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ACT-15-401 s Permit tU ACT- • 5�1 `yy�oaEs ice` Miami Shores Village y� Petmit r"ype Awning*/Cisa1 opies/Tents, 10050 N.E.2nd Avenue NEtx Miami Shores,FL 33138-0000 _ Phone: (305)795-2204 Perm►t Status.APPRQVIE FLORipP x � � Expiration: 01/30/2016 tae�lC�75 Project Address Parcel Number Applicant L567MNJE 96 Street 1132060171580 Shores, FL Block: Lot: MICHAEL BYRD Owner Information Address Phone Cell LMICHAEL BYRD 567 NE 96 ST MIAMI SHORES FL 33138-2735 Contractor(s) Phone Cell Phone DIAMOND AWNING CORP Valuation: -$ 4,038.00 (305)269-1697 Total Sq Feet: 287.28 Approved: In Review Available Inspections: Comments: Inspection Type: Date Approved: : In Review Final Date Denied: Foundation Type of Work:ADDITION OF AWNING. Additional Info: Review Building Classification:Residential Color Approved: In Review: In Review Review Building Code Comments: : Code Approved: : In Review Review Planning Code Denied: Scanning:3 Review Structural Review Structural Fees Due Amount Pay Date Pay Type Amt Paid Amt Due CCF $3.00 Invoice# ACT-2-15-54580 DBPR Fee $2.00 DCA Fee $2.00 08/03/2015 Check#: 1044 $332.14 $50.00 Education Surcharge $1.00 02/24/2015 Check#:3329 $50.00 $0.00 Permit Fee $121.14 Plan Review Fee(Engineer) $120.00 Plan Revipgv Fee(Engineer) $120.00 Scanning�ee $9.00 Technol(M Fee $4.00 Total: $382.14 C) S.:.t ,l In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining'ftreto and in strict conformity with the plans,drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting!,Pjs permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required f6."ELECTRICAL, PLUMBING, MECHANICAL,WINDOWS,DOORS,ROOFING and SWIMMING POOL work. OWNERS,=AFFIDAVIT: I certify at a e f regoing information is accurate and that all work will be done in compliance with all applicable laws regulating construct* nd nin Futh auth ize the above-named contractor to do the work stated. August 03, 2015 Authorized Signa re er / Applicant / Contractor / Agent Date Build' Department Copy August I r3,2015 1 �� • M Miami Shores Village CEBuilding Department FEBEB2 X015 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 BY; INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC2010 BUILDING Master Permit No.-ka-15` 401 PERMIT APPLICATION Sub Permit No. OBUILDING ❑ ELECTRIC ROOFING REVISION ❑ EXTENSION RENEWAL PLUMBING ❑ MECHANICAL OPLIBLICWORKS CHANGE OF CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 567 NE 96th Street City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: 11-3206-017-1580 Is the Building Historically Designated:Yes NO Occupancy Type: SFR Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder): MICHAEL E BYRD & ANA BYRD Phone#: Address:567 NE 96th Street City: Miami Shores State: Florida Zip: 33138 Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: Diamond Awnings Phone#: 305-269-1697 Address: 7335 NW 61st Street City: Miami State: Florida Zip: 33166 Qualifier Name: Angel Torres Phone#: 305-269-1697 State Certification or Registration#: 08BS00750 Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: y City: State: —7 Zip: Value of Work for this Permit:$ LJ�0 • Square/Linear Footage of Work: ( •a [ - Type of Work: ❑ Addition ❑■ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: ADDITION OF AWNING Specify color of color thru tile: Submittal Fee$ Permit Fee$ t CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ 33 Z- (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address _ City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address _ City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "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." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and r ' ec i fee will be charged. Signature Signature AGENT CbrrY Q,C'&r TOR D ltirYW r The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of ! e b c 20 ✓-5-- , by =.2 Z�/ day of �/-G� (7!a X1rZ, 20 �s by who is personally known to �J/(���1/ /' Irr who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: 4 f,�L, � Sign: (Xy `;�— Print: Do to A /-3 Print: T)o a a A `-`J d-3.--�,v/!g Seal: ,•�' DOW ABELLA Seal: 1µr nay DONNIILABELLA MY COMMISSION N FF 157342 �' ••'•• * * EXPIRU Jmuvy 5,2019 ie MY COMMISSION A FF 157342 111VA14 taro leirloes EXPIRES:Jenwq 5,2019 7p N*Th wry stakes APPROVED BY ^ Plans Examiner J' b Zoning Structural Review Clerk (Revised02/24/2014) 10 al Business Tax Rect i iami-Dade County, State of Flori - zTHIS IS NOTA BILL - DO NOTPAY r USINESS NAME/LOCATION RECEIPT NO. IAMOND AW,JJ9&5 CORP R N WpL EXPIRES 6130 SW 161f 6584743 SEPTEMBER 30, 2015 4= Must be displayed at place of business WEST MIAMI FG'3`3155 Pursuant to County Code Chapter 8A-Art,9&10 OWNER : SEC.TYPE QF BUSINESS DIAMOND AWNINGS CORP 196 SPECIALTY BUILDING`CONTRACTOR PAYMENT RECEIVED � - Worker(s)' f 086S00750 BY rax COLLECTOR $45.00 07/30/2014 CHECK21-14-039271 This Local Business Tax Receipt only confirms payment of the Local Business Tax. The Receipt is not a license,_ permit,Or a certification of the holdar'S qualifications,to do business. Holder mus4comply with any governmental or nongovernmental regulatory laws and requirements which apply to the busino*t The RECEIPT NO.above must be displayed on alloommercialvahicles-Miami-Dade Cade Sec 8a-276. For more information,visit www:miamidade.gov(taxcollector - actor's Recei M MiamiDadCounty, State of Flori a e -THIS IS NOTA BILL - DO NOT PAY 6318315 BUSINESS NAME/LOCATION RECEIPT NO. „ AIRES ". aD AWNINGS CORP NEW SEPTEMBER 30, 2015 61105 16 St 7483188 Must be displayed at place of business WEST MIAMI FL 33155 Pursuant to County Code Chapter 8A-Art.9&10 OWNER SEC.TYPE OF BUSINESS DIAMOND AWNINGS CORP,'., MMC SPECIALTY BUILDING CONTRACTOf�PaYMENT RECEIVED 08BS00750 Y TAX COLLECTOR Category(s) 1 $175.00 08/26/2014 CHECK21-14-054959 This Local Business tax Receipt only confirms payment of the Local Business Tax.The Receipt is not a license, permit,or certification of the holder's qualifications,to do business. Holder must comply with any governmental or nonovernmental regulatory laws and requirements which apply to the business. The RECEIPT NO,above must be displayed on all commercial vehicles-Miami-Dade Code Sec 8a-276. For more Information,visit www.miamidade.gov/taxcollector DATE(MMIDD/YY) -4 CERTIFICATE OF LIABILITY INSURANCE 02/14/15 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION PRODUCER Accurate ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 8300 West Flagler Suite 114 HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR Miami,FL 33144 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Phone (305)226-8727 Fax (305)226-8767 INSURERS AFFORDING COVERAGE NAIC# INSURER A: Ascendant Insurance Co. INSURED Diamond Awning Corp INSURER B: 6130 SW 16 Street INSURER C: Miami, FL 33155- INSURER D: (305) 525-1425 INSURER E: COVERAGES INSURER F: THE POLICIES OF INSURANCE LISTED 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. TINSfRD TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE POLICY EXPIRATION LIMITS IS DATE MWDDIY`/ DATE MMIDD/YY ERAL LIABILITY EACH OCCURRENCE 1,000,000 OMMERCIAL GENERAL LIABILITY DAMAGES( RENTED100,000 GL-45632 03/13/14 03/13/15 PREMISES Ea occurenceCLAIMS MADE OCCUR MED EXP(Any one person) 5,000 ❑ ❑ PERSONAL&ADV INJURY 1,000,000 GENERAL AGGREGATE 1,000,000 F-1 PRODUCTS-COMP/OP AGG 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: Q POLICY ❑PROJECT ❑ LOC AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT ❑ ANY AUTO (Ea accident) ❑ ALL OWNED AUTOS BODILY INJURY ❑ ❑ 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 EXCESSIUMBRELLA LIABILITY EACH OCCURRENCE ❑ OCCUR ❑ CLAIMS MADE AGGREGATE ❑ DEDUCTIBLE ❑ RETENTION S WORKERS COMPENSATION AND ❑ WC STATU- ❑ OTH- EMPLOYERS'LIABILITY T RY LIMITS ER ANY PROPRIETOR I PARTNER I EXECUTIVE E.L.EACH ACCIDENT OFFICER I MEMBER EXCLUDED? E.L.DISEASE-EA EMPLOYEE If yes,describe under SPECIAL PROVISIONS below E.L.DISEASE-POLICY LIMIT OTHER DESCRIPTION OF OPERATIONS I LOCATIONS/VEHICLES I EXCLUSIONS ADDED BY ENDORSEMENT I SPECIAL PROVISIONS Contractors License#08BS00750 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,THE ISSUING INSURER WILL ENDEAVOR TO MAIL Miami Shores Village 30 DAYS WRITTEN TICE TO THE CERTIFICATE HOLDER NAMED TO Miami h 2nd Ave THE LEFT,BUT FAILURE T SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE S ,ITS A NTS OR REPRESENTATIVES. Miami Shores, FI 33138 AUTHORIZED REPRESE T Lucia Estrella ACORD 25(2001/08)OF ©ACORD CORPORATION 1988 Report Viewer page a If i r I JEFF ATWATER CHIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS'COMPENSATION CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS'COMPENSATION LAIN'* 1 CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers'Compensation law. EFFECTIVE DATE: 10/16/2014 EXPIRATION DATE: 10115/2016 PERSON: TORRES ANGEL FEIN: 208820451 BUSINESS NAME AND ADDRESS: I DIAMOND AWNING CORP NIA I 6130 SW 16TFI ST a MIAMI FL 33155 SCOPES OF BUSINESS OR TRADE: DOOR AND WINDOW INSTALLATION Pursuant w Chaptn4:7.o5(1 a),F S.nn ottzer of a corporation who alerts exemptron loam Ihis,haVler uY tJing a ceitihcattl o!aleCGon under thrs sectlnn n,ay Srwt recover benefn�ui:omponsalwn under Nis chapter.Pumuanl fo Chapter 440 05112),F.S.,C-1-tes ul ere+.tion lobe exempt...appy onlywithtn the scope r of the busomss or ho0e fisted on the-1 olelection to be exempC Pursuant to Chapter 440.05(13).F S.Not—,f,1-tion to be exempt and cerbffcates of eaecnon to be exempt shall be subject to revocation If,at any t6rre afterth.fi5ng of the notice or the issuance of the ca,dlx:ate,the parson named on the notice or certificate no longer meets the requiremerds of this section far aeuance of a oertihcate.The depaAmcvrt shall revoke a ertif—fe*any dma for failure oft" person named on RE ue.torte W meet the requirements of bra sectwn. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 07-12 QUESTIONS P fa50j41:-1609 StLU I son Miami shores Village 1-7 ��+ Building Department �0 pas 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner — Workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees,including the owner,must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC,a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State,Division of Corporations;and 3. The corporation is registered and listed as active with the Florida Department of State,Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor,part-time employees or subcontractors for your project.The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances,Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor,part-time employees or subcontractors.. Therefore,you may be personally liable for the worker compensation iniuries of any person allowed to work under this permit. Please check with your insurance carrier since most property insurance policies DO NOT cover this type of liability. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE.--ANP UNDERSTAND ITS CONTENTS. Ownero ctor r Signature: Signature• J State of Florida State of Florida County of Miami-Dade County of Miami-Dade The foregoing was acknowledge before me this V The foregoing was acknowledge before me this day of /-e b r a f9 r ,20 J5 7 day of e4 A P ,20 BY l&k4 j I 13y BY ,<I Tor/r! who is personally known to me or has produced who is personally lrnnwn to me or has produced as identification. as identification. DONNA A Notary: Notary: * MY COMMISSION ON#N FF FF 15 734 Z SEAL: SEAL: i0� orr� 6gW�tl fh u11411 Notauary y1 a n -DONNA UkBELUk MY COMMISSION N FF 157342 * WIRES:January S.2019 a dmW Thre go"NeNry lle MI r =: ❑ ESTIMME/PROPOSAL oldos ❑ INVOKE ;anvas & Vinyl DATE �� �ar oris s ORDER No > errace - • • �anoples echos de Aluminio awning@gmaii.com DESIGNTYPE 1 ❑ v rience Serving Sa ❑ Address ❑ _t Lf'Lrt.N� / City, State, Zip Code: ' �,�`J1��5 �� -•nsw Phone No: 3��""� �2, OTHER s s ❑ Galvanized ❑ Aluminum J .. ❑ Schedule 40 ❑ Paint Color jFABRIC DESCRIPTION Sumbrella Weblon Calabana Patio _ ® � Ferrari Binder Color The Materials are guaranteed to be in accarda ce the specifications,and the drawings provided, and to be completed in a dependable manner for the sum of: © ,� with payments to be as follows First Payme ,�•���! �L' A 50%deposit is required to beguin a work and the balance is due when job is installed Second Payme on installation day. Tax: _ Toti - Signature NOTE: This proposal maybe withdrawn by us if not accepted with days Sales Repres L _ ACCEPTANCE OF PROPOSAL The conditions and prices described above are satisfactory and accepted.You are authorized to perform the job in accordance with the SP ecifications.Payments will be made as described above.Terms&conditions,see on back of this proposal/Invoice Permitted by Customer DATE:______ ' \ Customer Signature: �� — i Installed By: Customer Initials: DATE(MM/DD/YY) CERTIFICATE OF LIABILITY INSURANCE 08/03/15 PRODUCER Accurate ; THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 8300 West Flagler Suite 114 HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR Miami,FL 33144 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Phone(305)226-8727 Fax(305)226-8767 INSURERS AFFORDING COVERAGE NAIC# I — _ INSURED Diamond Awning Corp i INSURER A: Granada Insurance CO INSURER B: 6130 SW 16 Street INSURER C: Miami, FL 33155- INSURER D: (305)525-1425 INSURER E: j COVERAGES INSURER F: THE POLICIES OF INSURANCE LISTED 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 j ADD I (POLICY EFFECTIVE POLICY EXPIRATION TYPE OF INSURANCE POLICY NUMBER DATE(rnnnlDDmr1 I DATE MMIDD LIMITS LTR,I_1NSRD.I-__.__.-__-__ — GENERAL LIABILITY --I EACH OCCURRENCE I 1,000,000 l DAMAGE TO RENTED I❑O COMMERCIAL GENERAL LIABILITY 1 OO,000 0185FL00054856 03/13!15 I 03/13/16 PREMISES�Ea occurence� �__ ❑❑ CLAIMS MADE Q OCCUR MED EXP(Any one person) 5,000 A i ❑ ❑ i PERSONAL&ADV INJURY I 1,000,000 GENERAL AGGREGATE 1,000,000 G❑EN'L AGGREGATE LIMIT APPLIES PER: I j PRODUCTS-COMP/OP AGG 1,000 000 0 POLICY ❑PROJECT ❑ LOC I AUTOMOBILE LIABILITY I COMBINED SINGLE LIMIT 17-1ANY AUTO ;(Ea accident) ❑ ALL OWNED AUTOS I BODILY INJURY ❑ ❑ SCHEDULED AUTOS i (Per person) ❑ HIRED AUTOS BODILY INJURY ❑ NON OWNED AUTOS (Per accident) ❑ - PROPERTY DAMAGE I i_-._...i - --.!❑.. --- ------ -----_(_Per accident) ---- GARAGE LIABILITY AUTO ONLY-EA AC- ANY Ci ❑ ❑ ANY AUTO I OTHER THAN EA ACC i ❑ ( AUTO ONLY: —� AGG — 1 EXCESS/UMBRELLA LIABILITY EACH OCCURRENCE - ❑ OCCUR ❑ CLAIMS MADE AGGREGATE � ❑ 1 ❑ DEDUCTIBLE ❑ RETENTION $ i 'WORKERS COMPENSATION AND i ( ❑ WC STATU- ❑ OTH- EMPLOYERS'LIABILITY TORY LIMITS ER ANY PROPRIETOR/PARTNER/EXECUTIVE I E.L.EACH ACCIDENT OFFICER/MEMBER EXCLUDED? i� i E.L.DISEASE-EA EMPLOYEE If yes,describe under I ,----- SPECIAL PROVISIONS below E.L.DISEASE-POLICY LIMIT t ! OTHER I i I i I I i DESCRIPTION OF OPERATIONS/LOCATIONS I VEHICLES I EXCLUSIONS ADDED BY ENDORSEMENT I SPECIAL PROVISIONS License Number:08BS00750 I I CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BV LLED BEFORE THE EXPIRATION DATE THEREOF,THE ISSUING INSUR EAVOR TO MAIL i Miami Shores Village Building Department DAYS WRITTEN NOTICE TO THE E� TEER NAMED TO i 10050 NE 2nd Ave THE LEFT,BUT FAILURE TO DO SO SH L I tj N TION OR LIABILITY Miami Shores,FL 33138 I OF ANY KIND UPON THE INSURER,ITS E T- EPR ENTATIVES. rAUTHORIZED REPRESENTATIVE bigbyrd�a hormail.com ; Lucia Estrella ACORD 25(2001/08)OF CORPORATION 1988 • S�oR>ES iami hores Village 'p�19'Z Building Department sell googol" 10050 N.E.2nd Avenue Miami Shores,) Florida 33138 �� o�� Tel: 305 795.2204 CITY OR Fax: (305) 756.8972 313 �� Page 1 of 1 Permit No: A C.7 j S _ (t /Structural Critique Sheet w � � aez— STOPPED REVIEW Plan review is not complete,when all items above are corrected,we will do a complete plan review. If any sheets are voided,remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. Mehdi Asraf Company Letter Head A'arra 0 na 0Cs. Date: State of V o r t r1G County of k(1'UM d:)q . f , Before me this day personally appeared I � who,being duly sworn, deposes and says: �-Y� TEXT L� ��1'D� '� f Z�o Sworn to (or affirmed) and subscribed before me this.2�i day ofd , 2%by Q f Tvrre5 Personally know OR Produced Identification Type of Identification Produced - �O�tn Print, Type or Stamp Name of Notary DONNA LABEU.A * * MY COMMISSION#FF 157342 EXPIRES:January 5,2019 °4�n►q 9andld Ttn 8W0 NWry S1r*es yOR'S Np7E5: 1-0- DATE OF COMPLETION_ The last date of completion of field Survey was on February 04,2012. 20- LEGAL DESCRIPTION: Lot 11 4 18,Black 99 of "AMf SHORES*according to the plat thereof,as rescorder In Plat Book IS at Pg.14 of the Public Records of Miami-Dade County,Florida. 3.0- SCURCES OF DATA: 3.1.- AS TO HORIZONTAL CONTROL= E North Arrow direction is referred to Plat Sock 15,at Page 14,of the E r Public Records of Miami-Dade Countq,Florida. Bearings are referred to an assumed value of N 50'00'00'E(East) along the South property line. 32.- AS To VERTICAL CONTROL: i This property appears to be located in Flood Zona X,Elevation- n/a as per Federal Emergetncsj Management i ency(FEMA)Community Name and Number.Miami-Dade CountyIA2O6S2,Map/Panel Number: 12iZ*6C/03O6, I . Ea r Suffix: L,Effecctive Date: September 11,2009. The vertical control element,of this eurvey was derived from the i National Cseodetic vertical Datum.(NGvt7) f9ericiasarks used from: 5Ms Book September,2008. Locator: 3250 SAV,„Name:N-303-R Elevation: 8.05'0,LG.vD.1929): r, Locatesd; NE.56th St. --- 3b'North of center line. NE.Fath Ave. --- 44'East of center line. ' y Description: FK nail and brass washes in concrete sidewalk.at NE rorrer of the intersection. rn ,� ' . 4.0- ACCURACY: The accura obtained b measurement and calculation of closed MEE :r ACCURACY- 'ECT PR©PERTH geometric figures was fob to exceed this requirement. 5.0- LIMITATIONS: i Since no other information other than what is cited in the Sources of Data were furnished,the Cilerit is hereby advised that there may be legal restrtctiorm on the Subject Property that are not shown on the Survey Map or contained within this Report that may be LOCATION SKETCH found in the Public Records of Miami-Dade county,or the records of _...__. �sCw E i' any other public and private erruties as their jurisdictions may 300 appear.The Surveyor makes no representation as to ownership or Possession of the Subject Property by aN entity or individual who may appear of public record.No excavation or determination was made as to how the Subject Property is served by utilities.No improvemen . ts C.�UR'°,�tf�`1 0R 5TM5QLQ1 T d LE6END were located,other than those shown.No underground foundations, ( ................ ... _____ ._...._.....__.......... Improvements and/or utilities were located or shown hereon. ( ;I� ELEVATION H.A.G. == HIGH ADJACENT GRADE. ET.E'V This notice 16 regvlred by the 'Minimum Technical Standards for Land 1 DRWY. = DRIVEWAY Lw.C. >5 LOW A0.tACENT GRADE. ELEV Surveying in the State of Florida,* pursuant to Rule 61GI-I-6 of the U.P. _ LJtA.EtY PO€_EH.W.L. _, H?GH WATER LEVEL ELEV Florida Admtlnistrative Godes, t B.D.B. BASIS OF BEARINGS W.L. - WATER 1f:VEL ELEV Notice 18 hereby given that Sunshine State Oren Gall of Florida,Inc. ? AIC = AIR CONDITIONING PAD L.E.N. - LOWEST ELEV RE MACHINERY must be contacted at I-SO -432-4'1'10 at least 46 hours in advance I -ARC: PTSTANCE. C.O.R. = CROWN OF ROAD of any constructlon.,excavation or demolition activity within,upon, BLDG. = BUILD€NG L.F.E- :::: LOWEST FLOOR ELEVATION abutting or adjacent to the Subject Property.This Notice is given In j C.B. - CATCH BASIN L.P. = LIGHT POLE compliance with the 'Llyderground Facility Damage Prevention and C.B.S. :.= CONC. BLOCK sTRiicruxF: 01, ON LINE. Safety Act,'pursuant to chapter 556.101-111 of the Florida Statutes, CH. CHORE) DISTANCE (M) _. MEASURED C CALCULATED (R) - RECORD j (C) = CLEAR O - OVERHEAD UTILITY LINE bm- CERTIFY TG:OM Cf_ = CENTER LINE Pd = PONT OF INTERSECTION 6.i.-Michael E.54jrd 4 w.Ann C.ekjrcL CONC. = CONCRETE B/C = BLOCK CORNER b.2r village of Miami Shores Bldg.Department. P.R.0 POINT OF REVERSE CURVE R - RADIUS 6.3.-Miami-Dada County Department of Health. P.C. POINT OF CURVATURE RAD. = RADIAL. Note: Certify for mortgage and construction purposes [[[ F.N.D. = FOUND NAIL $ DISK RES. = RESIDENCE only,no valid for legal claims. P.0-C. POINT OF COMPOUND CURVE R/W - RIGHT Of WAY M/L ,r MONUMENT L.sJE SEC. SECTION SURVEYOR'S C1=RTIFICATF: N.G.V.DF NAT. GEODETIC VERT. DATUM S.I.P. SET IRON PIPE i HEREBY CERTIFY: That the Boundary Survey of the above described I O.E. = OVERHEAD ELECTRIC LINE STY = STORY property Is true and correct to the best of my knowledge and belief P.B. == PLAT-HOOK SWK - SIDEWALK as recently surveyed under my direction,also that there are no above 1 P.C.P. = PERMANENT CONTROL POINT UE. UTILITY EASEMENT I P.G. •, PACE 25 Zs x1 TRUNK )IAM.()-sPREAO{'j ground encroachments Unless shown.This survey meets the minimus 1 PDB technical standards set forth by the Florida Board of Professional - POINTT BEGINNING -HEIGHTK)hI N Sure rs and Mappers,in Chapter &)Girl-6,Florida Administrative I P/L. � PROPERTY LINE �' = ELEVATION POINr F'p F' � N-T.S. NOT TO SCALE .....fd`..... WOOD FENCE Code,pursuant to section 412021 Florida Statutes.Examination of CENTRAL ANGLE —X— - CHAIN LINK FENCE the abstract of title will have to be made to determine recorded S.LR. SET IRON ROD ..-C3--. - METAL FENCE InstrLment$,If any,affecting the property.Location and Ide ratification P.O.C. POINT Of COMMENCEMENT fu"IlLTl1J = C.B.S. WALL FENCE of utllltles adjacent to the property were not secured as such F.N, - FOUND NdIL = UTILITY POLE information was not requested.Ownership is subject to opinion of titiea. P.T. POINT OF TANGENCY ^^ = WATER E.N.G. m ENCROACHMENT = TILE EFRAIN C.LOPEZ P.L.S. j F.H- = FIRE HYDRANT [ 3 = CONCRETE MES64ONAL LAND SURVEYOR No.1-52300 1 r'.I.P. - FOUND IRON PIPE - ASPHALT PAVEMENT STATE OF FLORIDA I T.I.R. - FOUND REBAR ® = BRICK PAVERS j T.F.E.. FINISH FLOOR ELEVATION - MAIL BOX Not valid without the signature and the original raised seal of a A.G.S. = ADJACENT GARAGE SLAB ELEV Florida Licensed Surveyor and Mapper.Additions or deletlons to survey maks or reports by othesr than the signing party or parties is prohibited without written consent of the signing party or parties i I 1 1 i I Flroperty Address; 561 N.E. 96th St. Village of Miami Shores, 1'I. 33138 ....._ Froperty I.U. folio No.): 11-3206-011-1580 MEids, Inc. l f mi�?S e d Se�a1. refVe c.4: "1 dc�:A rl�ta, Surveying Crew Chief �.. : iccs�t'i�16�i Cell: (786) 232-5284 JCb Number: 112£3 "Michael E. Syrd's Res.' 1 lRevis d aq4. Efrain i.eapeze P.L.S. 4 M. Lic. No.: LS 2300 _ aertifie6d bty: 4dVreae: 5M0 W, 16th ,Ave. Bide. 3, let Floor 3 .�:q&_�352.;4Ia Vah, FI. 33002 so, 000 5lgnatur Daiee ••• THis sl;vEy Is wa-PLETE UTHOUT FADE 2 OF 2 I BOUNDARY SURVEY 7 AIE 96 { .S-t: , V;l/Q e- C>-�M) *- ; Stib,rc , FL 33 /38 gt a- - x' 90 A6PN4LT PAvETENT LLE NO Q A , 5b - of PAVE I PAVER$ OM WAY ' TWE PGa PECK:- _..... i {L. ` ........... 1pt: Gdz @ i naF f I 6-y•�r fig 1 � /�LJ✓1 1 f IQ l`S T 1►7Cr l� hlr� 1 m i — FFE.k0.*A'NGVD GARAGE JUN 2 FPE.6.45'WsYD 2 � 15 mm / ! r LOT ti LOT Ie 1 1 PA LLQ Y AELViERtj 1 3$IDAP1 fR t M) u p to mock cmw 5 61DEWALK� { r ` ' 65'PARlGUAY t �9'CARB a 193 A5M4ALT PA's WE5T BOUND LANE NE 96N 5T_L: s GUS E •• ••• • • • • • •• • •• +•���y{�yT• • �yi•r�•••�f�) •F�+n� }R SCALE 1" : 20' •• • • •• • • •• • • ••• • •• • •• • • • TH15 SURVEY 16 INCOMPLETE WITWOUT PAGE I OF 2 .. •. .. .. r , Consulting Engineering Services 8215 LAKE DR #6502 DORAL FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 Web site: www.iengineerpllc.com; E-mail: Tuan@iengineerplic.com April 4, 2015 To: BUILDING OFFICIAL MIAMI SHORES VILLAGE BUILDING DEPARTMENT Re: Permit #: ACT-15-401 AWNING 16.67FT W x 17.83FT P 567 NE 96th St, Miami Shores, FL 33138 Dear Eng. Ashraf: Please see below: 1. A/: Load path was modified between the columns & walls. 2. A/: Please see attached new calculations & plans with new load path. 3. a. A/: Please see REV 1 calc. page 21 connection "B". •••• b. A/: Please see REV 1 calc. page 33. c. A/: Please see REV 1 calc. page 34. • ...... .. . ...... 4. A/: Please see REV 1 calc. page 20. •••••• • .... . .. .0*00 ...... .... ..... • .. .. .. . ...... If you have any questions please do not hesitate to contact me. """ ' . . . . ...... Best regards, •• ,o.• ;•; • Juan oreno esident. THE CANVAS AND OR FABRIC MUST BE DESIGNED TO BE READILY AND LINE WEIGHT P"S{oHS COMPLETELY REMOVED DURING PERIODS OF HIGH WIND VELOCITY. DATE REMOVABLE CANVAS OR FABRIC MUST BE COMPLETELY REMOVEDALL COLUMNS MUST BE WHEN WIND SPEED APPROACH AND/OR EXCEED TO 75 MPH (34M/S) "B" STEEL TUBE 2.5 X 2.5 X ' AND/OR AS DESIGNATED BY U.S.WEATHER BUREAU AS BEING A Brr (GALVANIZED .5 X 2.5 14GA HURRICANE WARNING OR ALERT. ALL MAIN MEMBERS MUST BE T A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND STEEL 0- _ o °E READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR TUBE 1.315 O.D.X 14GA N Z 2 v go TENANT TO REMOVE COMPLETELY THE CANVAS OR FABRIC DURING "B" (GALVANIZED GATORSHIELD) °Jj u- LL r = U SUCH PERIODS OR TIME. U 00E U = 0 THE CANVAS OR FABRIC USED FOR AWNINGS OR FABRIC-COVERED Jc m FRAMES SHALL BE FLAME RESISTANT IN ACCORDANCE WITH NFPA 701. //L�i. 0)Lo qqr Lc # N p L NBN ^� I n ui (D C v- E ALL MAIN MEMBERS MUST BE c � o�w STEELw U Do a TUBE 1.315 O.D.X 14GA (GALVANIZED GATORSHIELD) rI r� V Z A `L B" C EMIN \�- ..... o SEE DETAIL"A" .. • v, M t • • .i/ E JUN 2 a1 \�- ..... •. uj SEE DETAIL' r D' VALID ONLY WITH RAISE PE SEA 1 { m{ sh'orP.s 1V{Il�t'� VALID FOR(1)PERMIT ONLY By ^A ALL COLUMNS MUST BE rC. tS Y STEEL Reg P.E.#69818 2.5X2.5X14GA 1/8 1/8 GALVANIZED GATORSHIELD oaoz-zoos �.�'�' �' As s►+owr, La '.ALL DIMENSIONS, AND JOS SITE Y SEE DETAIL"C„ CONDRIONS MUST BE VERIFIED J.M. W FIELD BY CONTRACTOR BEFORE ANY = FABRICATION AND/OR INSTALLATION. ® V J.M. LRAW'No No' NorE: •DESIGN LWITED TO STEEL AWMNG TYPICAL WELDING CONNECTION ND CALCULATIONS ISOMETRIC ANY COCK-ONS ILL VODTHES,WHITEOUT SD 1OR STICK-0NS VAIL VOA THESE DRAWINGS DETAIL "A" THE PROPERTY"F1" �'��� IENGINEERANDSCHALL NO 6E RREPRD FN NMOLE OR PART WITHOUT WRITTEN CONSENT SCALE:N.T.S. OF THE CERTIFYING ENGINEER. SHEET 1 OF 3 REVISIONS EXISTING3/16 No DATE CONCRETE WALL EXISTING 5/8"STUCCO 3/16 LINE OF FINISH WALL 4"MIN 4- - 1 EDGE DIST STRUCTURAL NOTES GENERAL NOTES: ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO 2" 1„ N >_ NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY IN Q LL �Y 8 4" DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE EDGE DIST U —.8 el ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE STEEL ANGLE ASTM A36 (� $ WORK. L2X2X1/4X2"LG J c � THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE W/(1)KWIK BOLT-3 BY HILTI LINE OF AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S 3"MIN. 3/8"DIA X 3"MIN.EMBED. FINISH WALL RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND INTO CONCRETE g n ui SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS (f'c=3,000 p-s.i.) N Y a�,•E SIDE VIEW FRONT VIEW �5) � �3Lb DURING ERECTION. w DESIGN WIND LOADS: DETAIL 111311W_ CO a THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C.2010 AND THE SCALE:N.T.S. FOLLOWING SUPERIMPOSED LOADS. DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.0 2010 AND ASCE 7-10. STEEL COLUMN WIND VELOCITY : 105 MPH EXPOSURE CATEGORY : D V) GCPI +/-0.18 Kd :0.85 RISK CATEGORY : 11 STEEL PLATE STRUCTURAL STEEL: cRouN� 1/4 Z THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL LEVEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION,AISC-ASD, 13TH EDITION, 2005. ALL ANGLES AND PLATES SHALL BE ASTM A36, FY=36KSI OR APPROVAL FOOTING EQUAL U.O.N. -- 4"MIN. / yy��•''-�� ALL TUBES TO BE OUTSIDE DIAMETER, GALVANIZED GATORSHIELD, STEEL o o • • ao FY=50KS1.OR APPROVAL EQUAL, U.O.N. `2 ' + ALL HOLLOW STRUCTURAL TUBE "HSS"TO BE STEEL ASTM A500 GRADE B, FY=46KSI,OR APPROVAL EQUAL, U.O.N. LL V • ALL ANCHOR BOLTS SHALL BE KWIK BOLT III BY HILTI U.O.N., WITH SIDE VIEW •••••• 4 • WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN STEEL COLUMN +... o ++�+. ACCORDANCE WITH THE TURN-OF-THE-NUT METHOD. 4"MIN 00:09"• ff 09000 WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST EDGE OF CONCRETE EDGE DIST " " 0909; RECENT AWS APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING +• • t" •• (SMAW)SHALL USE E70XX LOW-HYDROGEN ELECTRODES. • •••+� � • co ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT IN 4"MIN •+ : .+ ? :•••• ACCORDANCE WITH SSPC SPECIFICATIONS. EDGE DIST CONCRETE: 3/1s 1�� � VALID ONLY WITH RAISE PE CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS VALID FDll 'cI>P RMITONLY 8 ' FOLLOWS: 3,000 PSI REGULAR WEIGHT FOR FOOTINGS. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND 8 STEEL ASTM A36 6 8" ASTM C-94 FOR MEASURING, MIXING,TRANSPORTING,ETC.ALL CONCRETE PL 8 X 8 X 3/8 W/(4)KWIK BOLT-3 BY HILTI SHALL BE CURED USING A CURING COMPOUND MEETING ASTM STANDARD 1/2 DIA X 4 MIN. EMB. ri C-309,TYPE 1.CURING COMPOUNDS SHALL HAVE A FUGITIVE DYE.THE oreno CURING COMPOUND SHALL BE PLACED AS SOON AS THE FINISHING IS INTO CONCRETE FOOTING 1 Ft 5N P.E.#69818 COMPLETED OR AS SOON AS THE VISIBLE WATER HAS LEFT THE UNFINISHED CONCRETE.ALL SCUFFED OR BROKEN AREAS IN THE CURING 1" V.— MEMBRANE "MEMBRANE SHALL BE RECOATED DAILY.CALCIUM CHLORIDES SHALL NOT ISOMETRIC nssHOVury c BE UTILIZED IN THE WORK.OTHER ADMIXTURES MAY BE USED ONLY WITH DETAIL "C" TOP VIEW Y THE APPROVAL OF THE ENGINEER. �.M. SCALE:N.T.S. M NOTE: -DESIGN LIMITED TO STEEL AWNING •ANY CORRECTIONS,INKVO MARKS WHITE OUT SD-21 NABRICATION DIMENSIONS, ANDJoeSITER STICK-0NS HALL VOID THESE DRAWINGS AND CALCUUTIONS. IIIUKNDITIONS MUST BE VERIFIED ON COPYRIGHT IEgin ,.Oir..r.•a D BY CONTRACTOR BEFOREANYnxa DOCUMENT IS THE PROPERTY OF AND/OR INSTALLATION. (ENGINEER AND SHALL NOT SE REPRODUCED IN WHOLE OR PART WITHOUT WRRTEN CONSENT OF THE CERTIFYING ENGINEER. (SHE ' 2 OF 3 REVISIONS "01 DATE 04 -2015 N N '� M ch ,n�EE STEEL COLUMNa LL '8. o) 'o GROUND STEEL PLATE 3/16 LEVEL — — — — — — -� o LL a L W N ;III—I a a S `�' ND a. = w ° � ISI— -I I II I II ° d II I II 11. 71 4 4 17- 0 STEEL FRAME d a ° H C7 Z 6 A ° o c d ° n e a d ° ° d 1/8 J 1/804- COLUMN 1/ e° d M co I 3 1/2"CL " M M • •ilii• � M•ilii LL • J Vj•illi - ISOLATED CONCRETE FOOTING.::: � 66600 FRONT VIEW SIDE VIEW 9.00• FOUNDATION DETAIL „ SCHEMATIC DETAIL D SCALE : N.T.S. "' • SCALE : N.T.S. " VALID ONLY WITH RAISE PE SEA VALID FOR(I)PE IT ONLY FOOTING SCHEDULE SIZE REINFORCING :&% MARK ��� '�L X L HEIGHT BOTTOM -1 C RR P.E. 8 F-1 3'-0" X 3'-0" 36" 1 1#5 @ 9" E.W. za,5 _ AS SHOWN 0 ALL DIMENSIONS, AND JOB SITE ® Y CONDITIONS MUST BE VERIFIED ON FIELD BY CONTRACTOR BEFORE ANY J.M. FABRICATION AND/OR INSTALLATION. J.M. NOTE: DESIGN LIMITED TO STEEL AWNING -ANY STICK-ONS WLL NK VOID THESE WHITE OUT SD 3 OR STIG(-0NS WILL VOID THESE ORATIONS AND CALCULATIONS COPYRIGHTIEfgNssr. 1 THIS DOCUMENT IS THE PROPERTY OF (ENGINEER AND SHALL NOT BE REPRODUCED IN WHOLE OR PMT WITHOUT'8RTEN CONSENT OF THE CERTIFYING ENGINEER. SHEET 3 OF 3 Consulting Engineering Services 8215 LAKE DR #6502 DORM_ FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 Web site: www.iengineerolic.com; E-mail: ivanOiengineerplic.com REV 1 PAGE V37 COVER SHEET DATE: April 4, 2015 PROJECT: AWNING 16'-8" W X 17'-10" P ADDRESS: 567 NE 96th St, Miami Shores, FL 33138 CLIENT: This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 37. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principals and Code requirements, using nationally recognized computer software and in-house developed software. Prior to commissioning into service, the in-house developed software was thoroughly checked by performing parallel manual computations. The sign and seal provided herein are meant to cover all computation sheets pages 1 through 37. s,>� L :•• ..:iE • t;lair:PLLC C X19 Juan-0. P.E # 69818 VALID ONLY FOR ONE(1)PERMIT ONLY. VALID ONLY WITH RAISED PE SEAL. -ANY CORRECTIONS,INK MARKS,WHITE OUT OR SnC14.061S WIL4VO"THESE DjkAWIWGS AND CALCULATIONS. •• • • •• • • •• • • ••• • •• • •• • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • s i Consulting Engineering Services 8215 LAKE DR #13502 DORAL FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 Web site: www.iengineeri)llc.com; E-mail: juan(&iengineerpllc.com REV 1 PAGE "/37 INDEX DESCRIPTION PAGE Wind Loads Calculations. 1 General Sketch 5 Frame with Length and dead load (self-weight) 6 Wind Loads 7 Unity check design 9 Members' design 10 Columns' design 11 Load reactions 12 DL's reactions 16 WL's reactions 18 Concrete footing foundation (uplift) design F-1 20 Wall anchor bolt design detail "B" 21 Base plate anchor bolt design detail "C" 27 Member/column connection design 33 Member/member connection design 34 .. ... . . . . . .. . .. . . . . ... . .. ... .. . . . .. . ... . ... . . . . . . . . . . . . .. . . .. . . .. . . .. . . . . . . ... . .. . .. . ... . . . . ..• . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . REV 1 1/37 MECAWind Version 2 . 1 . 0 . 5 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2015 Date 2/5/2015 Project No. Company Name Designed By Address Description City Customer Name State Proj Location File Location: C:\Users\JUANMORENO\Documents\MECAWind\Default.wnd Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 105.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft r(Rise-Span Ratio) = 0.32 Slope of Roof(Spring-Line)= 17.77 Deg Ht: Mean Roof Ht = 9.00 ft Type of Roof = Arched Bldg Length Along Ridge = 18.00 ft Bldg Width Across Ridge= 16.67 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 7.00 ft lzm: Cc* (33/Zm) ^0.167 = 0.19 Lzm: 1* (Zm/33) ^Epsilon = 535.47 ft Q: (1/ (1+0.63* ( (B+Ht) /Lzm) ^0.63) ) ^0.5 = 0.96 Gust2: 0.925* ( (1+1.7*lzm*3.4*Q)/ (1+1.7*3.4*lzm) ) = 0.90 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind-Force Resisting Systems .. ... . . . . . .. . .. . . . . ... . . . . .. .... 00: . . . .. . . .. see.. • •.. . . . . •.. .. . .. . . . . . .. . . ... . •• • . • .. . .. . . . . . . . . . . . . .. •• 00 . •• •• ... . . . ... . . REV 1 2/37 heta h - L z I• -a►� � B B Kh: 2.01* (Ht/Zg) ^(2/Alpha) = 1.03 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256* (V) ^2*I*Kh*Kht*Kd = 24.72 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 320.00 ft^2 Reduction Factor based on Roof Area = 0.89 MWFRS-Wali Pressures for Wind Normal to 18 ft wall (Normal to Ridge) Wall CP Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.50 -14.95 -6.06 Side Walls -0.70 -19.15 -10.26 Wall Elev Kz Kzt qz Press Press Total Shear Moment ft psf +GCpi -GCpi +/-GCpi Kip K-ft -------------------------------------------------------------------------------- Windward 10.00 1.03 1.00 24.72 12.36 21.26 27.31 4.92 24.58 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward+Windard) acting on bldg walls. Note that the shear & moment don't consider loads on roof or end gable. MWFRS-Wall Pressures for Wind Normal to 16.67 ft wall (Along Ridge) Wall CP Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.48 -14.62 ••• **: -1.:2.*. : ; .•• Side Walls -0.70 -19.15 O,•-10.;6; �•� •• Wall Elev Kz Kzt qz Press�OPresa Total• :Sfieaz- Moment ft psf +GCpi -GCpi +/-GCpi Kip K-ft -------------------------------------------------------------------------------- Windward 10.00 1.03 1.00 24.72 1A 36 T.26 •*•2e*S;3 ••4. • 22.48 •• • • •• • • •• • • Note: 1) Total = Leeward GCPi + Windward GCPi* •• • • • . . . • • • • • • • • • • • •• •• • • • •• •• REV 1 3/37 2) Shear and Moment are sum of forces (Leeward+Windard) acting on bldg walls. Note that the shear & moment don't consider loads on roof or end gable. Figure 6-8 External Pressure Coefficients for Arched Roof, Cp Condition Variable Windward Center Leeward Quarter Half Quarter -------------------------- ------------ ---------- ---------- ---------- Roof on Elevated Structure Cp 0.180 -1.020 -0.500 P(+GCpi)psf -0.667 -25.877 -14.953 P(-GCpi)psf 8.230 -16.980 -6.055 Notes: 1) P (psf) = Wind Pressure(Qh*G*Cp-Qh*GCpi) • •• • • • • ••• • • • • • • • • • • • •• • • •• • • •• • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • REV 1 4/37 MECAWind Version 2 . 1 . 0 . 5 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2015 Date 2/5/2015 Project No. Company Name Designed By Address Description City Custoliier Name State Proj Location File Location: C:\Users\JUANMORENO\Documents\MECAWind\Default.wnd aL ? _, _;,_? Roof not a]±r Walls �: r � Gable Roof" 8 4; Li Wind Pressure on Components and Cladding Width of Pressure Coefficient Zone "a" = 3 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf -------------------------------------------------------------------------- RAFTER 2.67 16.67 92.6 1 0.31 -0.80 16.00 -24.30 RAFTER 2.67 16.67 92.6 2 0.31 -1.22 16.00 -34.52 Wind load .. ... . . . . . .. .. ... .. . . . .. . ••. • ... . . . . . . . . . . . . . . . . .. . . .. . . .. . . ... . •• . .. . ... . . . . ... . . • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • GENERAL SKETCH REV 1 5/37 .. ... . . . . . .. • ... . •.. . . . . . . . . . . . . . . . . . .. . . .. . . .. . . :0 00 ..• • • • • 000 • • DEAD LOAD = SELF WEIGHT & MEMBERS' LENGTH REV 1 6/37 �,''o• 1 � n - p`• � sy oo `> , R � �R7 L r�, ft a ti� - � p�ptr 99 00 "> a _ �e r v 1 t6 ft L g fl see 0 8 L ft , 1 J • • • • Y • • s • ... . .. . .. . ..• . . . . ... . . • i . .. .. . . . .. .. ` WIND LOAD (+Y) REV 1 _7/37 .. ... . . . . . .. • . .. . . . . so 600. • . . . . . . ... . ... . . . . . . . . . .. . . .. . . .. . . .. . . ... . .. .. .. . .. ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . 0 ... 0 . ` WIND LOAD (-Y) REV 1 _8/37 .. ... . . . . . .. •• • • •• • • •• • • • •• •• • • • •• •• UNITY CHECK DESIGN ELEMENT REV 1 9/37 19 aD r O� ,o aD O O• p• A mo Q� r o c' O' p� ro o c'. p• o �o 51 a - O 96£'0 � o' o' sem• o $o �s s do 0 7 0 o• o -- o 0 0. OD g O 01 00 o c r o o � 4 0 0 O �y O' p- _0� r 0 � o 0 96£•0 .. ... . . . . . .. • •• • • • • ••• • r N C) • • • • • • • • • ••• • •• • •• • • • • • • • • • • • • •• •• • • • •• •• Design Group Results Design Group: Steel_Column G08 per AISC ASD(2005) Designed As: Pipe 1.315 x 0.083, Material:1Steel\ASTM A992 Grade 50 Combined Check Member Result Offset Code Unity Details Name Case ft Ref. Check M716 0.6D+0.6W»+Y 1 H1-1b 1 OK KLz=0.7 ft, KLy=0.6ft, Lb=0.7ft Axial Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft Ib Ib Ref. Check M716 0.6D+0.6W»+Y 0 565 9385 E3-2FB 0 OK KLz=0.7 ft, KLy=0.6 ft Strong Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft Ib-in Ib-in Ref. Check M716 0.6D+0.6W»+Y 1 -1013 3778 F8-1 0 OK Lbz=0.7 ft, Cb=1 Weak Flexure Check Member Result Offset Demand My Capacity My Code Unity Details Name Case ft Ib-in lb-in Ref. Check M716 0.6D+0.6W N+Y 0 -2319 3778 F8-1 1 OK Lby=0.7 ft Strong Shear Check Member : Result Offset Demand Vy Capacity Vy Code Unity Details :• Alpine 'Case : .�•. ft Ib Ib Ref. Check • M716 .••.• .6D+0. W»+ 0 -301 2885 G6-1,2b+St.Venant 0 OK •;�W ak Shear Check•••..• W nber •.;• Result..- Offset Demand Vz Capacity Vz Code Unity Details • e Case ft Ib Ib Ref. Check M7j6 .6D+p -FY 1 -629 2885 G6-1 2b+St.Venant 0 OK • • W Design Group Results Design Group: columns per AISC ASD(2005) Designed As: Box-Tube 2.5 x 0.083 x 2.5 x 0.083, Material:\SteeIWSTM A992 Grade 50 Combined Check Member Result Offset Code Unity Details Name Case ft Ref. Check M562 0.6D+0.6W N+Y 1 H1-1b 0 OK Lb=8 ft Axial Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft Ib Ib Ref. Check M562 D+0.6W»-Y 8 1211 12507 E3-2FB 0 OK KLz=8 ft, KLy=8ft Strong Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft Ib-in Ib-in Ref. Check M562 0.6D+0.6W»+Y 1 -5704 21723 F7-2 0 OK Lbz=8 ft, Cb=1 Weak Flexure Check Member Result Offset Demand My Capacity My Code Unity Details Name Case ft Ib-in Ib-in Ref. Check M562 0.6D+0.6W»+Y 0 2987 21723 F7-2 0 OK Lb =8 ft Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft Ib Ib Ref. Check • M5 2 •0.6D+0.6W n+Y 1 -563 7455 G2-1+St.Venant 0 OK ,• •ak Sh ar •hec MemberResu�•;•.; Offset Demand Vz Capacity Vz Code Unity Details .; Wagie .. Case .. ., ft Ib Ib Ref. Check . M562 '.:..'0.6D+ +Y 1 606 7455 G2-1+St.Venant 0 OK ..... .. . .... w 0.91D + 1.OW(+Y) REACTIONS REV 1 12/37 ql 66g'_.ld 91- Q 9 CPAa .e n �o ql 904-_ kj s c-� ql 848-=,.:d 9 �.! 9 6'l g1904-_AJ ,o ql 6601-_A � �o 9 0.91D + 1.OW(+Y) REACTIONS REV 1 — 13/37 (members are not showed for clarity) q1 66t AJ 9 0 ql 904-=A C-, ' ql 848-=Ad s ■ 9 1p • 9 y � ql 904-=Ad ,o o ti U p _1v • • v g16601-=A44.• �` • ,o a ql OLM=Ad .. ..• • . •. . . • • . • • . . . .. . . •• . • •. • • ..• • • • . ••• . • • . . . • • • • • . ..• . • . ... . . 1.2DL + 1.OWL+0.5Lr (-Y) REACTIONS REV 1 _ 14/37 9 c, FY 602 lb FY=223 Ib � o Y=4501 �o ii Q� Y= 31 FY= 1917 Y 02 `'\v �o 00 u FY=1917 Ib • •• • • • • ••• • • ••• • ••• • • • • • • • • • • • • •• • • •• • • •• • • ••• • •• • •• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1.2DL + 1.OWL+0.5Lr (-Y) REACTIONS REV 1 _ 15/37 (members are not showed for clarity) 9 W� t li c� FY=602 Ib FY=223 Ib 9 �n 11 �� �.FY=450 lb fl `l ,Q P �--FY-223 Ib FY=1917 c^, C, 9 FY=602 Ib \`�r u r v v . FY=1917 Ib be see 0 .00 �M !� • • •• • • • 11 • •• . • • • ••• • �� r1 •• ••• •• . • • •. • •• • • •• • • •• • • ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • DEAD LOAD REACTIONS REV 1 _ 16/37 P m s Y FY 58 lb M FY=22 Ib Y=35 Ib �o n Y= Ib 4— FY=219 , F-1 Y 81 �o co FY=219 Ib as ••• •• • • • •• V• �Y 0.0 • • • • • • • • • • ••• • • • • ••• • • • {. •• • • • •• •• ••• • • • ••• • • DEAD LOAD REACTIONS REV 1 _ 17/37 (members are not showed for clarity) fl CO Q 111�FY=58 Ib �o Ar FY=22 Ib 9 Y=35 lb 9 • �r a ' o fY=22 Ib �FY=219 fl�P, fl F-1 FY=58 Ib Co , • f • • • t FY=219 Ib CO .. . . ... 0.0 •• • • •• • • •• • • • •• •• 0.0 • • •• •• ••• • • • ••• • • WIND LOAD REACTIONS (+Y) REV 1 _ 18/37 ql L9� =A ssr ,• �c o V\ ^� ql 9Zr-=A 9- ql ql 088-=Aj 9 F-1 vM-=Ad ql lS L l-=Ad 41� 9 0 9 F-1 . . . .. . . . . . . .. . . . . ... . • • • • • • • • • • •• • • •• • • •• • • ••• • •• • •• • • • • • • • • • • • • •• •• • • • •• •• WIND LOAD REACTIONS (+Y) REV 1 _ 19/37 (members are not showed for clarity) ql LS� 9 �'w X959 ' ql 9Z9-_kzl 9 v� ql 088-=.1� 9 ICA rl ql 9Zb-=1. // 41195£-= kA CO F-1 9 - . � r + • • e • • p • �� �'c F-1 . . . .. . . . . . . .. . . . . ... . . ... . ... . . . . . . . . . . . . . . .. . . .. . . .. . . . ... . .. . .. . ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . REV 1 20/37 CONCRETE FOOTING FOUNDATION (UPLIFT) DESIGN. F-1 WIND UPLIFT= 3567 LB DL= 219 LB 0.9 DL+ 1.0 WL NET UPLIFT FORCE= 3369.9 LB = 1.OWL-0.9DL Fp 'CONCRETE= 150 LB CF dee VGLREQUIERED= FORCE Zlon 0.6 x A CONCRETE V�LREQUIERED = 24.96 CF width TO DEEP= AREAMINIMUN= LONGMINIMUN= LONGAPPLIED= VOLAPPLIED= VOLREQUIERED= 6 in 49.92 SQF 84.79 in 7.5 ft 28.13 ft2 > 25 ft' 12 in 24.96 SQF 59.95 in 5.0 ft 25.00 ft' > 25 ft' 18 in 16.64 SQF 48.95 in 4.5 ft 30.38 ft' > 25 ft' 3 > 25 3 --24 in 1248 SOF 423q in 4.0 ft 3200 30 in 9.98 SQF 37.92 in 3.5 ft 30.63 ft3 > 25 ft3 36 in 8.32 SQF 34.61 in 3.0 ft 27.00 ft > 25 ft 42 in 7.13 SQF 32.05 in 3.0 ft 31.50 ft3 > 25 ft3 USE CONCRETE FOOTING. W / 1 # 5 @ 9" BOTTOM E.W. .. ... . . . . . .. . . . .. . . . . . . .. . . . . ... . . ... . ... . . . . . . . . . . . . .. . . .. . . .. . . ... . .. . .. . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . REV 1 21/37 WE mil www.hilti.us Profis Anchor 2.5.1 Company: IENGINEER,PLLC. Page: 1 Specifier: JUAN C.MORENO Project: Address: 8215 LAKE DR#13502 DORAL FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 2429 1786 545 7636 Date: 4/4/2015 E-Mail: juan@iengineerpllc.com Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt 3-CS 3/8(2) Effective embedment depth: h•r=2.000 in.,hr,rm=2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-2302 Issued I Valid: 12/1/2013 112/1/2015 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x It,x t=2.000 in.x 2.000 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: untracked concrete,3000,f,'=3000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:>No.4 bar with stirrups Seismic loads(cat.C,D,E,or F) no Geometry[in.]&Loading Pb,in.lb] Wall anchor bolt Z design detail B �o 00 Y- 1'�r ••• • •• • •• • Input data and results must be checked for agreement with the existing conditions and for plausibility! • • • • • • • • • • PROFIS Anchor(c)2103-2009 Hilb AG,FL-9494 Schaan Hilti is a registered Trademark of Hifti AG,Schaan • •• •• • • • •• •• ••• • • • ••• • • REV 1 22/37 NL71111 ;n www.hilti.us Profis Anchor 2.5.1 Company: IENGINEER,PLLC. Page: 2 Specifier: JUAN C.MORENO Project: Address: 8215 LAKE DR#B502 DORAL FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 4/4/2015 E-Mail: juan@iengineerplic.com 2 Load case/Resulting anchor forces Load case:Design loads Y Anchor reactions Pb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 809 1157 361 1099 max.concrete compressive strain: 0.32[%o] max.concrete compressive stress: 1387[psi] 60m ton resulting tension force in(x/y)=(0.000/0.000): 809[lb] resulting compression force in(x/y)=(0.864/0.000):565[Ib] 3 Tension load Load N„o Pb] Capacity+Nn[Ib] Utilization pN=N./+N,, Status Steel Strength* 809 4770 17 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 809 2417 34 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength N„ =ESR value refer to ICC-ES ESR-2302 +Nsteet a N. ACI 318-08 Eq.(D-1) Variables n Ase,N[in.2) fine[psi] 1 0.06 106000 Calculations Nae[Ib] 6360 Results Nse[lb] +areal +Nse[lb] N.[Ib] 6360 0.750 4770 809 • • • • • • • • • ••• • ••• • • •• • • •• • • •• • • ••• • •• • •• • 0:0•• • • • • ••• • • Input data and results must be checked for agreement with the existing conditions and for plausibility! • • • • • • • • • PROFIS Anchor(c)2003-2009 HBti AG,FL-9494 Schaan Hilb is a registered Trademark of HiRi AG,Schaan •• •• .•• ••• •• 0: ••• 0 • • • • REV 1 23/37 11 U—S NEI I www.hiiti.us Profis Anchor 2.5.1 Company: (ENGINEER,PLLC. Page: 3 Specifier: JUAN C.MORENO Project: Address: 8215 LAKE DR#B502 DORAL FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 2429 1786 545 7636 Date: 4/4/2015 E-Mail: juan@iengineerplic.com 3.2 Concrrrete BBreakout Strength NO = \AN O/Wed,N Wc'N Wcp,N Nb ACI 318-08 Eq.(D-4) Nv,2 Ne8 ACI 318-08 Eq.(D-1) Aw see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) Aw =9 hof ACI 318-08 Eq.(D-6) 1 Wec,N — 1—+2 eN 5 1.0 ACI 318-08 Eq.(D-9) 3 hef W.d,N=0.7+0.3 \c•,mtn!5 1.0 ACI 318-08 Eq.(D-11) 1.5het Ww,N =MAX�Ca-�mm 1.5hef5 1.0 ACI 318-08 Eq.(D-13) \` cac ' c&C ) Nb =kc) f.hef ACI 318-08 Eq.(D-7) Variables hef[in.] eo1,N[in.] e.2, [in.] ca,min[in.] WC,N 2.000 0.000 0.000 4.000 1.000 ca,[in.] kc 21 fc[psi] 3.875 24 1 3000 Calculations Aw[In.2] ANca[in.2] 1,N e ,N ed,N N No[lb] 36.00 36.00 1. 00 c2 1.000 1.000 1.000 3718 Results Ncb[lb] ¢concrete Nt b[lb] Nw(Ib] 3718 0.650 2417 809 • •• • • • • ••• • • ••• • ••• • • •• • • •• • • •• • • ••• • •• • •• • 6:0•• • • Y • ••• • • Input data and results must be checked for agreement with the existing conditions and for plausibility! • • • • • • • • • • PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schasn Hilb is a registered Trademark of HIM AG,Schaan •••• • ••• •• ••• • •• •• ••• • • REV 1 24/37 www.hilti.us Profis Anchor 2.5.1 Company: (ENGINEER,PLLC. Page: 4 Specifier: JUAN C.MORENO Project: Address: 8215 LAKE DR#B502 DORAL FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 2429 1786 545 7636 Date: 4/4/2015 E-Mail: juan@iengineerpllc.com 4 Shear load Load V1e[Ib] Capacity+Vn[Ib] Utilization 6v=V1 1+Vn Status Steel Strength" 1157 2905 40 OK Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength— 1157 2603 45 OK Concrete edge failure in direction x-`* 1099 4288 26 OK "anchor having the highest loading —anchor group(relevant anchors) 4.1 Steel Strength V. =ESR value refer to ICC-ES ESR-2302 }Veteet i V. ACI 318-08 Eq.(D-2) Variables n Ase,y[in?] fwa[psi] 1 0.06 106000 Calculations Vsa[lb] 4470 Results V8a[lb] �aleel Vsa(Ib] V.[Ib] 4470 0.650 2905 1157 4.2 Pryout St(reengthANc 11 Vcp =kcp[�ANce/ Wed'N Wc'N Wcp'N Nbl ACI 318-08 Eq.(D-00) �Vcp s V. ACI 318-08 Eq.(D-2) ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9h ef ACI 318-08 Eq.(D-6) 1 Wec N— 1 +2e)51.0 ACI 318-08 Eq.(D-9) 3 h W,d,N=0.7+0.3(�' 5 1.0 ACI 318-08 Eq.(D-11) 1.5he} W1,N=MAX C._.. 1.5h 51.0 ACI 318-08 Eq.(D-13) `` Cac ' Cac I Nb =kc X Ff.h;i6 ACI 318-08 Eq.(D-7) Variables kc, hef[in.] ect N[in.] e.2,N[in.] ca mm[in.] 1 2.000 0.000 0.000 4.000 _ Wc.N c,c[in.] kc fc[psi] 1.000 3.875 24 1 3000 Calculations ' • •• • • • • • Ac[in ] A,4.0[in.2] • • . • • • tt[lb}• ecf,N ec2.N ed.N •+ • N •• • • • 36. 0 36.00 .000 1.000 1.000 1.000 3718 Results • Cp l'b] 4concrete 4 Vcp[1b] V,5[lb] • . . . . . . . . 3718 0.700 2603 157 •• • • •• • • •• • • ••• • •• • •• • ••• • • • • ••• • • Input data and results must be checked for agreement with the existing conditions and for plausibility! • • • • • • • • • • PROFIS Anchor(c)2003-2009 Hird AG,FL-9494 Schaan Hilt is a registered Trademark of Hilti AG,Scheer, • •• •• • • • •• •• ••• 0 0 • ••• • • REV 1 25/37 ML71 111111111 www.hilti.us Profis Anchor 2.5.1 Company: (ENGINEER,PLLC. Page: 5 Specifier: JUAN C.MORENO Project: Address: 8215 LAKE DR#8502 DORAL FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 2429 1786 545 7636 Date: 4/4/2015 E-Mail: juan@iengineerpllc.com 4.3 Concrete edge failure in direction x- Avc Vcb — (Avco/Wed,V Wc,V Wh,V Wparakl,V Vb ACI 318-08 Eq.(D-21) Vcb z V. ACI 318-08 Eq.(D-2) Avc see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Av. =4.5,�t ACI 318-08 Eq,(D-23) 1 W,c v= (1 + 2eT)s 1.0 ACI 318-08 Eq.(D-26) \ T(;-, Wed,v=0.7+0.3(1 Scat/5 1.0 ACI 318-08 Eq.(D-28) Wh,v = 1.5oaf a 1.0 ACI 318-08 Eq.(D-29) ha I o.2 Vb =(7(ae) d.)a 1�fc Cel ACI 318-08 Eq.(D-24) Variables cat[in.] cat[in.] ecv[in.] Wc,v ha[in.] 4.000 4.000 0.000 1.400 8.000 la[in.) da[in.] f.[psi] Wparakl,V 2.000 1.000 0.375 3000 2.000 Calculations Ave,[in•2] Avco Fin.2] Wec,V Ured,v Wh V Vb Ob) 60.00 72.00 1.000 1.000 1.000 2625 Results ----Veb[lb] 111eoncrete Vb[Ib] Vua[lb] --- 6125 0.700 4288 1099 5 Combined tension and shear loads pN Rv Utilization aNN[%] Status 0.335 0.444 5/3 43 OK ONV=Pl4+flv<=1 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The cli factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accotlance wi]�;QC 11 oCthj rjeont standard! • •• • • • • ••• • Fastening meets the design criteria. ••• •• •• .. ... . ... . . . . . . . . . . . .. . . .. . . .. . . Input data and results must be checked for agreement with the existing conditions and for plausibility! • • • • • • • • • • PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Hilb is a registered Trademark of HIM AG,Schaan • •• •• • • • •• •• ••• • • • 000 0 0 REV 1 26/37 W70 1111111111 www.hilti.us Profis Anchor 2.5.1 Company: IENGINEER,PLLC. Page: 6 Specifier: JUAN C.MORENO Project: Address: 8215 LAKE DR#B502 DORAL FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 4/4/2015 E-Mail: juan@iengineerplic.com 7 Installation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt 3-CS 3/8(2) Profile:no profile;0.000 x 0.000 x 0.000 in. Installation torque:240.000 in.lb Hole diameter in the fixture:df=0.438 in. Hole diameter in the base material:0.375 in. Plate thickness(input):0.250 in. Hole depth in the base material:2.625 in. Recommended plate thickness:not calculated Minimum thickness of the base material:5.000 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. Aly 1.000 1.000 0 0 0 0 0 0 x 0 0 0 0 • • • •• • • • • • 1.000 •• •••1.Oad • • • •• • ••• • ••• • • • • • • • • • • • • •• • • •• • • •• • • Coordinates Anchor in. ••• • •• • •• • Anchor x y c_x c+x c c. 0.000 0.000 4.000 - 4.000 - 0:0 • • • • ••• • Input data and results must be checked for agreement with the existing conditions and for plausibilfryl • • • 000 • • PROFIS Anchor(c)2003-2009 HNAG,FL-9494 Schasn Hilt!is a registered Trademark of Hifti AG,Schaan : :•••: : : : :••• ••• • • • ••• • • REV 1 27/37 www.hilti.us Profis Anchor 2.5.1 Company: IENGINEER,PLLC. Page: 1 Specifier: JUAN C.MORENO Project: Address: 8215 Lake Dr,#6502,Doral,FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 2429 1786 545 7636 Date: 4/4/2015 E-Mail: juan@iengineerpllc.com Specifiees comments: 1 Input data Anchor type and diameter: Kwik Bolt 3-CS 1/2(31/4) Effective embedment depth: hef=3.250 in.,hnum=3.563 in. Material: Carbon Steel Evaluation Service Report: ESR-2302 Issued I Valid: 12/1/2013 12/1/2015 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.375 in. Anchor plate: Ix x ly x t=8.000 in.x 8.000 in,x 0.375 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: uncracked concrete,3000,f,'=3000 psi;h=30.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry[n.]&Loading pb,in.lb] Z Base plate anchor bolt design detail C w� V 0 �0 A `� — 0 39 y_. _ --- v� ., t � '•J 4 X Input data and results must be checked for agreement with the existing conditions and for plausibility! • • • • • • • • • • PROFIS Anchor(c)2003-2009 Hilb AG,FL-8494 Schaan HBti is a registered Trademark WHO AG,Schaan • •• •• • • • •• •• ••• 0 0 0 000 • 0 REV 1 28/37 www.hilti.us Profis Anchor 2.5.1 Company: IENGINEER,PLLC. Page: 2 Specifier: JUAN C.MORENO Project: Address: 8215 Lake Dr.#8502,Doral,FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 4/4/2015 E-Mail: juan@iengineerpllc.com 2 Load case/Resulting anchor forces Load case:Design loads 03 y 04 Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 843 30 29 -10 2 843 30 29 -10x 3 843 30 29 -10-10TIn 4 843 30 29 -10 max.concrete compressive strain: -1%01 max.concrete compressive stress: -[psi] resulting tension force in(xty)=(0.000/0.000): 3370 Ob) 0 1 C 2 resulting compression force in(x/y)=(0.000/0.000):0[lb] 3 Tension load Load N.Pb] Capacity#Nn pb] Utilization p=NuJ4Nn Status Steel Strength" 843 8745 10 OK Pullout Strength" 843 4842 18 OK Concrete Breakout Strength— 3370 8313 41 OK "anchor having the highest loading —anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-2302 �N t.,z N. ACI 318-08 Eq.(D-1) Variables n AS,,N[in.21 fora[psi] 1 0.11 106000 Calculations Nsa[lb] 11660 Results Nsa[lb] 451ee! 4 Nsa[lb] N.[Ib] 11660 0.750 8745 843 3.2 Pullout Strength NPn,I -Np,250e2500 refer to ICC-ES ESR-2302 NPaf.2 Nua ACI 318-08 Eq.(D-1) Variables ([psi] Np2500 Pb] • • . • • • • • • 3000 6800 • •• • • • • :0: • Calculations •• ••• •• • • • •• 1'c 2500 • ••• • ••• • • 1.095 ' • • ' • •• • • •• • • •• • • Results • •• • • • • • • Nan.c Pb] ®concrete 0 Non f.,(1b] Nua[fib] 7449 0.650 4842 843 ••• • • • • ••• • • Input data and results must be checked for agreement with the existing conditions and for plausibility! • • • • • • • • • PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan HNti is a registered Trademark of Hilti AG,Schean • •• •• ••• • •• •• ••• • • ••• • • REV 1 29/37 www.hilti.us Profis Anchor 2.5.1 Company: [ENGINEER,PLLC. Page: 3 Specifier: JUAN C.MORENO Project: Address: 8215 Lake Dr.#8502,Doral,FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 2429 1786 545 7636 Date: 4/4/2015 E-Mail: juan@iengineerpllc.com 3.3 Concrete Breakout Strength Ncbg —(e..01 41ec,N Wed,N kVc,N 4/cp,N Nb ACI 318-08 Eq.(D-5) Ncbg a Nua ACI 318-08 Eq.(D-1) Ark see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) Aw =9 her ACI 318-08 Eq.(D-6) 1 wee,N = � N S1.0 ACI 318-08 Eq.(D-9) 1 +3 her y/ed,N =0.7+0.3m'")5 1.0 ACI 318-08 Eq.(D-11) ( 1.5her VCP N =kwC.—I.° 1 i5h 5 1.0 ACI 318-08 Eq.(D-13) `�Cac CDC ) Nb =kc 4fc hei5 ACI 318-08 Eq.(D-7) Variables ha,[in.] ect,N[in.) e.2,N[in.] Ca min[in.] WC,N 3.250 0.000 0.000 4.000 1.000 cac[in.] kc X fc[psi] 5.625 24 1 3000 Calculations AN,[in•2] ANco[in•Z] Wec1 N 4/ec2 N Wed,N Wap N Nb[lb] 192.52 95.06 1.000 1.000 0.946 0.867 7702 Results Ncbg[lb] 4concrete 4 Ncbg[lb] Nua[fib] 12790 0.650 8313 3370 • •• • • • • ••• • of ••• •• • • • •• . ••• • ••• • • • •• • • • • • .•• • •• . •. • ••• • • • •• ••• • • • • • • • • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hitti AG,Schaan • •• •• • • • •• •• 000 • 0 0 00* • 0 REV 1_30/37 www.hilti.us Profis Anchor 2.5.1 Company: (ENGINEER,PLLC. Page: 4 Specifier: JUAN C.MORENO Project: Address: 8215 Lake Dr.#13502,Doral,FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 2429 1786 545 7636 Date: 4/4/2015 E-Mail: juan@iengineerplic.com 4 Shear load Load V.jib] Capacity#Vn Pb] Utilization pv=V,,,/#Vn Status Steel Strength* 30 4387 1 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 120 17906 1 OK Concrete edge failure in direction y-- 120 3477 4 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vs. =ESR value refer to ICC-ES ESR-2302 1 V81"2 Vua ACI 318-08 Eq.(D-2) Variables n As.,v[in- fwa[psi] 1 0.11 106000 Calculations V..[1b] 6750 Results V.[Ib] asteel Vs.[lb] Vu.[lb] 6750 0.650 4387 30 4.2 Pryout Strength Vcpg —kcp[(ANC ANco)Wec,N ll/ed,N WC,N wcP,N Nb, ACI 318-08 Eq.(D-31) 410 V,p9 2 V. ACI 318-08 Eq.(D-2) Arx see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANc. =9 her ACI 318-08 Eq.(D-6) 1 ,yeC N 1 11 eNl s 1.0 ACI 318-08 Eq.(D-9) ( -7 3 het/ Wed,N =0.7+0.3(1 5h.,):5 1.0 ACI 318-08 Eq.(D-11) yreP,N =MAX(mn,1°def)5 1.0 ACI 318-08 Eq.(D-13) Nb =k�R-,Ffc he'i5 ACI 318-08 Eq.(D-7) Variables kw hef[in.) ect N[in.] ec2N[in.] ca min[in.] 2 3.250 0.000 0.000 4.000 wc,N c.[in.] k, k fe[psi] 1.000 5.625 24 1 3000 Calculations • • •• • • • • • • •• • • • • ••• • ANc[in 2] ANco[in°2] ec1,N erz,N •••etlAl•• ••• ••• •'N• ••• Nb[lb] 192.52 95.06 .000 1.000 0.946 0.867 7702 Results Vcpg IIb] 400ncrete a Vcpg[Ib] Vua Pb] • • • • • • • • • • 25580 0.700 17906 120 ••• i • ••i • • ••i i i 0:0•• • • • • *:8•• • • Input data and results must be checked for agreement with the existing conditions and for plausibility! • • • • • • • • • • PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schean Hilti is a registered Trademark of Hili AG,Schaan • •• •• • • • •• •• ••0 0 0 0 000 0 0 REV 1 31/37 ML711111 ;n www.hilti.us Profis Anchor 2.5.1 Company: IENGINEER,PLLC. Page: 5 Specifier: JUAN C.MORENO Project: Address: 8215 Lake Dr.#8502,Doral,FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 2429 1786 545 7636 Date: 4/4/2015 E-Mail: juan@iengineerplic.com 4.3 Concrete edge failure in direction y- Vcbg = (Avw)kVec,V Wed,V wc,V wh,V wparalel,V Vb ACI 318-08 Eq.(D-22) V09 2 V„a ACI 318-08 Eq.(D-2) Avc see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avco =4.5 c;t ACI 318-08 Eq.(D-23) 1 Wec,v = �1 + 2ev5 1.0 ACI 318-08 Eq.(D-26) 3ca1 wed,v =0.7+0.3(1 5cat/5 1.0 ACI 318-08 Eq.(D-28) Why = 1.5cat 2 1.0 ACI 318-08 Eq.(D-29) he ( 0.2 Vb =(7(da/ d;) c;� ACI 318-08 Eq.(D-24) Variables cap[in.] cat[in.] eev[in.] wc.v ha[in.] 4.000 4.000 0.000 1.400 30.000 le[in.] X da[in.] fc[psi] wparalle,v 3.250 1.000 0.500 3000 1.000 Calculations Av.[in.1 Avco[in.2] wac.v wedv why Vb[lb] 90.00 72.00 1.000 0.900 1.000 3154 Results nr1 V-4[Ib]___ concrete a Vcbg[1b] Vua[lb] 4967 0.700 3477 120 5 Combined tension and shear loads ON (iv C Utilization pN,v[%] Status 0.405 0.035 5/3 23 OK 0.=A+01Vc�=1 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loadingl Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The m factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. .. .e• . . . . . .. • Checking the transfer of loads into the base material and the shear resistance are no quired infacEorlarfiewitM ACI 118 or the relevant standard! . .. . . . . ... . Fastening meets the design okliria!•' ••' . ... . ... . . . . . . . . . . . . • . . . . .. . . .. . . .. . . .. . . . . . . ... . .. . .. . ... . . . . ... . . . . . . Input data and results must be checked for agreement with the existingconditions and forplausibility! • • • • • • • • • • • PROFIS Anchor(c)2003-2009 Hilb AG,FL-9494 Schasn Hilb is a registered Trademark of Hibi AG,Schean . •. •. • • • •. .• ... • • • ... • . REV 1 32/37 www.hiiti,us Profis Anchor 2.5.1 Company: (ENGINEER,PLLC. Page: 6 Specifier: JUAN C.MORENO Project: Address: 8215 Lake Dr.#B502,Doral,FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 4/4/2015 E-Mail: juan@iengineerpllc.com 7 Installation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt 3-CS 1/2(3 1/4) Profile:no profile;0.000 x 0.000 x 0.000 in. Installation torque:480.001 in.lb Hole diameter in the fixture:df=0.563 in. Hole diameter in the base material:0.500 in. Plate thickness(input):0.375 in. Hole depth in the base material:4.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:8.000 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. y 4.000 4.000 0 0 u7 I U 3 0 0 0 v 0 0 � x 0 0 0 v 1 0 Q t •• ... . . • . • •• 1.500 5.000 • • • • } • ;I. O; 1 Coordinates Anchor in. .9. •... .0. .••. .0. • • Anchor x y c_x c.x c.,, c,y •• •• . .• • 1 -2.500 -2.500 4.000 - 4.000 - ..: :• ..• ..• ... ... 2 2.500 -2.500 9.000 - 4.000 - 3 -2.500 2.500 4.000 - 9.000 - 4 2.500 2.500 9.000 - 9.000 - ... . . . . ..• Input date and results must be checked for agreement with the exIsting conditions and for plausibility! ' PROFIS Anchor(c)2003-2009 Heti AG,FL-9494 Schaan Hilti Is a registered Trademark of HIM AG,Schaan • •• •• • • • •• •• ' ^ iEngineer, PLLC. PROJECT NAME, REV 33/37_ Consulting Engineers PROJECT ADDRESS: 8215LAKE DR#B5O2. SCALE: A8SHOWN DORAL, FL. 331G8 DATE.- Ph ATE�Ph (954) 274-2428: Fax(786) 545'7638 SHEET No vmww.iengineorplic-oom DESIGN BY: JM juon@ienQineeqd|o.00m ' 12 13 14 15 Y-T061 kF 17 LA-01 ovi 19 20 21 22 23 24 25 26 27 28 29 30 "L-T ' ' ' ^ ' , , iEngineecPLLC. PROJECT NAME: REV l _34/]7 Consulting Engineers PROJECT ADDRESS: O215LAKE DR#B5O2. SCALE. AS SHOWN DORAL FL. 33188 DATE: Ph (954) 274-2428, Fax(786) 545'7836 SHEET No. vmxmvjenQinaerpUo.com DESIGN BY: JM ivan@ian8ineerpUc.com VIE . ' 10 12 13 Wet 060 14 15 AF 16 17 18 20 21 22 23 24 25 26 -PLEASE SEE NEXT PAGES FOR VP&AS.- 27 28 29 30 (40 T_-L_� ' - - � � � - ~ f REV 1 35/37 AXIAL FORCES 4 4 0.6DL + 0.6WL (� O -456.671b A N W 2185,5 lb A�� Ln 2lBsslb -. 21287lbXV 6\ 3875.4 Ib cr 71b 6915. 95 Ib ' $qlb - — - — - — — - 66\\ ori es�b / `8 a' tV \b Sod 06 1 �a11�3 ib l� Q AXIAL FORCES lz>�,b 0.6DL + 0.6WL _ 94� .. 061 . .. . op .. . . . . . . . . . . . . . . . . . . . . . . . . . ee .. . . . . . . ... . .. . .. . ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . SHEAR FORCES(y) 0.6DL + 0.6WL REV 1 _36/37 P ti 9.8217 Ib 0 0 a 50.934 Ib �o N A N -58,466 lb �$ 0 � o 466 lb Z6� .8924 lb �o �V S 8g?S/b 15.5 ��• �e a c 0h � .11 •lg f lb N n '?3 lb •• ••• •♦ • • • •i SHEAR FORCES(y) , 0.6DL + 0.6WL eso ' ' ' ' ' ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • SHEAR FORCES(z) 0.6DL + 0.6WL REV 1 _37/37 \OHO -5.5806 Ib O _ W 1.0707 lb \a cs i o � 1 0.09597 Ib ay 0 601b 4.87961b — Q \'o p 6.17981 -0.49875 lb all b zi a. 0510jCY A �, ,Z5122rl bT 646074 lb O\0 F 004 1lb -2.71 A 15 rn ro \ �2g2lb /b IN, A ,L61 n f � S Un 9 16 \10 �n6\10 9lb N y 4/b a \ so 55s'3' 29 i a SHEAR FORCES(z) .. . . . .•. • 0.6DL + 0.6WL . •.• . •.• • . . . . . . . . . . . . • • . .. . . •. . . •• • . .• . . . . . • • • • • • • • • • • •• •• • • • •• ••