4 = 45.4 EXPOSED FLOOR 1.282 X 35.4 = 45.4 PERIMETER EDGE LOSS 0.430 X 35.4 = 15.2 DOOR 0.800 X 35.4 = 28.3 INFILTRATION (A.C.) X 35.4 = 0.6 EXCEL ENGINEERING, INC PROJECT: Aspen Dental DATE: 11/19/2009 PROJECT NO.: 914790 SHEET: OF SOLAR HEAT GAIN FACTORS 44 DEGREES NORTH LATITUDE (SHGF X CLF X SC) 8:OOAM 12 NOON 4:OOPM SHGF X CLF X SC = COEFF. SHGF X CLF X SC = COEFF. SHGF X CLF X SC = COEFF. N MAY 36 X 0.49 X 0.4 = 7.1 36 X 0.76 X 0.4 = 10.9 36 X 0.79 X 0.4= 11.4 JULY 37 X 0.49 X 0.4 = 7.3 37 X 0.76 X 0.4 = 11.2 37 X 0.79 X 0.4 = 1 11.71 SEPT 28 X 0.49 X 0.4 = 5.5 28 X 0.76 X 0.4 = 8.5 28 X 0.79 X 0.4 = 8.8 OVERHANG FACTOR N 100 100 100 E MAY 219 X 0.51 X 0.4 = 1 44.71 219 X 0.42 X 0.4 = 36.8 219 X 0.26 X 0.4 = 22.8 JULY 215 X 0.51 X 0.4 = 43.9 215 X 0.42 X 0.4 = 36.1 215 X 0.26 X 0.4 = 22.4 SEPT 198 X 0.51 X 0.4 = 40.4 198 X 0.42 X 0.4 = 33.3 198 X 0.26 X 0.4 = 20.6 OVERHANG FACTOR E 0.86 100 100 S MAY 132 X 0.17 X 0.4 = 9.0 132 X 0.59 X 0.4 = 31.2 132 X 0.5 X 0.4 = 26.4 JULY 128 X 0.17 X 0.4 = 8.7 128 X 0.59 X 0.4= 30.2 128 X 0.5 X 0.4 = 25.6 SEPT 211 X 0.17 X 0.4 = 14.3 211 X 0.59 X 0.4 = 1 49.81 211 X 0.5 X 0.4 = 42.2 OVERHANG FACTOR S 1.59 1.39 1.59 W MAY 219 X 0.13 X 0.4 = 11.4 219 X 0.16 X 0.4 = 14.0 219 X 0.57 X 0.4 = 1 49.91 JULY 215 X 0.13 X 0.4 = 11.2 215 X 0.16 X 0.4 = 13.8 215 X 0.57 X 0.4 = 49.0 SEPT 198 X 0.13 X 0.4= 10.3 198 X 0.16 X 0.4 = 12.7 198 X 0.57 X 0.4 = 45.1 OVERHANG FACTOR W 100 100 0.86 HORZ... MAY 257 X 0.28 X 0 = 0.0 257 X 0.66 X 0 = 0.0 257 X 0.67 X 0 = 1 0.01 JULY 254 X 0.28 X 0= 0.0 254 X 0.66 X 0= 0.0 254 X 0.67 X 0= 0.0 SEPT 199 X 0.28 X 0= 0.0 199 X 0.66 X 0= 0.0 199 X 0.67 X 0= 0.0 1 o000000000000000000000 "00000000000 0 0 0 o O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 III 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 0 CI 0 000000000000000000000000000000000! 0 0 0 0 Co o 0 0 0 0 0 0 0 0 0 Co 0 0 0 0 0 0 0 0 O O 0 0 o 0 0 0 0 0 0 0 0 Co 0 Co 0 0 0 0 0 o 0 0 0 Co 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ', III � � 0 0 Co 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 Co 0 0 0 0 0 0 0 0 0 0 0 0 0 i � 0 0 Co 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ts 000 0 0 0 0 0 0 0 0 o � 0 1 N 1 1 0000000000000000000000000000000001 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O III 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 Co 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 0 0 Co 0 0 0 0 0 0 0 Co 0 III I to ■ 0 0 0 0 0 Co 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 III 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Co 0 0 0 0 0 0 0 0 0 0 0 0 0 Co Co 0 Co 0 0 Co 0 0 0 0 0 0 0 0 0 0 0 F 7 • 1 CL j 0 0 0 C2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Z 3` — 0 0 0 0 0 0 0 o O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m 0 0 0 0 0 0 0 0 m r r M 1 o 0 o 0 0 o o o o o o o o o o o 0 o o o o o 0 o o o o o o o o o o 1 O Z Q o s o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o I II 8 0 c7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 10 0 0 0 0 0 0 000000000000000000000000000000000 I 0$400 00000000000000000000000000000I 000000000000000000000000000000000 O W O O O O O O O O O O O O O O O O O O *0 O O O ^ ' 0 1 0 0 0 0 0 0 F Z > o U F 2 Q d N a c1 0 0 V N 0 3 3 O 0 o o m o �E-000 0 0 , ,0) „000000000 „0000° , , , , , , LL Z X Xf OZ Z z z� K O o y m F m F J 0 M — o o o v, Og o � o Z o w 0 W l- z w 0) Q Q R a' N h 10 h W J LL = K J O K WW OZZ O a1' y . a au .a uuu Feu- 0 re wwm00¢' 1- OLLKCIY 1-1-40.14w 0 Q c 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O C. m o o 0 0 0 0 0 0 0 0 0 0 CO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E , 9 o 0 0 0 o o o 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Y N o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000000000000000000000000000000 0 N oc41 . 00000000poocz00000000poop0000000 N N V c • 000000000000000000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O Q 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 a � p 000000000000000000000000000000000 O I D ? 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E I O o 0 0 0 0 0 0 o O 0 0 0 o O 0 0 0 0 0 0 0 O 0 O 0 0 0 0 0 0 0 0' O 0 m o °° Z u a v 0 Q m Z O w LL O 0 J O Z J K 0 U Z O 020 J g Q O O N Z O IL w O w 1- Z K m Q a g K- N M O 0 (O 1-- a0 J LL = K Z O O o owDKZZ O K >t it it Ait it it W Q m U N K K w w 00 Q t- O d d z d s d z d I - I - ¢ w w i s a . K K m 00a? , m . . 0 - - . . o)4)JMK Ill J W 0 W m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o O m y r 7 R * 1 2 i 04 e- 0) I� N 1� 1� O t0 O O O .- '- f� M t0 c0 N O o (O N t o '— o o o o O O N O N N O (0) O O ((pp N U) O (O (O . - J 1 O CO N CO N N CO O n n O O.- CO 0 .- g FI, N X 01 4 11- , o I: O M n N )� r O O o 0 0 - .- I� 0 0 ((pp O N O O O N O O, O O O 0 0 CS I O 0 N O N N O M O O (O (O (0 N O N (O .- ' O.— CO (O (0 04 04 O O I. r O O O O co ._ u) . - W F F- 0 0 0 0 0 0 CO 0 0 0 0 0 0 0 CO CO CO CO CO CO CO CO 0 0 0 (O (O 0 0 0 0 0 0 0 0 W N V N N N N N N 04 N 04 N C N a g O a 1 o o(o CO ( - o 0 0 0 0 0 v m ( O ( n O m ( n o o m n o.- 0 0 0 0 0 11 11 (0 , , M O N O N N O 0) W O O V CO O) 0 O N 0 1 O O 0 .- V (O V N N (O N (O O 0- CO OD 0) O N .- 0) F N' O z J or o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r- H 01 ro N N 6 4 CO m • 3 J 0 o 0 0 0 00000000 0000000000000000000000 0 U N D: E J o Q O 000000000 000000000000000000000000 0 3 '0 2 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000000000000000000 0 O '- CC g Y or 0 0000OOOOOOO00000o0000000000000 r' N < W r co I O w a O O O O o 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 V z r CI) w S , N w p O O N N 2O N N O 0 0 0 .— • - 04 0 0 ( O p {(0 4 O 0 (OO O O ( 0 X 0 0 0 0 0, 2 Q Q i O ( n O (O (0 N N CO CO I n o55— O 4- 0 J r O co I-- CD W 0 0 0 o0 0 O 0 0 O O 0 O O O O O O O O O O O o O (O (0 0 0 0 0 0 O 0 0 - N V 04 (V N N N N N N N N V V cn O O , 0 co m 0. 0 0 0 O r n (O O o 0 g V 0) (O (O O O (O 0) (0 O .- o 0 0 0 0 O (0 (0 O 0 n N O N N 0 00 O) 0) O O CO CO 0 0 0) O N (O .— O _ O V (O ? R N N tO (O O V 1--- CO CO Cr) O N` 0) C7 - 01 J � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0, O (O Q x O r F2 000000000000000000000000000000000 o f O 1- 000000000000000000000000000000000 0 000000000000000 0000000000000000'00 0 m ,_ 00000000000000 0000000000000000000 0 W 0 m 00 0000000000000000000000000000000 0 O Z r ' a 7 PROJECT #914820 STRUCTURAL CALCULATIONS FOR ASPEN DENTAL ZEPHYRHILLS, FL DATE: NOVEMBER 19, 2009 GOVERNING CODES: 2007 FLORIDA BUILDING CODE • ACI 318 -05 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE • ACI 530/530.1 -05 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES • AISC 360 -05 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS • AF &PA NDS -05 NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION WITH 2005 SUPPLEMENT • APA PDS -04 PANEL DESIGN SPECIFICATION • AISI 2001 NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD - FORMED STEEL STRUCTURAL MEMBERS WITH 2004 SUPPLEMENT ALLOWABLE STRESSES: MASONRY: f m =1500 PSI STEEL: PLATES, ANGLES, CHANNELS, S- SHAPES: ASTM A36 (F =36 KSI) WIDE FLANGE SHAPES: ASTM A992/A572 (F =50 KSI) TUBE SECTIONS: ASTM A500, GRADE B (F=46 KSI) PIPE SECTIONS: ASTM A35, TYPE E OR S, GRADE B (F =35 KSI) ANCHOR BOLTS: ASTM A307 (F„ =1 0 KSI, F =20 KSI) LIGHT GAUGE SHAPES: 18GA. AND LIGHTER: ASTM 446 GRADE A (F =33 KSI) 16GA. AND HEAVIER: ASTM 446 GRADE D (F =50 KSI) LUMBER: DF #1/ #2 Fb =850 PSI F 180 PSI F 1400 PSI E =1600 KSI SPF #1/ #2 F =875 PSI F 135 PSI F 1150 PSI E =1400 KSI SPF STUD FB =675 PSI Fv =135 PSI FC =725 PSI E =1200 KSI LVL F =2600 PSI F 285 PSI F 2510 PSI E =1800 KSI CONCRETE: fC =3000 PSI MINIMUM STRENGTH AT 28 DAYS (FOOTING, WALL) f C =3500 PSI MINIMUM STRENGTH AT 28 DAYS (SLAB ON GRADE) fc=4000 PSI MINIMUM STRENGTH AT 28 DAYS (COLUMN, PIER, BEAM, SLAB) REINFORCING BARS: ASTM A615, GRADE 60 (F =60 KSI) Wind Speed Results for Zephyrhills, FL 33539 Page 1 of 2 Sponsored Links: 9 Znph tt a, 1 WindSpeedByZip is.. .,: lc.: . r< Ir 2 <,:r;., , ,, „ - . E a rr- n :3-3 . .ti...... - : r .u.z , n ., a To determine the basic windspeed, fill in the address below. 'r: :. <_ ^ `.I! Search results for: Zephyrhills, FL 33539 Latitude:28.23 Longitude: -82.18 Located between the 100 mph and th • 10 mph contours. nterpolation between these two contours yields a basic wind speed of 106 *. NOTE! The prescriptive methods as set forth in Section R602.10 of the 2006 IRC are not permitted where the basic wind speed exceeds 100 mph in hurricane -prone regions or 110 mph elsewhere. Contact ,! !..A for a fast and cost - effective design. c€,.< -?e rE' fo. iha c,rz?t3n9 4 as:. az phis I. r<e:a z,: ()IA Street: City: State: zip Submit J u °C °t ( r 1 L rett F'n ^„ 1 7' a. r y a Munn ngham L Estates asdia id L:/ D vC M� r- zepnyrhril5 - id 88 North �„ sa r ,,.. 41 '1,>"1, a it .are F2; rt 4 e rr iax Ni,w�rt t a t� * Zepltyrhilis Qphyrhilis ;rts West ' Ze .hyrh<lls �9 Muriapai.�rpan; i,. is _ : Iii ,, ,I. ,i .. 3 i 't•,: ^. •. Zepsyrhn;is Sodtn or.Cey hd ord er F� :'.ria e1 ancej 7e - 49 Ell ,: n Map data ®1009Gaagle- Windspeed Contour Lines Hatched Areas LEGEND Local Info: http://www.windspeedbyzip.com/recent/38555155.html 11/18/2009 Excel Engineering, Inc. 11/18/2009 Page # Design Pressure Coefficients: Analytical Method - All Heights (ASCE 7 -05) (positive pressure acts inward, negative acts outward) : Basic wind speed (3- second gust) = I 110.0 I mph (V) ASCE F6 -1 : Exposure factor = B ASCE 6.5.6.3 : Occuancy category = 11 ASCE T1 -1 : Building dimension (gable) = 141.3 ft : Building dimension (eave) = 84.7 ft : Joist support height = 16.00 ft (hj) : Joist spacing = 5.40 ft (s) : Parapit height = 4.00 ft (hp) : Roof pitch = 0.00 /12 (r) : Building style = Enclosed ASCE 6.2 : Topographic type = None ASCE 6.5.7.1 : Height of topographic relative to upwind terrain = 0.00 ft (H) ASCE 6.3 : Upwind distance to difference in elevation of 1/2 topographic height = 0.00 ft (L ASCE 6.3 : Distance from crest to building site (downwind positive) = 0.00 ft (x) ASCE 6.3 : Building height = (hj +hp) = 20.00 (z) : Mean roof height = 16.00 ft (h) ASCE 6.3 : Minimum height exposure constant = 30.00 ft (z ASCE T 6 -2 : Equivalent height of structure = max(z = 30.00 ft (zb) ASCE 6.5.8.1 : Importance factor = 1.00 (l ASCE T6 -1 : Height of atmospheric boundary layer = 1200.00 ft (z ASCE T6 -2 : 3- second gust speed power law exponent = 7.00 (a) ASCE T6 -2 : Velocity pressure exposure coefficient at z (case 2) = 0.624 (K ASCE T6 -3 : Velocity pressure exposure coefficient at h (case 2) = 0.585 (K ASCE T6 -3 : Velocity pressure exposure coefficient at h (case 1) = 0.701 (K ASCE T6 -3 : Wind directionality factor = .I 0.85 (K ASCE T6-4 : Ratio of topographic height to distance of 1/2 topographic height = 0.000 (H /L : Ratio of distance from crest to building to distance of 1/2 topographic height = 0.000 (x/L : Horizontal attenuation factor = 1.000 (A) ASCE F6-4 : Height attenuation factor = 1.000 (y) ASCE F6-4 : Topographic shape & max. speed up effect factor = 0.950 (C ASCE F6-4 z =h /3 z =h ASCE F6-4 : K = (C /L = 1.000 1.000 (K ASCE F6-4 : K ( /(Lh)) /(1-)) = 1.000 1.000 (K ASCE F6-4 K = e ((- Y)(z) /(Ln)> = 1.000 1.000 (K3) ASCE F6-4 : Topographic factor = (1 +((K = 1.00 1.00 (K ASCE E6 -3 : Velocity pressure @ z (case 2) = (.00256)(K = I 16.43 psf (q ASCE E6 -15 : Velocity pressure @ h (case 2) = (.00256)(K = I 15.41 psf (q ASCE E6 -15 : Velocity pressure @ h (case 1) = (.00256)(K = I 18.45 I sf p (qni) ASCE E6 -15 eave gable : Integral length scale factor = 320.00 320.00 (B) ASCE T6 -2 : Integral length scale power law exponent = 0.33 0.33 (E) ASCE T6 -2 : Integral length scale of turbulence = P/(zb /33)` = 330.33 330.33 (L ASCE E6 -7 : Background response = (1/(1 +(.63)((B +h) /Lz)63)).5 = 0.86 0.83 (Q) ASCE E6 -6 : Turbulence intensity factor = 0.30 0.30 (c) ASCE T6 -2 : Intensity of turbulence = (c)(33/zb) = 0.30 0.30 (I ASCE E6 -5 : Gust effect factor = (. 925)(( 1+ 1. 7( 3.4)(I /(1 +(1.7)(3.4)(I = I 0.84 II 0.82 I (G) ASCE E6-4 : Internal pressure coefficient = I 0.18 II 0.18 I (GC ASCE F6 -5 : Edge strip dimension (10% of least horizontal dimension) = 8.47 ft (a) ASCE F6 -11 : Edge strip dimension (.4)(z) = controls 8.00 ft (a) ASCE F6 -11 : Edge strip dimension (4% of least horizontal dimension) = 3.39 ft (a) ASCE F6 -11 : Edge strip dimension (3 ft) = 3.00 ft (a) ASCE F6 -11 F: \Standards\500 Structural \Calculation Spreadsheets \SPREADSHEETS\2006 IBC analytical wind - steel - flat - 1 story.xls Excel Engineering, Inc. 11/18/2009 Page # Building Roof Diaphragm Design : Wind parallel to ridge : Analytical Method - All Heights (ASCE 7 -05) I (positive pressure acts inward, negative acts outward) : Building dimension parallel to wind direction (eave) = 84.7 ft (L) ASCE 6.3 : Building dimension normal to wind direction (gable) = 141.3 ft (B) ASCE 6.3 : Height above ground level = 20.00 ft (z) ASCE 6.3 : Roof pitch = 0.00 /12 (r) : Design velocity = 110.0 mph (V) ASCE F6 -1 : Parapet height = 4.00 ft (hp) : Roof rise = (B/2)(r/12) = 0.00 ft (y) : Mean roof height = 16.00 ft (h) : Velocity pressure © z (case 2) = 16.43 psf (Q ASCE E6 -15 : Velocity pressure @ h (case 2) = 15.41 psf (q ASCE E6 -15 : Gust effect factor = 0.82 (G) ASCE E6-4 : Internal pressure coefficient = 0.18 (GC,„,) ASCE F6 -5 : Pressure coefficients: Windward wall = 0.80 (Cp) ASCE F6 -6 Roof (0 to h /2) = -0.90 (Cp) ASCE F6 -6 Roof (h /2 to h) = -0.90 (Cp) ASCE F6 -6 Roof (h to 2h) = -0.50 (Cp) ASCE F6 -6 Roof (> 2h) = -0.30 (Cp) ASCE F6 -6 Leeward wall = -0.50 (Cp) ASCE F6 -6 Side walls = -0.70 (Cp) ASCE F6 -6 Windward parapet = 1.50 (GC ASCE 6.5.12.2.4 Leeward parapet = -1.00 (GC ASCE 6.5.12.2.4 -GC +GC : Windward wall design pressure = ((gz)(G)(CP)) ((gh2)(GC0)) = 13.58 8.03 psf (P1) ASCE E6 -17 : Windward parapet design pressure = (g = 24.64 24.64 psf (P1 p) ASCE E6 -20 : Leeward wall design pressure = ((gh2)(G)(CP)) ((gh2)(GC _ -3.56 -9.11 psf (P2) ASCE E6 -17 : Leeward parapet design pressure = (gz)(GCPn) = -16.43 -16.43 psf (P2p) ASCE E6 -20 : Side wall design pressure = ((gh2)(G)(Cp)) ((gh2)(GCp,)) = -6.09 -11.64 psf (P5) ASCE E6 -17 : Horizontal force at eave = ((h /2)(P1- P2)) +((hp)(P1 p -P2p)) = 301.37 301.37) plf : Horizontal force at peak = ((y)(P1 -P2)) = - 0.00 0.00 plf (HRp) : Total force transferred to shearwall = (( (HRe))(B /2)) +((1 /2)(HRp)(B /2))) = controls.over minimum 21296.4 Ib (V) : Diaphragm unit shear = (V) /(L) = controls.nver minimum 251.52 plf (v) : Minimum Method (IBC 1609.1.2)1 : Horizontal force at eave = (10 psf)(h /2 +hp) = 120.00 pif (HRem) : Horizontal force at peak = (10 psf)(y) = 0.00 plf (HRem) : Total force transferred to shearwall = ((( HRem)(B /2)) +((1 /2)(HRpm)(B /2))) = 8479.8 Ib (Vmin) : Diaphragm unit shear = (V /(L) = 100.15 pif (v : Roof Deck Design 1 : Aspect ratio 4 = 1.67 < 4.00 I k Roof Panels 1.5B -22ga 5/8" Puddle Welds s 234.6 plf E ESIGN ` Pattern: 36/4 , HIM EDN PAF's = 207.7 lDESIGN ! *.4 Sidalap: (1) #10 Screw : Chord Design 1 : Max .compression force = max((( HRpm)( B )) /(12L) +(((HRem)(B /(8L),((( HRp )(B /(12L) +(((HRe)(B /(8L)) 8886.90 Ib (C) : Max. tension force = max((( HRpm)( B )) /(12L) +(((HRem)(B /(8L),((( HRp )(B /(12L) +(((HRe)(B /(8L)) = 8886.90 Ib (T) Using: 1 L4X4X1/4 Steel Angle ( Allowable compressive force = O.K. 14600.0 Ib (C') AISC -13 T4 -12 : Allowable tensile force = (.6)(Fy)(A) = O.K. 41904.0 Ib (T') : Chord area = 1.94 in (A) : Chord allowable yield stress = 36000.00 psi (Fy) F: \Standards \500 Structural \Calculation Spreadsheets\SPREADSHEETS\2006 IBC analytical wind - steel - flat - 1 story.xls Excel Engineering, Inc. 11/18/2009 Page # Design Pressure Coefficients: Analytical Method - All Heights (ASCE 7 -05) (positive pressure acts inward, negative acts outward) : Basic wind speed (3- second gust) _ I 110.0 I mph (V) ASCE F6 -1 : Exposure factor = B ASCE 6.5.6.3 : Occuancy category = II ASCE T1 -1 : Building dimension (gable) = 141.3 ft : Building dimension (eave) = 84.7 ft : Joist support height = 16.00 ft (hj) : Joist spacing = 5.40 ft (s) : Parapit height = 9.00 ft (hp) : Roof pitch = 0.00 /12 (r) : Building style = Enclosed ASCE 6.2 : Topographic type = None ASCE 6.5.7.1 : Height of topographic relative to upwind terrain = 0.00 ft (H) ASCE 6.3 : Upwind distance to difference in elevation of 1/2 topographic height = 0.00 ft (L ASCE 6.3 : Distance from crest to building site (downwind positive) = 0.00 ft (x) ASCE 6.3 : Building height = (hj +hp) = 25.00 (z) : Mean roof height = 16.00 ft (h) ASCE 6.3 : Minimum height exposure constant = 30.00 ft (z ASCE T 6 -2 : Equivalent height of structure = max(z = 30.00 ft (zb) ASCE 6.5.8.1 : Importance factor = 1 1.00 (I ASCE T6 -1 : Height of atmospheric boundary layer = 1200.00 ft (z ASCE T6 -2 : 3- second gust speed power law exponent = 7.00 (a) ASCE T6 -2 : Velocity pressure exposure coefficient at z (case 2) = 0.665 (K ASCE T6 -3 : Velocity pressure exposure coefficient at h (case 2) = 0.585 (K ASCE T6 -3 : Velocity pressure exposure coefficient at h (case 1) = 0.701 (K ASCE T6 -3 : Wind directionality factor = J 0.85 (K ASCE T6-4 : Ratio of topographic height to distance of 1/2 topographic height = 0.000 (H /L : Ratio of distance from crest to building to distance of 1/2 topographic height = 0.000 (x/L : Horizontal attenuation factor = 1.000 (µ) ASCE F6-4 : Height attenuation factor = 1.000 (y) ASCE F6-4 : Topographic shape & max. speed up effect factor = 0.950 (Cm) ASCE F6-4 z =h/3 z =h ASCE F6-4 : K = (C /L = 1.000 1.000 (K ASCE F6-4 : K2 = ( ((IxI /(Lh)) /(µ)) = 1.000 1.000 (K2) ASCE F6-4 K3 = e((-Y)(z) /(1-h» = 1.000 1.000 (K3) ASCE F6-4 : Topographic factor = (1 +((K = 1.00 1.00 (K ASCE E6 -3 : Velocity pressure @ z (case 2) = (.00256)(K = I 17.51 I sf p (qz) ASCE E6 -15 : Velocity pressure @ h (case 2) = (.00256)(K = I 15.41 I psf 42) ASCE E6 -15 : Velocity pressure @ h (case 1) = (.00256)(K = 18.45 psf (q ASCE E6 -15 eave gable : Integral length scale factor = 320.00 320.00 (t) ASCE T6 -2 : Integral length scale power law exponent = 0.33 0.33 (E) ASCE T6 -2 : Integral length scale of turbulence = P/(zb /33)` = 330.33 330.33 (L ASCE E6 -7 : Background response = (1/(1 +(.63)((B +h) /Lz) 63 = 0.86 0.83 (Q) ASCE E6 -6 : Turbulence intensity factor = 0.30 0.30 (c) ASCE T6 -2 : Intensity of turbulence = (c)(33/zb) = 0.30 0.30 Oz) ASCE E6 -5 : Gust effect factor = (. 925)(( 1+ 1. 7( 3.4)(I /(1 +(1.7)(3.4)(I = I 0.84 I 0.82 (G) ASCE E6-4 : Internal pressure coefficient = 1 0.18 1 0.18 1 (GC,,,) ASCE F6 -5 : Edge strip dimension (10% of least horizontal dimension) = controls 8.47 ft (a) ASCE F6 -11 : Edge strip dimension (.4)(z) = 10.00 ft (a) ASCE F6 -11 : Edge strip dimension (4% of least horizontal dimension) = 3.39 ft (a) ASCE F6 -11 : Edge strip dimension (3 ft) = 3.00 ft (a) ASCE F6 -11 F: \Job Files \914790 Aspen Dental - Zephyrhill FL \arch calcs\2006 IBC analytical wind - steel - flat - 1 story Typ Parapet.xls Excel Engineering, Inc. 11/18/2009 Page # Building Roof Diaphragm Design : Wind parallel to ridge : Analytical Method - All Heights (ASCE 7 -05) (positive pressure acts inward, negative acts outward) : Building dimension parallel to wind direction (eave) = 84.7 ft (L) ASCE 6.3 : Building dimension normal to wind direction (gable) = 141.3 ft (B) ASCE 6.3 : Height above ground level = 25.00 ft (z) ASCE 6.3 : Roof pitch = 0.00 /12 (r) : Design velocity = 110.0 mph (V) ASCE F6 -1 : Parapet height = 9.00 ft (hp) : Roof rise = (B/2)(012) = 0.00 ft (y) : Mean roof height = 16.00 ft (h) : Velocity pressure @ z (case 2) = 17.51 sf p (qz) ASCE E6 -15 : Velocity pressure @ h (case 2) = 15.41 sf P (qh2) ASCE E6 -15 : Gust effect factor = 0.82 (G) ASCE E6-4 : Internal pressure coefficient = 0.18 (GC ASCE F6 -5 : Pressure coefficients: Windward wall = 0.80 (Cp) ASCE F6 -6 Roof (0 to h /2) = -0.90 (Cp) ASCE F6 -6 Roof (h /2 to h) = -0.90 (CO ASCE F6 -6 Roof (h to 2h) = -0.50 (Cp) ASCE F6 -6 Roof (> 2h) = -0.30 (Cp) ASCE F6 -6 Leeward wall = -0.50 (Cp) ASCE F6 -6 Side walls = -0.70 (Cp) ASCE F6 -6 Windward parapet = 1.50 (GC ASCE 6.5.12.2.4 Leeward parapet = -1.00 (GC ASCE 6.5.12.2.4 -GC +GC : Windward wall design pressure = ((gz)(G)(CP)) ((gh2)(GC0)) = 14.29 8.74 psf (P1) ASCE E6 -17 : Windward parapet design pressure = (Q = 26.26 26.26 psf (Pip) ASCE E6 -20 : Leeward wall design pressure = ((gh2)(G)(CP)) ((gh2)(GCPi)) = -3.56 -9.11 psf (P2) ASCE E6 -17 : Leeward parapet design pressure = (g = -17.51 -17.51 psf (P2p) ASCE E6 -20 : Side wall design pressure = ((gh2)(G)(CP)) ((gh2)(GC0)) = -6.09 -11.64 psf (P5) ASCE E6 -17 : Horizontal force at eave = ((h /2)(P1- P2)) +((hp)(P1p -P2p)) = 11111111111110 536.75 plf (HRe) C�3 : Horizontal force at peak = ((y)(P1 -P2)) = 0.00 0.00 plf (HRp) : Total force transferred to shearwall = (( (HRe))(B /2)) +((1 /2)(HRp)(B /2))) = contrals.over minimum 37929.4 Ib (V) : Diaphragm unit shear = (V) /(L) = controls.ovar minimum 447.97 plf (v) : Minimum Method (IBC 1609.1.2)1 : Horizontal force at eave = (10 psf)(h /2 +hp) = 170.00 plf (HRem) : Horizontal force at peak = (10 psf)(y) = 0.00 plf (HRem) : Total force transferred to shearwall = ((( HRem)(B /2)) +((1 /2)(HRpm)(B /2))) = 12013.1 Ib (Vmin) : Diaphragm unit shear = (V /(L) = 141.88 plf (Vmin) : Roof WO Design e, I : Asp, ratio = (B /L) s 1.67 It 4.00 Roof Panels 1.5B- 2200 5/8" Puddle Welds = w 34.6 , RESIGN a * f Pattern: 36/4 HMI EDN q/i,p's = .4-./ , a: "` ar 207.7 plf ! DESIGN Sidelap: (1) #10 TEK Scre r I : Chord Design : Max .compression force = max((( HRpm)( B )) /(12L) +(((HRem)(B /(8L),((( HRp )(B /(12L) +(((HRe)(B /(8L)) 15827.81 Ib (C) : Max. tension force = max((( HRpm)( B )) /(12L) +(((HRem)(B /(8L),((( HRp )(B /(12L) +(((HRe)(B /(8L)) = 15827.81 Ib (T) Using: 1 L4X4X1/4 Steel Angle (n) : Allowable compressive force = REDESIGN 14600.0 Ib (C') AISC -13 T4 -12 : Allowable tensile force = (.6)(Fy)(A) = O.K. 41904.0 Ib (T') : Chord area = 1.94 i (A) : Chord allowable yield stress = 36000.00 psi (Fy) F: \Job Files \914790 Aspen Dental - Zephyrhill FL \arch calcs\2006 IBC analytical wind - steel - flat - 1 story High Parapet.xls ' Excel Engineering, Inc. 11/18/2009 Page # Component Wind Load Determination : Basic wind speed (3- second gust) = 110.00 mph (V) ASCE F6 -1 : Exposure factor = B ASCE 6.5.6.3 : Importance factor = 1.00 (I ASCE T6 -1 : Roof pitch = 0.00 deg (0) : Mean roof height = 16.00 ft (h) ASCE 6.3 : Velocity pressure @ h (case 1) = 18.45 sf p (q ASCE E6 -15 : Internal pressure coefficient = 0.18 (GC ASCE F6 -5 : Edge zone dimension = 8.47 ft (a) ASCE F6 -11 External pressure coefficients Effective Area (ft ZONE 10.0 20.0 50.0 100.0 200.0 500.0 ROOF 1 0.30 -1.00 0.27 -0.97 0.23 -0.93 0.20 -0.90 0.20 -0.90 0.20 -0.90 (GC ASCE F6 -11b ROOF 2 0.30 -1.80 0.27 -1.59 0.23 -1.31 0.20 -1.10 0.20 -1.10 0.20 -1.10 (GC ASCE F6 -11 b ROOF 3 0.30 -2.80 0.27 -2.29 0.23 -1.61 0.20 -1.10 0.20 -1.10 0.20 -1.10 (GC ASCE F6 -11b OH 1 0.30 -1.70 0.27 -1.67 0.23 -1.63 0.20 -1.60 0.20 -1.39 0.20 -1.11 (GC ASCE F6 -11b 01-I 2 0.30 -1.70 0.27 -1.67 0.23 -1.63 0.20 -1.60 0.20 -1.39 0.20 -1.11 (GC ASCE F6 -11b OH 3 0.30 -2.80 0.27 -2.20 0.23 -1.40 0.20 -0.80 0.20 -0.80 0.20 -0.80 (GC ASCE F6 -11b WALL 4 1.00 -1.10 0.95 -1.05 0.88 -0.98 0.82 -0.92 0.77 -0.87 0.70 -0.80 (GC ASCE F6 -11a WALL 5 1.00 -1.40 0.95 -1.29 0.88 -1.15 0.82 -1.05 0.77 -0.94 0.70 -0.80 (GC ASCE F6 -11a : Component pressure = (g -(- GC psf (p) ASCE E6 -22 : Component suction = (g -( +GC psf (p) ASCE E6 -22 C&C pressure /suction (Minimum = 10 psf) Effective Area (ft ZONE 10.0 20.0 50.0 100.0 200.0 500.0 ROOF 1 10.00 -21.77 10.00 -21.21 10.00 -20.48 10.00 -19.92 10.00 -19.92 10.00 -19.92 ROOF 2 10.00 -36.52 10.00 -32.64 10.00 -27.50 10.00 -23.61 10.00 -23.61 10.00 -23.61 ROOF 3 10.00 -54.97 10.00 -45.53 10.00 -33.05 10.00 -23.61 10.00 -23.61 10.00 -23.61 OH 1 10.00 -34.68 10.00 -34.12 10.00 -33.39 10.00 -32.83 10.00 -28.98 10.00 -23.73 OH 2 10.00 -34.68 10.00 -34.12 10.00 -33.39 10.00 -32.83 10.00 -28.98 10.00 -23.73 OH 3 10.00 -54.97 10.00 -43.86 10.00 -29.18 10.00 -18.08 10.00 -18.08 10.00 -18.08 WALL 4 21.77 -23.61 20.79 -22.63 19.49 -21.33 18.51 -20.35 17.53 -19.37 16.23 -18.08 WALL 5 21.77 -29.15 20.79 -27.18 19.49 -24.59 18.51 -22.63 17.53 -20.67 16.23 -18.08 • Excel Engineering, Inc. 11/18/2009 Page # Wall Stud Component Wind Load Determination : Studwall overall height = 15.00 ft (hs) : Parapet height = 9.00 ft (hp) : Stud spacing = 16.00 in (sp) : Effective stud area = max((hs *sp),(hs *hs /3)) = 75.00 sf (As) ASCE 6.2 : Effective parapet area = max((hp *sp),(hs *hs /3)) = 27.00 sf (Ap) ASCE 6.2 : Velocity pressure @ h (case 1) = 18.45 psf (qh ASCE E6 -15 : Internal pressure coefficient = 0.18 (GC ASCE F6 -5 : Edge zone dimension = 8.47 ft (a) ASCE F6 -11a : External pressure coefficients: parapet stud Zone 4,5 pressure = 0.92 0.85 (GC ASCE F6 -11a Zone 4 suction = -1.02 -0.95 (GC ASCE F6 -11a Zone 5 suction = -1.25 -1.09 (GC ASCE F6 -11a : Overall stud (Minimum C &C pressure /suction = 10 psf) +GCpi -GCpi : Zone 4,5 pressure = (g -GC = 12.28 18.92 psf (p ASCE E6 -22 : Zone 4 suction = (g -GC = 20.76 14.12 psf (s45) ASCE E6 -22 : Zone 5 suction = (g -GC = 23.44 16.80 psf (s ASCE E6 -22 : Parapet (Minimum C &C pressure /suction = 10 psf) +GCpi -GCpi : Zone 4,5 pressure = (g -GC = 13.72 20.36 psf (p ASCE E6 -22 : Zone 4 suction = (g -GC = 22.21 15.57 psf (s ASCE E6 -22 : Zone 5 suction = (g -GC = 26.33 19.69 psf (s ASCE E6 -22 : Seismic loading (wall elements) = 8.62 psf ASCE 13.5 : Seismic loading (connections) = 26.93 psf ASCE 13.5 : Maximum pressure /suctions (A < =10 sf) : External pressure coefficients: Zone 4,5 pressure = 1.00 (GC ASCE F6 -11a Zone 4 suction = -1.10 (GC ASCE F6-11a Zone 5 suction = -1.40 (GC ASCE F6 -11a +GCpi -GCpi : Zone 4,5 pressure = (gh -GC = 15.13 21.77 psf (p) ASCE E6 -22 : Zone 4 suction = (g -GC = 23.61 16.97 psf (s ASCE E6 -22 : Zone 5 suction = (gh -GC = 29.15 29.15 psf (s ASCE E6 -22 : Member loading parapet main : Zone 4 stud pressure /parapet suction = 54.83 25.22 plf : Zone 4 stud suction /parapet pressure = 54.83 27.68 plf : Zone 5 stud pressure /parapet suction = 60.33 25.22 plf : Zone 5 stud suction /parapet pressure = 58.41 31.26 plf : Seismic load = 35.91 35.91 plf Member reactions R R : Zone 4 stud pressure /parapet suction = - 294.43 939.23 Ib : Zone 4 stud suction /parapet pressure = - 287.06 946.61 Ib : Zone 5 stud pressure /parapet suction = - 331.59 1025.93 Ib : Zone 5 stud suction /parapet pressure = - 300.47 1013.69 Ib : Seismic load = - 134.65 673.25 Ib F: \Job Files \914790 Aspen Dental - Zephyrhill FL \arch calcs\2006 IBC analytical wind - steel - flat - 1 story High Parapet.xls DIAPHRAGM CHECK 0 2001 NASPEC w /2004 Supplement Project: Aspen Dental Date: 11/18/2009 Model: Zephyrhills, FL Diaphragm Model 1 t R1 R2 141.33 ft Sloped /Partial Loads Case X1 ft W(X1) Ib /ft X2 ft W(X2) Ib /ft 1 0.00 301.4 34.00 301.4 2 34.00 537.0 71.00 537.0 3 71.00 301.4 141.33 301.4 Section : 800S200 -33 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 1343.4 Ft -Lb Moment of Inertia, 1 = 4.096 inA4 Va = 474.0 Ib Deflection limits: Ratio L/ 120 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mm . x# Mpos Bracin a(B *-.. Mpos/ Deflection Span Ft -Lb ' axo -Lb 11�Ft-Lb - 1Ula(Brc (h) ------ 7 ------ -Ratio enter .an 99 i • . 737.726 9910 . Full 1343.4 737.726 28904.320 L/O Ireq'd = 8376.715 inA4 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax In Stiffen Pt Load (in) (lb) (Ft -Lb) aloe Req'd R1 26777.4 .00 NA 0.0 NA R2 24536.6 1.00 23 .4 _ NA YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. rPt Loa. (Ib) (Ft -Lb) : - or VNa M /Ma Unstiffen Stiffen �� 6777.4 0.1 1.00 56.49 ;..I0 191.33 NA R2 24510.4 1.4 1.00 51.71 1.77 2.76.94 52.77 Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. enter S • 64.87 9 • 461.1 -33.6 , - 240.20 - • 87 991061.1 -33.6 544240.20 O 2001 NASPEC w /2004 Supplement Project: Aspen Dental Date: 11/18/2009 Model: Zephyrhills, FL Diaphragm Model t R1 R2 141.33 ft Sloped /Partial Loads Case X1 ft W(X1) lb/ft X2 ft W(X2) lb/ft 1 0.00 301.4 34.00 301.4 2 34.00 537.0 71.00 537.0 3 71.00 301.4 141.33 301.4 Section : 800S200 -33 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 1343.4 Ft -Lb Moment of Inertia, I = 4.096 inA4 Va = 474.0 lb Deflection limits: Ratio L/ 120 Shear 26777.4 lb -01 co 0.0 000 •1.33 - 24510.4 lb Calculations Based on: Steel Deck Institute (SDI) =;, Project Name: steel_temp Diaphragm Design Manual, Second Edition ,a.nr- , Project No: Panel Data: City DIAPHRAGM State: Standard 1-1/2" Deck Type B or WR DESIGN Date: Wednesday, November 18, 2 Width : W (in.) = 36 Depth : D (in.) = 1.50 T T 1 T T Thickness : T (GAUGE) = 22 (in.) = 0.0295 Structural Connection: 36/5 Pattern At Interior Supports: 5/8 Inch Diameter Puddle Weld on 36/5 Pattern Sidelap Connection: Hilti #10 Drill Screw Important Safety Factor: At Diaphragm perimeter: 5/8 Inch Diameter Puddle Weld SDI ... SF= 2.35 spaced at identical spacing as sidelap connectors Design Shear Strength: Stitch Design Shear Strength (PLF) Connectors Span (FT) Per Span 5.00 5.25 5.50 5.75 6.00 K1 5 483 466 449 433 19 0.214 NOTE: General buckling not checked Shear stiffness modulus (G') determined by the following equation: K2 G' _ (K/IN) 3.78 + 0.3(D /Span) + 3(K1)(Span) Where K1 = Refer to table for values; K2 = 870 D = 757 File Open:steel_temp SHEAR WALL CHECK Excel Engineering, Inc. 11/18/2009 Page # • SHEAR WALL - RMEH Method 3 Combined Axial and Bending Project Name: Aspen Zephyrills, FL 11/18/09 2:24 PM Project No.: 914820 Description: Shear Wall A Actual Wall Thickness = 7.625 in F'm = 1,500 psi ecc. of axial load = 0 in Face Shell Thickness = 1.917 in Em = 1350 ksi Wind Stress Increase = 1.000 I per ft = 388.810 in Es = 29,000 ksi d = 4.000 in Wall Length = 84.00 ft n = 21.48 Grout Spacing= 32 in Wall Height (Unbraced Ht.) = 16.00 ft Fs = 24,000 psi, (60 C Masonry Weight 51 psf Wall Dead Load (Incl. Self -Wt.) = 1,020 plf r= 2.59 in Wall Live Load = 60 plf h/r = 74.1 h /r< 99, for Fa use ACI 530 eq. (6 -3) Overturning Moment at Base = 428.3 k -ft Pe = 140,530 plf, per ACI eq. (6 -6) Wall Shear = 26.77 kips 1/4 x Pe = 35,132 plf, per ACI (6 -2) d = 83.67 ft MNd 0.19 <1 fv = 5.2 psi, based on V/bd, ACI (7 -3) Fv = 66 psi, OK based on ACI section 7.5.2.2(b). Formula (16 -10) IBC - (Dead+ 0.75 Live+ 0.75 Wind Load) 1008.00 " fa = 23.15 psi Fa = 270 psi, OK T P = 1,065 plf, OK P < 1 /4xPe f = 6 psi 17 Fb = 500 psi, OK < 0.33xF'm Combined Stresses ft = 17 psi, Compression, No Net Tension!!! fc = 29 psi, Compression a Compression Unity Check • fa/Fa + fb /Fb = 0.098 <1.00, OK a = 374.734 in T = 12,364 Ibs C 29 b = 633.266 in As = 0.52 sq. in. Non- Adjusted Stress Diagram Equivalent Tension Force Chord R/F Teq = 8,332 Ibs Use: Grout At 32 " o.c. Equiv. As = 0.347 sq. in. Adjust (b) to Satisfy Moment Equilibrium z M = 0, (Sum about C) M= 321.225 k -ft adjustb = 1,521.543 in P = 89.460 kips E P = 0 C = 97,792 Ibs Re -check Compression Unity Check adjust fc = 34 psi fa /Fa + fb /Fb = 0.107 <1.00, OK Notes: a. Shaded cells indicate design data input. b. Shaded cells indicate calculated output. c. Per Method 3, (RMEH book, Pages 123 -125). d. Checks Fa, Pe, Fb, Combined Fa +Fb, and As (Tension) e. A positive B22 indicates no net Tension. f. Fv is based on running bond coarsing, ACI 530, Section 6.5.2. g. For fully - grouted wall, set Face Shell Thickness, (A7) to 1/2 Wall Thickness, (A6). Page 1 Wind + Dead Wall + Live Wall Excel Engineering, Inc. 11/18/2009 Page # SHEAR WALL - RMEH Method 3 Combined Axial and Bending Project Name: Aspen Zephyrills, FL 11/18/09 2:24 PM Project No.: 914820 Description: Shear Wall A Actual Wall Thickness = 7.625 in F'm = 1,500 psi ecc. of axial load = 0 in Face Shell Thickness = 1.92 in Em = 1350 psi Wind Stress Increase = 1.000 1 per ft = 388.81 in Es = 29,000 ksi d 4.000 in Wall Length = 84.00 ft n = 21.48 Grout Spacing= 32 in Wall Height (Unbraced Ht.) = 16.00 ft Fs = 24,000 psi, (60 C Wall Dead Load (Incl. Self -Wt.) = 1,020 plf r = 2.59 in Wall Live Load = 0 plf h/r = 74.13 h /r< 99, for Fa use ACI 530 eq. (6 -3) Overturning Moment at Base = 428.3 k -ft Pe = 140529.99 plf, per ACI eq. (6 -6) Wall Shear = 26.770 kips 1/4 x Pe = 35132.50 plf, per ACI (6 -2) d = 83.667 ft MNd 0.19 <1 fv = 7.0 psi, based on V /bd, ACI (7 -3) Fv = 66 psi, OK based on ACI section 7.5.2.2(b). Formula (16 -11) IBC - (0.6 Dead+ Wind Load) 1008.00 " fa = 13.30 psi Fa = 270 psi, OK T P = 1,020 plf, OK P < 1 /4xPe f b= 0psi 5 Fb = 500 psi, OK < 0.33xF'm Combined Stresses ft = 5 psi, Compression, No Net Tension!!! fc = 21 psi, Compression a Compression Unity Check ► fa /Fa + fb /Fb = 0.065 <1.00, OK a = 204.070 in T = 2,107 Ibs C 21 b = 803.930 in As = 0.09 sq. in. Non - Adjusted Stress Diagram Equivalent Tension Force Chord R/F Teq = 1,433 lbs Use: Grout At 32 " o.c. Equiv. As = 0.060 sq. in. Adjust (b) to Satisfy Moment Equilibrium E M = 0, (Sum about C) M = 428.300 k -ft adjust b = 1,260.875 in P= 51.408 kips EP =0 C = 52,841 lbs Re -check Compression Unity Check adjust fc = 22 psi fa /Fa + fb /Fb = 0.066 <1.00, OK P -Delta Effect per IBC 2000 Section 1617.4.6.2 1.0D +1.0L = 119 plf, (not including self- weight) P, = 10.00 kips 0 = 0.0030990 in 0 = 0.0000034 P -Delta effects not required, Stability Coefficient < 0.1 V, = 26.770 kips h = 192.00 in Cd = 1 3/4 deflection amplification factor, Table 1617.6 - Ordinary Reinforced Masonry j Notes: a. Shaded cells indicate design data input. b. Shaded cells indicate calculated output. c. Per Method 3, (RMEH book, Pages 123 -125). d. Checks Fa, Pe, Fb, Combined Fa +Fb, and As (Tension) e. For fully - grouted wall, set Face Shell Thickness, (A7) to 1/2 Wall Thickness, (A6). f. A positive B26 indicates no net Tension. g. Fv is based on running bond coarsing, ACI 530, Section 6.5.2. to , a Page 1 Wind + Dead Wall STUD DESIGN • Excel Engineering, Inc. 11/19/2009 Page # Wall Stud Component Wind Load Determination : Studwall overall height = 15.00 ft (hs) : Parapet height = 9.00 ft (hp) : Stud spacing = 24.00 in (sp) : Effective stud area = max((hs *sp),(hs *hs /3)) = 75.00 sf (As) ASCE 6.2 : Effective parapet area = max((hp *sp),(hs *hs /3)) = 27.00 sf (Ap) ASCE 6.2 : Velocity pressure @ h (case 1) = 18.45 psf 41) ASCE E6 -15 : Internal pressure coefficient = 0.18 (GC ASCE F6 -5 : Edge zone dimension = 8.47 ft (a) ASCE F6 -11a : External pressure coefficients: parapet stud Zone 4,5 pressure = 0.92 0.85 (GCp) ASCE F6 -11a Zone 4 suction = -1.02 -0.95 (GCp) ASCE F6-11a Zone 5 suction = -1.25 -1.09 (GCp) ASCE F6 -11a : Overall stud (Minimum C &C pressure /suction = 10 psf) +GCpi -GCpi : Zone 4,5 pressure = (g -GC0) = 12.28 18.92 psf (ps) ASCE E6 -22 : Zone 4 suction = (g -GC0) = 20.76 14.12 psf (54 ASCE E6 -22 : Zone 5 suction = (g -GC0) = 23.44 16.80 psf (s ASCE E6 -22 : Parapet (Minimum C &C pressure /suction = 10 psf) +GCpi -GCpi : Zone 4,5 pressure = (g -GC0) = 13.72 20.36 psf (p ASCE E6 -22 : Zone 4 suction = (g -GC = 22.21 15.57 psf (s ASCE E6 -22 : Zone 5 suction = (g -GC0) = 26.33 19.69 psf (s ASCE E6 -22 : Seismic loading (wall elements) = 8.62 psf ASCE 13.5 : Seismic loading (connections) = 26.93 psf ASCE 13.5 : Maximum pressure /suctions (A < =10 sf) : External pressure coefficients: Zone 4,5 pressure = 1.00 (GCp) ASCE F6 -11a Zone 4 suction = -1.10 (GCp) ASCE F6 -11a Zone 5 suction = -1.40 (GCp) ASCE F6-11a +GCpi -GCpi : Zone 4,5 pressure = (g -GC = 15.13 21.77 psf (p) ASCE E6 -22 : Zone 4 suction = (g -GC = 23.61 16.97 psf (s ASCE E6 -22 : Zone 5 suction = (g -GC = 29.15 29.15 psf (s ASCE E6 -22 : Member loading parapet main : Zone 4 stud pressure /parapet suction = 82.24 37.83 plf : Zone 4 stud suction /parapet pressure = 82.24 41.52 plf : Zone 5 stud pressure /parapet suction = 90.50 37.83 plf : Zone 5 stud suction /parapet pressure = 87.61 46.89 plf : Seismic load = 53.86 53.86 plf Member reactions R R : Zone 4 stud pressure /parapet suction = - 441.65 1408.84 Ib : Zone 4 stud suction /parapet pressure = - 430.58 1419.91 Ib : Zone 5 stud pressure /parapet suction = - 497.39 1538.89 Ib : Zone 5 stud suction /parapet pressure = - 450.71 1520.53 Ib : Seismic load = - 201.98 1009.88 Ib F: \Job Files \914820 Frontier Building Corp - Zephyrhill FL Aspen LL work \arch calcs\2006 IBC analytical wind - steel - flat - 1 story High Parapet.xls • DATE 11( I 10 PAGE 100 CAMELOT DRIVE .44 FOND DU LAC, WI 54935 PROJECT .4s l'Ai - 7-* plIpeR/LIS • # # ° (920) 926-9800 EXCEL ENGINEERING FAX: (920) 926-9801 JOB# 4,- -- 1 4-L, , 1' ae- 1 '74 , 5rii D5, s pArci A) (7 a 2; 6 • C ,• 5-t SgkiD risf LS c.414.2 t,,Ncrre.AiD (ID 4 3 1- )4 1 c....,*,...fr e 220 . c - Q. : .. A-D 600 S /Z ..____ 43 Art/k ...N 4, i ..... • ... 'r..-- 5.: 6 tl.. 0 4 2e 1b2- e ll . 2.4 0 PKV D - , ( 7)) 1-...1...*. 5 c-cmxi, PAe-A.- ?fess tipE ,..... 1 Vik,..1 = 20. CI) => +1# S p.4--P --) , , ( L CZ.% Si i'(eS Qat; P4reA, s'uc., 110 , PIA) Ie9 . C2) ( , j! (4) p■ 2 - 2 • 2. (2) Page 1/2 O 2001 NASPEC w/2004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC1 7i © - e , P1 € , t $ r, 5 bS A.. 1 Iv - ^ PA W 41. I 5 41.5 41 5 Unif Ld Ib /ft 1 R1 R2 3.25 ft 5.00 ft 6.67 ft i Load(lb) Loads 2 0 ld "I 4 t )� h' '�; X- Dist.(ft) 0.00 Sloped /Partial Loads Case X1 ft W(X1) Ib /ft X2 ft W(X2) Ib /ft 1 8.25 40.7 14.92 40.7 Section : 600S162 -43 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 1390.0 Ft -Lb Moment of Inertia, 1= 2.316 inA4 Va = 1415.7 Ib Deflection limits: Ratio L/ 240 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Left Cantilever 901.7 0.649 685.2 Full 1390.0 0.493 0.306 L/255 Center Span 1828.5 1.316 1558.9 72 1027.8 1.517 0.100 L/602 Right Cantilever 1828.5 1.316 1167.4 Full 1390.0 0.840 1.119 L/143 Ireq'd = 3.885 inA4 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft -Lb) Value Req'd ? R1 263.3 1.00 553.3 913.0 901.7 0.65 No R2 837.4 1.00 553.3 913.0 1828.5 1.62 YES P1 210.0 1.50 295.3 516.8 0.0 0.37 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 344.9 901.7 1.00 0.24 0.65 0.48 NA R2 548.3 1828.5 1.00 0.39 1.32 1.88 NA P1 210.1 0.0 1.00 0.15 0.00 0.02 NA Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Left Cantilever 3.25 -901.7 -344.9 0.48 3.25 -901.7 -344.9 0.50 Page 2/2 0 2001 NASPEC w /2004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC1 Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Center Span 8.25 - 1828.5 -289.1 1.77 8.25 - 1828.5 -289.1 1.78 Right Cantilever 8.25 - 1828.5 548.3 1.88 8.25 - 1828.5 548.3 1.93 Page 1/2 O 2001 NASPEC w /2004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC2 -a\ b _ e A rC P1 S `I, 5 v)s ciao 1,, _ ' cpAc e 12 n- (. , W 37.8 37.8 37.8 Unif Ld Ib /ft I 1 EN m R1 R2 3.25 ft 5.00 ft 6.67 ft Point Loads P1 Load(Ib) 191 X- Dist.(ft) 0.00 Sloped /Partial Loads Case X1 ft W(X1) Ib /ft X2 ft W(X2) Ib /ft 1 8.25 44.4 14.92 44.1 Section : 600S162 -43 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 1390.0 Ft -Lb Moment of Inertia, I = 2.316 inA4 Va = 1415.7 Ib Deflection limits: Ratio U 240 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Left Cantilever 820.9 0.591 623.8 Full 1390.0 0.449 0.290 L/269 Center Span 1825.0 1.313 1547.2 Full 1390.0 1.113 0.097 L/617 Right Cantilever 1825.0 1.313 1164.8 Full 1390.0 0.838 1.109 L/144 Ireq'd = 3.849 inA4 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft -Lb) Value Req'd ? R1 207.9 1.00 553.3 913.0 820.9 0.56 No R2 842.9 1.00 553.3 913.0 1825.0 1.63 YES P1 191.1 1.50 295.3 516.8 0.0 0.34 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 314.1 820.9 1.00 0.22 0.59 0.40 NA R2 547.5 1825.0 1.00 0.39 1.31 1.87 NA P1 191.2 0.0 1.00 0.14 0.00 0.02 NA Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Left Cantilever 3.25 -820.9 -314.1 0.40 3.25 -820.9 -314.1 0.41 • Page 2/2 O 2001 NASPEC w /2004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC2 Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Center Span 8.25 - 1825.0 -295.4 1.77 8.25 - 1825.0 -295.4 1.78 Right Cantilever 8.25 - 1825.0 547.5 1.87 8.25 - 1825.0 547.5 1.92 Page 1/2 O 2001 NASPEC w/2004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC1 12" o.c. k-21' (900 s 1 koa 4")) P1 e , Z ,. ✓01/,, W 0.8 20.8 20.8 Unif Ld Ib /ft I I m EN R1 R2 3.25 ft 5.00 ft 6.67 ft Point Loads P1 Load(Ib) 105 X- Dist.(ft) 0.00 Sloped /Partial Loads Case X1 ft W(X1) Ib /ft X2 ft W(X2) Ib /ft 1 8.25 20.4 14.92 20.4 Section : 600S162 -43 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 1390.0 Ft -Lb Moment of Inertia, I = 2.316 inA4 Va = 1415.7 Ib Deflection limits: Ratio U 240 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Left Cantilever 451.1 0.325 342.8 None 1201.2 0.285 0.153 U508 Center Span 916.4 0.659 781.2 None 1065.6 0.733 0.050 L/1201 Right Cantilever 916.4 0.659 585.0 None 1031.7 0.567 0.561 L/286 Ireq'd = 1.947 inA4 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft -Lb) Value Req'd ? R1 131.5 1.00 553.3 913.0 451.1 0.33 No R2 419.9 1.00 553.3 913.0 916.4 0.81 YES P1 105.0 1.50 295.3 516.8 0.0 0.18 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 172.6 451.1 1.00 0.12 0.32 0.12 NA R2 274.8 916.4 1.00 0.19 0.66 0.47 NA P1 105.1 0.0 1.00 0.07 0.00 0.01 NA Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Left Cantilever 3.25 -451.1 -172.6 0.12 3.25 -451.1 -172.6 0.12 • Page 2/2 O 2001 NASPEC w/2004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC1 12" o.c. Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Center Span 8.25 -916.4 -145.1 0.45 8.25 -916.4 -145.1 0.45 Right Cantilever 8.25 -916.4 274.8 0.47 8.25 -916.4 274.8 0.48 Page 1/2 O 2001 NASPEC w /2004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC2 12" o.c. P1 kpp 6." StGZ i t I e tz , - , ✓ms e W Unif Ld 18.9 18.9 18.9 1b /ft R1 R2 3.25 ft 5.00 ft 6.67 ft Point Loads P1 Load(Ib) 96 X- Dist.(ft) 0.00 Sloped /Partial Loads Case X1 ft W(X1) Ib /ft X2 ft W(X2) Ib /ft 1 8.25 22.2 14.92 22.2 Section : 600S162 -43 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 1390.0 Ft -Lb Moment of Inertia, I = 2.316 in ^4 Va = 1415.7 Ib Deflection limits: Ratio L/ 240 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Left Cantilever 410.5 0.295 312.0 None 1201.2 0.260 0.145 L/537 Center Span 914.3 0.658 775.1 None 1068.5 0.725 0.049 L/1232 Right Cantilever 914.3 0.658 583.7 None 1031.7 0.566 0.555 L/288 Ireq'd = 1.928 in ^4 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft -Lb) Value Req'd ? R1 103.5 1.00 553.3 913.0 410.5 0.28 No R2 422.1 1.00 553.3 913.0 914.3 0.81 YES P1 95.6 1.50 295.3 516.8 0.0 0.17 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 157.0 410.5 1.00 0.11 0.30 0.10 NA R2 274.1 914.3 1.00 0.19 0.66 0.47 NA P1 95.7 0.0 1.00 0.07 0.00 0.00 NA Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Left Cantilever 3.25 -410.5 -157.0 0.10 3.25 -410.5 -157.0 0.10 Page 2/2 O 2001 NASPEC w/2004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC2 12" o.c. Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Center Span 8.25 -914.3 -148.0 0.44 8.25 -914.3 -148.0 0.45 Right Cantilever 8.25 -914.3 274.1 0.47 8.25 -914.3 274.1 0.48 , ii DATE PAGE - PROJECT z . JOB# Input Variables Stress Increase F1 (Ibs.) = 150.00 1.00 F2 (Ibs.) = 422.00 1.00 N ' W (in.) = 2.00 - L (in.) = 4.00 1 H (in.) = 5.50 � .l, i I i j� 1 e (in.) = 0.75 a ! I i e2 (in.) = 3:00 a(in.)= 3.00 Fy Clip (ksi) = 50 Fastener Head Dia. to Steel (in.) dw = 0.4150 ill Fastener Shank Dia.(in.) d = 0.2100 Tall. Fastener @ Steel (lbs.)= 741 1 Vali. Fastener Cc? Steel (Ibs.)= 533 Vall. Fastener A Stud (Ibs.)= 457 T Fu Clip Angle (ksi) = 65 Main Member Thickness (in) = 3/16" CLIP ANGLE DESIGN: Clip Bending Moment (in -lb) = 113.4125 ( Seismic connection ratio I 1.000 Mx= F2 *e *.5 Thickness of Clip Angle Req'd. (in) = 0.0642 treq'd = [(6 *Mx) /(.6 *Fy *H *I)]1/2 Clip Angle Required = 14 GA. CLIP ANGLE Design Gage Required (t) = 0.0713 USE: 2" x 4" x 14 GA. CLIP ANGLE x 5.5" LONG FASTENER DESIGN TO STEEL: Prying Action F2 Bearing Capacity F2 Prying Force @ Fastener Centerline (Ibs.) = 672.51 Allowable Bearing Capacity / Fastener (Ibs.) = 875.92 Prying Force= (F2 /(W -e)) *W Bearing Capacity = 2.7 *t *Fu *d *I/3 Pullover F2 Prying Action F1 Allowable Pullover Capacity / Fastener (Ibs.) = 961.66 Prying Force @ Fastener Centerline (Ibs.) = 180.00 Pullover Capacity = 1.5 *t *dw *Fu /3 Prying Force= (F1* e2)/(a -1/2) NUMBER OF FASTENERS REQUIRED: Prying Force F2 + Prying Force F1 + Shear F1 min.(Tall or Pullover) min.(Tall or Pullover) min.(Vall or Bearing) 672.51 + 180.00 + 150.00 = 1.4 740.80 740.80 533.33 USE: 2 #12 -14 Screw CLIP ANGLE/ STUD CONNECTION Stud: 600S162 -43 NUMBER OF FASTENERS REQUIRED: (F1 +F2 5 / Vall Fastener @ Stud = 1.0 USE: 1 #12 -14 Screw F: \Pending Standards \N 600 Steel Studs \Calculation Spreadsheets\Lt Gage Clip- Bypass v2.xls Page 1/2 O 2001 NASPEC w /2004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC1 P1 l 41.5 41.5 41,5 Unif Ld Ib /ft NE 1 R1 R2 3.25 ft 5.00 ft 6.67 ft Point Loads P1 Load(Ib) 210 X- Dist.(ft) 0.00 Sloped /Partial Loads Case X1 ft W(X1) Ib /ft X2 ft W(X2) lb /ft 1 8.25 40.7 14.92 40.7 Section : 600S162 -97 Single C Stud (X -X Axis) Fy = 50.0 ksi Maxo = 4727.2 Ft -Lb Moment of Inertia, I = 4.797 in ^4 Va = 10471.8 Ib Deflection limits: Ratio L/ 240 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Left Cantilever 901.7 0.191 685.2 None 3646.4 0.188 0.148 L/527 Center Span 1828.5 0.387 1558.9 None 3022.5 0.516 0.048 L/1246 Right Cantilever 1828.5 0.387 1167.4 None 2918.8 0.400 0.540 L/296 Ireq'd = 3.885 in ^4 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft -Lb) Value Req'd ? R1 263.3 1.00 3902.3 6438.9 901.7 0.15 No R2 837.4 1.00 3902.3 6438.9 1828.5 0.35 No P1 210.0 1.50 1958.5 3427.3 0.0 0.06 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor V/Va M /Ma Unstiffen Stiffen R1 344.9 901.7 1.00 0.03 0.19 0.04 NA R2 548.3 1828.5 1.00 0.05 0.39 0.15 NA P1 210.1 0.0 1.00 0.02 0.00 0.00 NA Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Left Cantilever 3.25 -901.7 -344.9 0.04 3.25 -901.7 -344.9 0.04 Page 2/2 O 2001 NASPEC w/2004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC1 Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Center Span 8.25 - 1828.5 -289.1 0.15 8.25 - 1828.5 -289.1 0.16 Right Cantilever 8.25 - 1828.5 548.3 0.15 8.25 - 1828.5 548.3 0.17 Page 1/2 O 2001 NASPEC w/2004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC2 P1 l Unif Ld 37.8 37.8 37.8 Ib /ft I I No - R1 R2 3.25 ft 5.00 ft 6.67 ft Point Loads P1 Load(Ib) 191 X- Dist.(ft) 0.00 Sloped /Partial Loads Case X1 ft W(X1) Ib /ft X2 ft W(X2) Ib /ft 1 8.25 44.4 14.92 44.1 Section : 600S162 -97 Single C Stud (X -X Axis) Fy = 50.0 ksi Maxo = 4727.2 Ft -Lb Moment of Inertia, I = 4.797 in ^4 Va = 10471.8 Ib Deflection limits: Ratio L/ 240 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Left Cantilever 820.9 0.174 623.8 None 3646.4 0.171 0.140 L/557 Center Span 1825.0 0.386 1547.2 None 3036.1 0.510 0.047 L/1278 Right Cantilever 1825.0 0.386 1164.8 None 2919.0 0.399 0.535 L/299 Ireq'd = 3.849 inA4 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft -Lb) Value Req'd ? R1 207.9 1.00 3902.3 6438.9 820.9 0.13 No R2 842.9 1.00 3902.3 6438.9 1825.0 0.35 No P1 191.1 1.50 1958.5 3427.3 0.0 0.05 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M /Ma Unstiffen Stiffen R1 314.1 820.9 1.00 0.03 0.17 0.03 NA R2 547.5 1825.0 1.00 0.05 0.39 0.15 NA P1 191.2 0.0 1.00 0.02 0.00 0.00 NA Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Left Cantilever 3.25 -820.9 -314.1 0.03 3.25 -820.9 -314.1 0.04 Page 2/2 0 2001 NASPEC w /2004 Supplement Project: Aspen Zephryhills, FL Date: 11/19/2009 Model: Studs LC2 Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft -Lb) (Ib) Intr. (ft) (Ft -Lb) (Ib) Intr. Center Span 8.25 - 1825.0 -295.4 0.15 8.25 - 1825.0 -295.4 0.16 Right Cantilever 8.25 - 1825.0 547.5 0.15 8.25 - 1825.0 547.5 0.17 o il DATE PAGE PROJECT • 1 JOB# e _ Input Variables Stress Increase F1 (Ibs.) = 300.00 1.00 ��nR m- 1 F2 (Ibs.) = 843.00 1.00 I' W (in.) = 2.00 L (in.) = 4.00 H (in.) = 5.50 t j e (in.) = 0.75 a w e2 (in.) = 3.00 a (in.) = 3.00 Fy Clip (ksi) = 50 Fastener Head Dia. to Steel (in.) dw = 0.4150 Fastener Shank Dia.(in.) d = 0.2100 02 Tall. Fastener @ Steel (Ibs.)= 741 Vall. Fastener @ Steel (Ibs.)= 533 Vall. Fastener @ Stud (Ibs.)= 457 F I Fu Clip Angle (ksi) = 65 Main Member Thickness (in) = 3/16" CLIP ANGLE DESIGN: Clip Bending Moment (in-lb) = 226.5563 ( Seismic connection ratio 1 1.000 I Mx= F2 *e *.5 Thickness of Clip Angle Req'd. (in) = 0.0908 treq'd = [(6 *Mx) /(.6 *Fy *H *I)]1/2 Clip Angle Required = 12 GA. CLIP ANGLE Design Gage Required (t) = 0.1017 USE: 2" x 4" x 12 GA. CLIP ANGLE x 5.5" LONG FASTENER DESIGN TO STEEL: Prying Action F2 Bearing Capacity F2 Prying Force @ Fastener Centerline (Ibs.) = 1343.43 Allowable Bearing Capacity / Fastener (Ibs.) = 1249.38 Prying Force= (F2 /(W -e)) *W Bearing Capacity = 2.7 *t *Fu *d *I/3 Pullover F2 Prying Action F1 Allowable Pullover Capacity / Fastener (lbs.) = 1371.68 Prying Force @ Fastener Centerline (Ibs.) = 360.00 Pullover Capacity = 1.5 *t *dw *Fu /3 Prying Force= (F1* e2)/(a -1/2) NUMBER OF FASTENERS REQUIRED: Prying Force F2 + Prying Force F1 + Shear F1 min.(Tall or Pullover) min.(Tall or Pullover) min.(Vall or Bearing) 1343.43 + 360.00 + 300.00 = 2.9 740.80 740.80 533.33 USE: 3 #12 -14 Screw CLIP ANGLE/ STUD CONNECTION Stud: 600S162-43 NUMBER OF FASTENERS REQUIRED: (F1 +F2 5 / Vall Fastener @ Stud = 2.0 (USE: 2 #12 -14 Screw F: \Job Files\914820 Frontier Building Corp - Zephyrhill FL Aspen LL work \arch calcs \Lt Gage Clip- Bypass v2.xls Roof Framing System Dead Load Calculator: Weight (Psf) Roofing Layer 1 Built Up Roof 3 Layer 2 None 0 Sheathing and Decking Layer 1 1.5 B 22 gage deck galvanized 1.78 Layer 2 None 0 Framing System 5' o.c. K Joists 3 Ceiling System Finish Accoustical Drop In 1 Insulation 1 None 0 Insulation 2 None 0 Collateral Typical 3 Sprinkler Yes 1 Misc. Yes 2 Maximum Minimum Top Chord DL= 7.78 7.78 psf Bottom Chord DL= 7 1 psf Total Dead Loads = 14.78 8.78 psf USE 15.0 80 psf Add Line Load for Self- Weight of Joist Girders r- - 4-yor_ 4- ce. .0) . s'onie5 f V 0 75-0 Pik ` 4 _te- 'twp,' D 7 757 2.,$) 2— 3 4:4. V SE. 500 04- cuppoirt I Bo A , g . R f 9 1 1 s (bS 8 B f R ff % n %f 0 2 a I 8 'co: R i or 1 , Uy 2 g or IA I 9 r W j 'e, 0 c 1 r o I E Ai Pe a ea c I IS a E 'g a, f f 22 1 li. % 9 y ' cn O Se _ M S! ry Q `b t s I 6 &I t O O O g` I % g �o E 1 i s 1 A 44- ea m Y a t,m m vi S d g A mm g 1 I v"° a Y p T I Z L $ f ' \ - U + }k 3 3 F (.91) . V Ti S i. ry o n L • A� tp :1".§8§ 0,100c0 O O O O O O O O O O O O tp 43 tt l v C 40, y O cu ONl L . 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W W W W N = ,. -• "j U W a N trJE-J d'G'J�J JE'J�J a'gJFJ G O N m N a N J 6 a 6 d 6 a 6 a e- m 0 T+ Q .. o o J y�-E"E N"E"E 2- E"E N E"E w v _ a w b o a m 3 L 3 L m 3 L 3 t o L ;! m 3! 3 L `0 ?,a v a a J m g 5 o E o b O o E o 5 E 0 o E E E o 0 a E E 0 3 v � o m av_, � � E a � p E { a {pp c E° �p E � { c {pp � a�pp aryry � ttpp .� y ,'‘1V,_ m lb J W _ ��g� q U - E U g U U U C U W U N g fn O � N Z V 3 C 9 O J J Q J J Q rG J f J Q J J .. fn C 2 1, g A 1 Z • J C 0 U p .- N Cl Y a o W W 3 C a N U C J w y m z. o x a N v Z C ` �-'OJ d C U U U U N Ja' U u) a s U' ^' rn CC CC LL CO N N E O O � C C p o 0 U E N N n c w c fn (/ S n CCK U Jacqueline Boges From: Jacqueline Boges Sent: Friday, January 08, 2010 10:09 AM To: 'jleach @fdlIc.com' Subject: permit for dental office Good morning Mr. Leach, I spoke with Bill this morning and he said that it will be ok for us to release the permit . What we would do if TIF are due you may pay the amount of $12,801.85 before pre- meter(final power)to be released. To pick up the permit you will need1 1)subs registered and signature on the permit application. 2)Notice of commencement. 3)Amount due time permit picked up is $2,484.99. You may have the subs contact myself or Bobbie my co- worker at 813 - 780 -0020 ext 3513 or 3512 to get the registration and signature taken care of. Thank you Jackie Boges Code Support Specialist ext. 3513 1 Jacqueline Boges From: James Leach [jleach @fdllc.com] Sent: Monday, January 11, 2010 6:02 PM To: Jacqueline Boges Subject: FW: Zephyrhills, FL - TIA Attachments: TIF.pdf Jackie, attached is the r. c Analysis prepared by Kimley -Horn. should cover us. Please let me know if you have any question. Thank you again for your a • - . James F. Leach I Frontier Development LLC 1801 SW 3rd Ave! Suite 500 1 Miami, FL 33129 P:(305) 692.9992 x 131 F:(305) 692 -3032 1 Efax:(305) 749 -8670 jleach @fdllc.com 1 www.fdllc.com From: Christopher .Hatton @kimley - horn.com [mailto: Christopher .Hatton @ kimley - horn.com] Sent: Monday, January 11, 2010 9:34 AM To: James Leach Subject: RE: Zephyrhills, FL - TIA James, I was able to find the letter report that we did for you for the City. Please see attached. Let me know if there is anything else we can do for you. Thanks, Christopher 1 f� (M p V n Z1 Z 1 ‘ 4 \ I y . 'x-1 a a C \--,.... U1 F. r—( r~ 4. ` y v 4 ° ., WI N Or 1 4 5 -it, r r) gia, t8 i %MI d °•° S F .. � V �� .- - S' 2 It5 :1 co ti) 1 to m o m ea 10 1 4 re 9' m pS it 4a b At 0 co • `: -. - -=� Al Z ZS a ea s Z X 6 oI z Ki N Ilk �. � or + n �} 1 1� w ,, A I. Z 4. �+ c Cam' Z ; E � a Q ,4 D , rim m 0 s o � rn . ■ r r 5 Q le il N, QL N ` a m 3'ua as cr) M. -4 . 1 .4 la in 11. N la. Q O a ow o ►� ti E k i 1111 c, a Q +a �D W CC 0 u5 ,� R. �` ��= Z c. b b d I I 61 S 'N-1 , r Q a 2 J J 144,,t;.,_____., � L a m ai cll ii ir z a a id ' F.s z ca v ° } , POLK COUNTY ,LOCAL- BUSINESS "TAX RECEIPT ACCOUNT NO. 10982 :ASS: xB EXPIl ES: ''9/30/201 . OWNER NAME "LOCATION FUQUA, MtcHAEL 241 1 CYPRE SGARDENS BLVD I WINTER -HAVEN BUSINESS NAME AND'MAILING= ADDRESS CODE ACTIVITY TYPE r. :230087 CONTRACTOR ELECTRICAL MICHAEL R J UA ( * 2411 , CYPRS=GARDENaBLVD WINTER }$AVEN PL33884 * yam :OFFICE ►F.JO.E G. TEDDER, . CFC * TAX COLLECTOR A oNSFicuos Y PLAN AT rr eusiriESS oc o �� PAID- 120 ?831- .DOB1- 0J]Q1' O /iD/ OD , '09/10/2009 �NSG ; 12 55..00 ACORD CERTIFICATE OF LIABILITY INSURANCE OP ID VH DATE(MM /DD/YYYY) FUQUA -1 01/08/10 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE WH Ewing, Blackwelder & Duce HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 1330 Havendale Blvd ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Winter Haven FL 33881 Phone: 863 - 293 -2838 Fax :863- 299 -6723 INSURERS AFFORDING COVERAGE NAIC # INSURED INSURER A: Owners Insurance Co, 32700 INSURER B: Auto Owners Insurance Co . Fuqua Electric, Inc INSURER C: 2411 Cypress Gardens Blvd. INSURER D: Winter - Haven FL 33884 INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR ADD'L POLICY NUMBER POLICY /Y Y EFFECTIVE POLICY EXPIRATION LIMITS LTR INSRL TYPE OF INSURANCE (MM /DDY) DATE (MM /DD ) GENERAL LIABILITY EACH OCCURRENCE $ 1 , 000 , 000 UAMAGt I U HEN I EU A X COMMERCIAL GENERAL LIABILITY 72686687 -09 08/08/09 08/08/10 PREMISES(Eaoccurence) $ 300,000 CLAIMS MADE OCCUR MED EXP (Any one person) $ 10 , 000 PERSONALBADV INJURY $ 1,000,000 GENERAL AGGREGATE $ 2,000,000 GE 'L AGGREGATE LIMIT APPLIES PER: ! PRODUCTS - COMP /OP AGG $ 2,000,000 POLICY j i PRO- LOC JECT AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ ANY AUTO 4464551001 08/22/09 08/22/10 (Ea accident) $ 1000000 ALL OWNED AUTOS BODILY INJURY X SCHEDULED AUTOS (Per person) HIRED AUTOS BODILY INJURY NON -OWNED AUTOS (Per accident) PROPERTY DAMAGE $ (Per accident) GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ ANY AUTO OTHER THAN EA ACC $ AUTO ONLY: AGG $ EXCESS /UMBRELLA LIABILITY EACH OCCURRENCE $ 5,000,000 B X OCCUR P 1 CLAIMS MADE 4691007100 08/08/09 08/08/10 AGGREGATE $ 5,000,000 DEDUCTIBLE $ X RETENTION $ 10,000 $ WC SIAM- OFH- WORKERS COMPENSATION AND TORY LIMITS ER EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER /EXECUTIVE E.L. EACH ACCIDENT $ OFFICER /MEMBER EXCLUDED'? E.L. DISEASE - EA EMPLOYEE $ If yes, describe under SPECIAL PROVISIONS below E.L. DISEASE - POLICY LIMIT $ OTHER DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS Fax: 813 - 780 -0021 CERTIFICATE HOLDER CANCELLATION CITYZEP SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 10 DAYS WRITTEN City of Zephyrhills NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL Building Department IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR 5335 8th Street Zephyrhills FL 33542 REPRESENTATIVES. AUT �j ATIV A268620 ACORD 25 (2001/08) © ACORD CORPORATION 1988 City of ZePhythills BUILDING PLAN REVIEW COMMENTS - -- ‘1 • ' ' '- 4 / .?". ontrWitor omeowner: _ ....i/ ' _:".....—e;J: - :I • Date Received: • Site: q797-. 15/ Jed w ./4t i Permit Type: , A4 ,, f — totg , t- ;,1 eee.. • Approved w/no comments :D Appro Z w/the below cOnina -1%.: 5t Denied w/the below comments: 0 • . - 5 tbrvz sciiis_D 1 :ill - -- ‘z,-- .12-L,.6L-D- cAv- e_44-f -rn- t(c) — noftii) titimmtmo - • . . . . • . . This comment sheet shall be kept with the permit ns and/or plans. /7 . . ,...---- . y< f-(!41 ---- .--- / B Burgess ding Official ESA k 12/11b .. ..:.,------- ...,..._;:_ imi 7 ,, , - at or and/or Hom - fi --.-: .-. - . (Rjquired when comments . . , . . . . . • APPENDIX 13 -D FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION SUBCHAPTER 4 - Commercial Building Compliance Methods Form 400C -04 Central Building Prescriptive Envelope Method Climate Zones 4 5 6 Project Name: AsKA) D r 4 'YAL Zone: Address: 7707 -7 731 GALL. E £.;rrir Al • Building Classification: (.. Y" /Y1 .ertta.iZ ' City, Zip Code: ZGDl1yt hlS 1 , Pi. Building Permit No.: / It, 1 z � � r � Builder: rr Permitting Office: Ct e - r 1 Owner: Jurisdiction No.: / Q BUILDING ENVELOPE INFORMATION ENVELOPE COMPONENT Nonresidential Residential Semiheated U- factor R -value U- factor A -value U- factor R -value Roof type: Wall type: Floor type: Fenestration Max. U- factor Max. SHGC Max. U- factor Max. SHGC Max. U- factor Max. SHGC Fixed /operable All orientation Fixed/operable All orientation Fixed /operable All orientation Vertical glazing type, % of wall: Skylight type, % of roof: SYSTEMS INFORMATION SYSTEM Type (describe system) Size (capacity) Sizing talc. Efficiency Rating Air-conditioning system FOeCI1 AIR_ 57M1 S7D44 2. reau a S mitt- Heating system F L NR'G 7•SC W 7 .S #c .i Q °?KL ) Ventilation Ducts 5#610 6770- Location: IY 4 G6 Fan Power: R -value Piping Fluid design operati q temp: Size of pipe: Inches Hot water , 2TO -t EF Electric power Drawings IZD /J a , + 14.1b A Y , ' �j rf � INN Operations manual available upon completion: f / x/ mpletion N Motors Open or enclosed Vo - ' �� � F Poles & speed 2 801E /j / Horsepower: 3 1.0> Lighting Space type: NEA�:rm L'4 f Lighting power density i .O gal s ' PRESCRIPTIVE MEASURES • Components Section Requirements • Check Operations Manual 102.1, 410, 413 Operations manual provided to owner. Windows & Doors 406.1.ABC.1.1 Glazed swinging entrance & revolving doors: max. 1.0 cfm/ft all other products: 0.4 cfm/ff. Joints/Cracks 406.I.ABC.1.2 To be caulked, gasketed, weatherstripped or otherwise sealed. Dropped Ceiling Cavity 406.1.ABC.1.4 Vented: seal & insulated ceiling. Unvented seal & insulate roof & side walls. Reheat 407.1.BC Electric resistance reheat prohibited. HVAC Efficiency 407.1, 408.1 Minimum efficiencies: Cooling Tables 407.1.ABC.3.2A -D; Heating Tables 407.1.ABC3.2B, 407.I.ABC.3 2D, 408.I.ABC.3.2E thru 408.1.ABC.3.2G. HVAC Controls 407.1.ABC2 Zone controls prevent reheat (exceptions); separate thermostatic control per zone; combined HAC control 5 ° F deadband (exceptions). Ventilation 409.1.ABC3 Motorized dampers regd. except gravity dampers OK in: 1) exhaust systems and 2) systems with design outside air intake or exhaust capacity 5300 cfm. HVAC Ducts 410.1.ABC Air ducts, fittings, mechanical equipment & plenum chambers shall be mechanically attached, sealed, insulated & installed per Sec. 410.1.ABC. Fan power limitations. Balancing 410.1.ABC.4 HVAC distribution system(s) tested & balanced. Report in construction documents. Piping Insulation 411.1.ABC In accordance with Table 411.I.ABC.2. Water Heaters 412.1.ABC Performance requirements in accordance with Table 412.1.ABC.3. Heat trap required. Swimming Pools 412.1.ABC.2.6 Cover on heated pools; Time switch (exceptions): Readily accessible on/off switch. Hot Water Pipe Insulation 412.1.ABC.4 Table 411.1.ABC.2 for circulating systems, first 8' outlet pipe from storage tank, between inlet pipe and heat trap. Water Fixtures 412.1.ABC.2.5.2 Shower heat water flow restricted to 2.5 gpm at 80 psi. Public lavatory fixture max. Flow 0.5 gpm; if self - closing valve 0.25 gallon circulating, 0.5 gallon noncirculating. Lighting Controls 415.1.ABC Automatic control required for interior lighting in buildings <5,000 s.f.: Space control; Exterior photo sensor; Tandem wiring where i/e 1 -3 linear fluorescent lamps >30W. I R If required by Florida law, I hereby certify that the system design is in compliance with the Florida energy code. Registration number ARCHITECT: ELECTRICAL SYSTEM DESIGNER: LIGHTING SYSTEM DESIGNER: _ MECHANICAL SYSTEM DESIGNER: — PLUMBING SYSTEM DESIGNER: I hereby certify that the plans and s. • ci vered b e calculation are in compliance Review of plans and specifications vered by this calculation indicates compliance with the with the Florida Etter • A , Florida Energy C •. Befo e co Ar.ction is corn. eted, this building will be inspected for / PREPARED BY: - DA ` -/ 2 I) compliance in ac: rdance itl 'etio• - 3.9 SS. I hereby certify that this .uilding is in compliance with the Florida Energy Code: BUILDING OF 'IA � . _ _ OWNER AGENT: DATE: DATE: aL - � FLORIDA BUILDING CODE — BUILDING 13 -D.5 • CITY OF ZEPHYRHILLS ZEPHYRHILLS, FLORIDA WATER ACCT. NO. DATE / OWNER / RENTER f gn r /'►') e17- f-�?• //S 4^'`✓ i P y I _ MAILING /go/ 301 3' S - - L/G)0 f � - loaf /a 33/9 SERVICE ADDRESS 7 7% S' 641/ SHUT OFF SERVICE ❑ WATER TURN ON SERVICE ❑ SEWER INSTALL METER upgrade ❑ GARBAGE READ METER ❑ IN CITY CHECK METER ❑ ❑ OUT CITY OTHER ❑ / No. OF UNITS DEPOSIT AMOUNT 3) I AthQr /„ AMOUNT LAST BILL Need fo p9 rad� "'L `f r��-� 75 �,, y r DATE '- s / + MISC. CHARGE METER: full irrigation WORK COMPLETED BY ,' `\ DER TAKEN BY & DATE COMPLETED ORD69/GIVEN BY Retain white form in office at all times!' Send pink & yellow forms to Water ervice Dept. Water Service Dept. to sign yellow form & return to office. David Henderson From: Jacqueline Boges Sent: Thursday, December 10, 2009 9:10 AM To: Nathan Coleman Cc: David Henderson Subject: I need a meter verified that is already existing Greetings Guys, Could you verify a water meter size that went in 7715 Gall blvd . This space is going to be built out to become a dental office and the plan ask for a 1' meter but Bill believe when building was constructed a % meter was installed. I need to know if I would have to charge them the difference in meter cost. Thank you Jackie Boges 1 Code Support Specialist r INSTFp ext. 3513 W,/M (! 4.4- 1 01/08/2010 16:44 8139887014 ASSOCIATES PAGE 01 • ACOR TM. CERTIFICATE OF LIABILITY INSURANCE I DATE 01/08/2010 n PRODUCER Phone: (813) 988.1234 Fax: 813 - 988.0989 TH18 CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ASSOCIATES AGENCY, INC. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE PO BOX 16190 HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 11470 N. 53RD ST. ALTER THE COVERAGE AFFORDED BY THE POUCIES BE( OW, TEMPLE TERRACE FL 33887 INSURERS AFFORDING COVERAGE NAIC # A9eney u a; P001788 _ _ INSURED INSURER A; AUTO OWNERS INSURANCE CO. 18988 AIRCO MECHANICAL CONTRACTORS, INC. INSURER 6: FCCI INSURANCE CO. 03499 6334 118TH AVENUE NORTH INSURER C: AUTO OWNERS INSURANCE CO. 18988 LARGO FL 33773 - — - -- - — INSURER 0: INSURER E: , COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POuCY PERIOD INDICATED, NOTWrTHsTANDING ANY REQUIREMENT, TERM OR CONDrf)ON OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE 188UE0 OR MAY PERTAIN, THE INSURANCE AFFORDED 9Y THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS. EXCLUSIONS AND CONDmoNS OF SUCH POLICIES, AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BV PAID CLAIMS. I LIA MOR11 TYPE OF INSURANCE POLICY NUMBER DATE 1 1 GATE l DIYVI LIMITS GENERAL LIABILITY 20893416 02110/09 02/10/10 EACH OCCURRENCE _— _ 1,000,000 X COMMERCIAL GENERAL LIABILITY OAMAo!, TO RENTED $ 300,000 OREMIeES (E! o� _ CLAIMS MADE I X OCCUR MED -EXP (Arty one P, on) $ 10,000 A PERSONAL A AOV INJURY 9 ...... 1,000,000 —J GENERAL AGGREGATE ,1 2,000 000 GEMI.AGGREGATE LIMIT APPLIES PER; PRODUCTS-COMP/OP AGG, '3 2,000,000 ... POLICY p1 JECT 11 - AUTOMOBILE LIAE,R.ITY 4345206801 02/10/09 02/10/10 COMBINED SINGLE LIMIT X ANY AUTO (Ep eeerdan1) 9 1,000,000 ALL OWNED AUTOS BODILY INJURY SCHEDULEO AUTOS (Per parson) $ A X J HIRED AUTOS BODILY INJURY X NON -OWNED AUTOS (Par "ooldent) °• -- PROPERTY DAMAGE 3 . (Per ncelder,) r GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ _� ANY AUTO OTHER THAN EA ACC $ ONLY: AGO 3 EXCESS I UMBRELLA LIABILITY 4345208802 02/10/09 02/10/10 EACH OCCURRENCE s 5,000,000 - i OCCUR CLAIMS MADE AGGREGATE . — 5,000,000 C i s DEDUCTIBLE - - - -- s RETENTION 9 0 - d - WORKERS COMPENSATION AND 001 �WC09A -62050 06/27/09 06/27/10 I X T T �i* 3 I I ORT "4"1 EMPLOYERS' LABILITY 8 Ally PROIRIETORIPARTNERIE ECUTw9 E_ _ _ L EACH ACCIDENT $ _.. -. 500,000 oFFN:ERAAEMBERBXCLU08o7 El, DISEASE -EA EMPLOYEE 3 500,000 II yed describe under •••.• _ .. SPECIALPROVNNOIN bale.. E . DISEASE - POLICY LIAR 3 500,000 OTHER: DESCRIPTION OF OPERATIONS/LOCATIONSNEHICLES /EXCLUSIONS ADDED BY ENDORSEMENT/ SPECIAL PROVISIONS EMPLOYEE BENEFITS LIMIT 1000000 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE; ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE F>(PIRATION OATS THEREOF, THE I$gUINQ INSURER WILL ENDEAVOR TO M/VL 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDQR NAMED TO THE LEFT, BUT FAILURE City of 2ephYMilb TO 00 SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, 6335 8th Street IT'S AGENTS OR REPRESENTATIVES. 2eplryrfillls, Fl 33542 AUTHORIZED REPRESENTATIVE • Attention: 780 -0005 Trevor ACORD 25 (2001/08) Certificate # 191581 0 ACORD CORPORATION 1988 :m:MyFax - Fuqua Electric To:Zephyrhills Building Dept (18137800021) 15:24 01111/10GMT -05 Pg 02-02 DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION ELECTRICAL CONTRACTORS LICENSING BOARD (850) 467-1395 1840 NORTH MONROE STREET TALLAHASSEE FL 3 2 3 9 0 7 8 3 FUQUA, MICHAEL FUQUA ELECTRIC INC 2411 CYPRESS GARDENS BLVD. WINTER HAVEN FL 33884 STATE OF fLORIDA .A:4# Es' Congratulations! With this license you become one of the nearly one million • 'DEPARTIONT OF B tISINESS AND Floridians licensed by the Department of Business and Professional Regulation. : PROFESSIONAL . PEGULATION Our professionals and businesses rartge from architects to yacht brokers, from • • • . • • boxers to barbeque restaurants, and they keep Florida's economy strong. . EC13001238 ...07/3.1.10 020.067391 Every day we work to improve the way we do business in order to serve you better. • • . • . For information about our services, please log onto www.myfloridalicense.com. CERTIFIED ELECTRICAL CONTRACTOR Therc you can find more information about our divisions and the regulations that - FUQUA', MIEAEL irripact you subscribe to department newsletters and learn more about the FUQUA ELECTRIC INC (Departments initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. We . . constantly strive to serve you better so that you can serve your customers. IS CERTIFIED . .undar the proviaions of cf.:- 48.9 ' Thank you for doing business ;n Florida, and congratulations on your new license! zspifation dote; AUG 31, 2010 LO8P73101411 DETACH HERE kC# sTAtE ttr;.E.LORIDA • . • • • • . 1)..EPARtmEigrr..07...EVS REGULATION • • . .ELECTRX..-CALi BOARD. . • . . . . . . . • • =4.41#'1,0807.310.1 . . . DATE BATCH 4UMBER LICENE «BR • • . • . • 107/311200a 086067391 EC13c0123B . • • The .ELECTRICAL CONTRACTOR' • :.•••••• • • • Named. below IS CBIRTtFIED :••... '"•• . Under: the . pr ovi s ±ous o Chapter FS. • • Expiration date i• X4tT 31 2010 Jr„ • • • • . . . . • , . . . . . . • • . . . . FUQUA, MICHAEL • • • • • .. FUQUA ELECTRIC INC • • • . 2411 VIP RES6' -GARDENS " • WINTER 'HAVEN "•• •••• 338 • • • . . . . . . . . . . . • . • . . . • . . • _ . . . . • ...... . . • . . . • . • CARL CRIST . • . . • , . CHARLES W : DRAGO • GOVERNOR ... • ...SECRETARY • • • • : •• • DISPLAY AS REQUIRED BY LAW • . . . — • — ... This instrument prepared by: Name Address 01 0 00000 CXSD Permit # Folio # &Li 25 a 1 , ! (VIII VIII VIII VIII VIII VIII VIII VIII VIII VIII (III IIII E .:. -- 1:r"TedT�� `4 NOTICE OF COMMENCEMENT 2010006273 State of Florida Rcpt : 1282895 Rec : 10.00 County of Miami -Dade DS: 0.00 IT : 0.00 The undersigned hereby gives notice that improvement will be made to 01/15/10 -- - -.. -- Dpt Clerk certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement: 01/15/10 0L : OR BK 8 Pg5CO CLERK a COMPTROLLER ' 1 PG 1. Property Legal Description Lot El Unit ❑ Block ❑ Bldg 1154 Subdivision /Condominium Lot 3 of ZEPHYRHILLS SUPERCENTER — A REPLAT, according to the map or plat thereof recorded in Plat Book 42, Pages 58 and 59, of the Public Records, Pasco County, Florida () Lengthy Legal, please see description attached hereto space above reserved for use of recording office. 2. General Description of Interior Renovation — Aspen Dental 7715 Gall Boulevard, Zephyrhills, FL 33541 Improvement: 3. Property Owner Name: Frontier Development — Zephyrhills, LLC Mailing Address: 1801 SW 3rd Avenue, Suite 500, Miami, FL 33219 and interest in property: Owner Name /mailing address of fee simple title holder if other than owner: ._ R . Contractor name: Frontier Building Corp Address: 1801 SW 3 Avenue, Suite 500, Miami, FL 33129 Phone number: 305- 692 -9992 Fax #: (optional-if service by fax is acceptable) 5. If Surety Bond, Name: and address of Surety: _ and amount of Bond: $ (Copy of bond must be attached to this Notice at time of recording) Phone number: Fax #: (optional-if service by fax is acceptable) 6. Lender name: Address: Phone number: Fax #: (optional -if service by fax is acceptable) 7. Persons within the State of Florida (names and addresses) designated by property ownerupon whom Notices or other documents may be served as provided by Section 713.13(1)(A)7., Florida Statutes: Name: Frontier Development — Zephyrhills, LLC Address: 1801 SW 3 Avenue, Suite 500, Miami, FL 33219 Phone number: 305 - 692 -9992 Fax #: (optional -if service by fax is acceptable) 8. In addition to himself, Owner designates the following person(s) to receive a copy of the Lienor's Notice as provided by Section 713.13(1)(B), Florida Statutes: Name: Frontier Building Corp. Address: 1801 SW 3 Avenue, Suite 500, Miami, FL 33219 Phone number: 305 - 692 -9992 Fax #: (optional -if service by fax is acceptable) 9. Expiration date of this March 31, 2009 (Expires one year from date recorded unless a different date is specified) Owner signature: Printed name: A_y-d t _ ex SWORN TO AND SUBSCRIBED before me this T day of .C1. -Yl- , 20 l by: G �t i , • • (J personally known to me. Notary signature: - v„, - '._ ■-- C._._.- l( , t l ' /-- Printed name:�i, - � (( � My L expires: V\ 2ci le‘ 2_ CC NOTARY PUBLIC -STATE OF FLORIDA seal •'`'' Colette Rick -, iz 4 Commission # DD765438 'a,,,.;,,/ Expires: MAR. 25, 2012 POND A Tt1RV ATLANTIC BONDING CO., INC. STATE OF FLORIDA, COUNTY OF PASCO THIS IS TO CERTIFY THAT THE FOREGOING IS A TRUE AND CORRECT COPY OF THE DOCUMENT ON FILE OR OF PUBLIC RECORD IN THIS OFFICE WITNESS MY HAND AND OFFICIAL SEAL THIS /d DAY OF k./4/1) 2 0/ 0 PAULA S. O'NEIL, CLERK & COMPTROLLER �1l� ` By A4 a DEPUTY CLERK Jacqueline Boges To: James Leach Subject: RE: Zephyrhills, FL - TIA Good afternoon James, After review of the traffic study Mr. Burgess stated that per this study that impact fees for future use will not be applicable. Unless the use is of a higher category ie: fast food restaurant, bank etc. A dental office is comparable to a specialty retail so at this time will can not collect any traffic impact fees. Your building permit is paid in full . Thank you Jackie From: James Leach [mailto:jleach @fdllc.com] Sent: Monday, January 11, 2010 6:02 PM To: Jacqueline Boges Subject: FW: Zephyrhills, FL - TIA Jackie, attached is the Traffic Analysis prepared by Kimley -Horn. This should cover us. Please let me know if you have any questions. Thank you again for your assistance. James F. Leach I Frontier Development LLC 1801 SW 3rd Ave 1 Suite 500 Miami, FL 33129 P:(305) 692.9992 x 13 I F:(305) 692 -3032 I Efax:(305) 749 -8670 jleach @fdllc.com I www.fdllc.com From: Christopher .Hatton @kimley - horn.com [mailto: Christopher .Hatton @kimley - horn.com] Sent: Monday, January 11, 2010 9:34 AM To: James Leach Subject: RE: Zephyrhills, FL - TIA James, I was able to find the letter report that we did for you for the City. Please see attached. Let me know if there is anything else we can do for you. Thanks, Christopher 1 oiNt i hS tc Kimley -Horn and Associates, Inc. t kA r TP- S T fu tti1nY�� 1 f 140 L r.4 February 3, 2003 �} z �- v � 7 L (1 ■ ' V Suite 300 Mr. Bill Burgess � � \ 10117 Princess Palm Avenue City of Zephyrhills � 5 i v TJ 47--r- 33610-8304 5335 Eighth Street U /5 of l Zephyrhills, Florida 33540 -4312 (�_ Re: ialt Retail Ou cels ) Orr y � City of p yrfu)iorida ter Sr Transportation Impact Fee Analysis ( r. c S,T - ( 1 )', Dear Bill: 45(04L iac7 2 Based upon our discussions on January 14, 2003, Kimley -Horn and ates, IS Lk; 1 � v rli} Inc. is pleased to submit to you our findings with regard to the transportation impact fee analysis related to the proposed 21,980 square feet of specialty retail T � - 0 '('0 L to be developed as outparcels to the existing Wal *Mart Supercenter on U.S. 301. Using the most recent versions of the Institute of Transportation Engineers' (TTE) b ff i C C?. , Trip Generation, 6 Edition, and Trip Generation Handbook, March 2001, we propose to use the trip characteristic data contained in these manuals for the calculation of an Alternate Transportation Impact Fee for the proposed outparcels. The following is a summary of the analysis: 5 Trip Generation Analysis , The Institute of Transportation Engineers' ([IE) Trip Generation, 6` Edition, identifies a daily trip generation rate of 40.67 trip ends per 1,000 square feet for the "Specialty Retail" land use (Land Use Code 814) that best describes the 1 7 I utilization of the proposed outparcel development. Using this rate and the proposed 21,980 square feet of outparcel development, the outparcel gross daily trip generation is expected to be 894 two -way daily trip ends. Internal Capture Analysis The Institute of Transportation Engineers' Trip Generation Handbook, March 2001, identifies a daily internal capture percentage of 30% for retail to retail interaction. This internal capture percentage is outlined in Table 7.1 and is included as an attachment to this letter report. Using the 30% internal capture percentage, 268 two -way daily trip ends are expected to be "internally captured" between the proposed outparcels and the Wal *Mart / Murphy Oil developments. Pass -By Capture While the Institute of Transportation Engineers' Trip Generation Handbook, March 2001, does not identify a pass -by capture percentage for Land Use 814 (Specialty Retait), it does include a pass -by capture equation for Land Use 820 • TEL 813 620 1460 FAX 813 620 1542 _.1 Kimley-Hom Mr. Bill Burgess, February 3, 2003, Page 2 and Associates, Inc. (Shopping Center). Therefore, this pass -by capture equation was applied to the 21,980 square feet of retail development to yield a pass -by capture percentage of 60.45%. Trip Characteristic Summary This trip characteristics analysis examined the trip generation rate as well as the percentage of internal capture and pass -by capture trips for the proposed 21,980 square feet of retail development to developed as outparcels for the Wal *Mart Supercenter on U.S. 301. Based upon the results of this analysis, the following trip characteristics were determined to be representative of the proposed development: • Trip Generation Rate = 40.67 trip ends / 1,000 square feet • Percent Internal Capture Trips = 30% • Percent Pass -By Capture Trips = 60.45% Analysis for City of Zeph_yrhills A transportation impact fee analysis was then conducted for 21,980 square feet of retail development using the results of the ITE trip characteristic analysis and the site specific parameters of the proposed outparcels. The transportation impact fee analysis details the expected amount of "net new" traffic that the proposed development is anticipated to add to the roadway network. Specifically, the percentage of internal capture trips (trips which occur between the anchor store and outparcels which do not impact the off -site roadway network) and pass -by capture trips (trips which already exist on the roadway network) identify the amount of project traffic that do not impact the off -site roadway network. The following table utilizes the results of the ITE trip characteristic analysis and details the calculations of the revised transportation impact fee analysis for the proposed outparcel development. [THIS AREA INTENTIONALLY LEFT BLANK] ❑ _ Kimley -Horn Mr. Bill Burgess, February 3, 2003, Page 3 and Associates, Inc. REVISED TRANSPORTATION IMPACT FEE CALCULATIONS Land Use 1TE Trip Characteristic Analysis Daily Trip Daily Daily Specialty Retail (as an Rate Internal Pass -By outparcel to the Wal.Mart (TFJ1,000sf) Capture Percentage Capture Percentage Supercenter) 40.67 30% 60.45% Daily Trip Expected Daily Expected Expected Land Use Rate Daily Gross Internal Daily External (TE/1,000sf) Trip Ends Capture Internal Daily Trip Percentage Capture Trip Generation Ends (TE/day) Specialty Retail (as an outparcel to the Wal.Mart 40.67 894 30% 268 626 Supercenter) Daily Pass - Daily Pass -by Expected Proposed Expected Land Use by Capture Capture Trip Net New Outparcel Outparcel Percentage Ends Daily Trip Development Development Generation Size Net New (TFJDay) Daily Trip Rate (TE/aay) Specialty Retail (as an outparcel to the Wal.Mart 60.45% 378 248 21,980 sf 11.28 Supercenter) s , Note: TE = Trip Ends sf = square feet The revised trip generation rate was then included into the City's transportation impact fee formula to determine the revised transportation impact fee: IMPACT FEE = (((TGR/2) / CAP) x (COSTCON x TL)) x N where: TGR = Revised Trip Generation Rate 2 = the allocation of half the impact to the origin and half to the destination CAP = average capacity of one lane of roadway (6872 vehicles/lane/ day) COSTCON = average cost to construct one lane -mile of roadway (weighted average for City, County and State within the transportation impact fee zone currently calculated to be $581,002.00) TL = Trip Length: 2.25 mile -trip for the following commercial: Shopping Centers Less than 50,000 GSFLA N = ratio of total costs charged to impact fee based upon other available projected revenues currently calculated to be 0.83. Kim ley-Horn Mr. Bill Burgess, February 3, 2003, Page 4 ❑ L and Associates, Inc. Based upon this formula and the revised trip generation rate calculated, the revised transportation impact fee assessment for the outparcel development is: (((11.28/2) / 6872) x ($581,002 x 2.25)) x 0.83 = $890.50 per 1,000 square feet Based upon the proposed 21,980 square feet of retail development to be developed as outparcels, the revised transportation impact fee assessment is: = $19,573.19 If you have any questions regarding this analysis, please feel free to call me. We appreciate your time and effort in assisting us through this process. Very truly yours, KIMLEY - HORN AND ASSOCIATES, INC. Christopher C. Hatton, P.E. Vice President CCH:bjs H:\048511000VP ipGen \Zephyrhills.Burgess.013003.doc Attachments Copy to: Eric Gordon, Frontier Development