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FW-15-595 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-237454 Permit Number: FW-3-15-595 Scheduled Inspection Date: July 14, 2015 Permit Type: Fence/Wall Inspector: Rodriguez,Jorge Inspection Type: Final Owner: SHOAF,JONATHAN Work Classification: Wood Fence Job Address: 103 NW 103 Street Miami Shores, FL 33150- Phone Number Parcel Number 1121360131580 Project: <NONE> Contractor: GATOR FENCE CONTRACTOR CORP Phone: 305-691-1600 Building Department Comments 49' OF 5' HIGH HORIZONTAL WOOD FENCE WITH 20 Infractio Passed Comments FOOT WIDE SLIDING GATE. INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-230551. Must final electrical tm permit Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. July 13, 2015 For Inspections please call: (305)762-4949 Page 23 of 41 : 'errnr NO ,yk°mss y� Miami Shores Village + 7Y FECBR, 10050 N.E.2nd Avenue NW Miami Shores,FL 33138-000041MP ; WUS:06- >E3` Phone: (305)795-2204 FCOR1Op' - • x t� tatelED 0015 Expiration: 11116/2015 Project Address Parcel Number Applicant 103 NW 10$ Street 1121360131580 Miami Shores, FL 33150- Block: Lot: JONATHAN SHOAF Owner Information Address Phone Cell ............. .........................................J JONATHAN SHOAF FL Contractor(s) Phone Cell Phone Valuation: $ 4,750.00 GATOR FENCE CONTRACTOR CORP 305-691-1600 Total Sq Feet: 49 Approved: Available Inspections: Comments: Inspection Type: Date Approved: : Final Date Denied: Foundation Type of Construction:Wood Fence Additional Info:49'OF 5' HIGH HORIZONTAL WOOL Review Building Classification:Residential Scanning:3 Review Building Review Building Review Planning Review Structural Review Structural Fees Due Amount Pay Date Pay Type Amt Paid Amt Due CCF $3.00 DBPR Fee Invoice# FW-3-15-54837 $2.00 03/18/2015 Credit Card $50.00 $231.00 DCA Fee $2.00 Education Surcharge $1.00 05/20/2015 Credit Card $231.00 $0.00 Permit Fee-Wire&Wood $100.00 Plan Review Fee(Engineer) $80.00 Plan Review Fee(Engineer) $80.00 Scanning Fee $9.00 Technology Fee $4.00 Total: $281.00 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 thereto and in strict conformity with the plans,drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL,WINDOWS, DOORS,ROOFING and SWIMMING POOL work. OWNERS 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 an in�Fu �rmore, apthorize the above-named contractor to do the work stated. May 20, 2015 Au or' ed Signa "re:Owe / Applicant / Contractor / Agent Date 1 Buildifig Dep, ment Copy May 20, 2015 1 Miami Shores Village - - - - -- u� Building Department artment ! MAR 1s2015J 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 i Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 10 BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. KBUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: t'lyj t U?D City: Miami Miami Shores County: Miami Dade Zip: S4 Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): ' oC swt H Ari ':: NoA�r Phone#: Address: tJ\y-1 t6-5 City: Air\wN State: FL Zip: 3 150 Tenant/Lessee Name: Phone#: 91s69 Email: ��►J`ad F MA - �.� gt�-50 r-10 3 CONTRACTOR:Company Name: zKgCA Toq- Feocs_ ►J"fO. G //11TCM' l Af,P Phone#: 30 S VA k-I V) Address: t\1 VJ / 5 �tc -T r City: V �,saM1 State: Zip: Qualifier Name: G100 d120R-'t6 Phone#: State Certification or Registration#: Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ `"1rjC�.UO Square/Linear Footage of Work: Type of Work: ❑ Addition l❑1 Alteration , New ❑ Repair/Replace El Demolition Description of Work: 1 t 1 rn 1 441 kyjr-, hA17,6N4P L, w40D fc0 cA w t1!-I 1 Sped olor ofolor thru tit Submee"r"'M a►°' 4 1C) , � CCF w• a.� .,a A4c4$ r ., Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$1 u�J (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. 1 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 w ich occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be a oved and a reinspection fee will be charged. Signature ° / � Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 10 day of A)R C IT ,20 )1�_ ,by _to day of MARL ti 20 1 2�_ by j,"i r"Ari s 1pg�F' who is personally known to Grim_ 0 OedR?a who is personally known to me or who has produced - as me or who has produced Td as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: r Print: Print: V �, Public State of Florida Seal: _;� `� Notary Public State of FloridaFlda Seal: Jio N ry • .• My Comm.Expires Oct 22,2015 My Comm.Expires Oct 22,2015 Commission#►EE 110301 =+. Commission#EE 1103t� •'' •°;lam` ,,, Bonded Through National Notary ban. 'f,°P,;.`„ Bonded Through Nd*W Notary Assn. APPROVED BY )� ►� Plans Examiner Zoning (b t1 Structural Review Clerk (Revised02/24/2014) SN'pic. l,,, ,,,,; Miami shores Village Building Department ORiDp' 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. BY SIGNING BELO YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: Owner State of Florida County of Miami-Dade The foregoing was acknowledge before me this day of 490k, 20 . By J, rNPT44 tJ who is personally known to me or has produced -� as identification. Notary: SUSANA SZYOLO .8 of nonan N, 'a Mf'Comm.Exvi►e:Oct 22,205SEAL: r Canmiaa �''''�;;';� .r ion#EE 1103#4 kf*d ►Nam_"Ann. r GATOR FENCE CONTRACTOR CORP. 3220 NW 95TH STREET I MIAMI, FL 33147 305-691-1600 NOTICE TO OWNER—WORKERS'COMPENSATION INSURANCE EXEMPTION AFFIDAVIT To whom it may concern; I,Gino Oporto qualifier for Gator Fence Contractor Corp.,shall be the sole person working on the fencing project for 103 NW 103 Street, Miami Shores, FL 33150. Sincerely, Eduardo Chaparro i Notary Public State of Florida Gino porto MY COMMISSION#EE 878837 President Expires:February 27,205ator Fence Contractor Corp. State of Florida County of Miami Dade The foregoing was acknowledge before me this I l day of t1i IIA&L ,20 By__ f to who is personally known to me or has produced n, -r; Ty0, `kdc V`--tuavy— as identification. Notary: SEAL: 7 DATE CERTIFICATE OF LIABILITY INSURANCE 03/17/15(MMIDD/YYYY) 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 AMEND,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 NAME: SERGIO P.GIRON Bentley Insurance&Associates PHONE (305)463-7775 FAX AIC, IC Not: (305)463-7772 11402 N.W.41 st Street,Ste#208 ADD IL Miami,FL 33178 PRODUCER 9035 Phone (305)463-7775 Fax (305)463-7772 INSURERS AFFORDING COVERAGE NAIC# INSURED INSURERA: GRANADA INS CO Gator Fence Contractor,Corp INSURER B: 3220 NW 95 St INSURER C: Miami,FL 33147 INSURER D: (305)691-1600 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. 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.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSRADDL SUB POLICY EFF POLICY EXP LTR TYPE OF INSURANCE INSR WVDJ POLICY NUMBER MM/DDIYYYY MM/DDIYYYY LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 DAMAGE TO RENTED COMMERCIAL GENERAL LIABILITY PREMISES Ea occurrence $ 100,000 ❑ ❑ A CLAIMS-MADE [;?] N 12/11/2014 12/11/2015 OCCUR 0185FL00040700 MED EXP(Any one person) $ 5,000 ElPERSONAL&ADV INJURY $ 1,000,000 ❑ GENERAL AGGREGATE $ 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 1,000,000 ❑ POLICY ❑ PROT ❑ LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT ❑ ANY AUTO $ (Ea accident) BODILY INJURY(Per person) $ ❑ ALL OWNED AUTOS BODILY INJURY(Per accident) $ ❑ SCHEDULEDAUTOS ❑ HIRED AUTOS Pe a c TY DAMAGE $ ❑ NON-OWNED AUTOS $ ❑ UMBRELLA LIAB [ OCCUR EACH OCCURRENCE $ ❑ EXCESS LIAB ❑ CLAIMS-MADE AGGREGATE $ ❑ DEDUCTIBLE $ RETENTION $ $ WORKERS COMPENSATION WC STATU- OTH- Y/ I AND EMPLOYERS'LIABILITY T CRY M T 7 ER ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $ OFFICER/MEMBER EXCLUDED? N/A (Mandatory In NH) E.L.DISEASE-EA EMPLOYE $ If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(Attach ACORD 101,Additional Remarks Schedule,If more space Is required) Fence Erection and Installation CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN MIAMI SHORES VILLAGE ACCORDANCE WITH THE POLICY PROVISIONS. 10050 NE 2ND AVENUE MIAMI SHORES,FL.33138 AUTHORIZED REPRESENTATIVE ©1988-2009 ACORD CORPORATION. All rights reserved. ACORD 25(2009/09)QF The ACORD name and logo are registered marks of ACORD PLEASE CUT OUT CARD BELOW AND RETAIN FOR FUTURE REFERENCE ._,.,..v. ._... _ _._._.-... . ........ ........... ............. .................. ..... ........... ............. ....... .... ......... IMPORTANT 3TATE OF FLORIDA Pursuant to Chapter 440.05(14),F.S.,an officer of a corporation DEPARTMENT OF FINANCIAL SERVICES who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or CONSTRUCTION INDUSTRY EXEMPTION DIVISION OF WORKERS*COMPENSATION F compensation under this chapter. 0 CERTIFICATE Of-ELECTION TO BE EXEMPT FROM Ft ORtDA ;L Pursuant to Chapter 440.05(12),F.S.,Certificates of election to WORKERS'COMPENSATION LAW D be exempt...apply only within the scope of the business or trade EFFECTIVE DATE: 112MO14 EXPtRATtON DATE. 10912016 listed on the notice of election to be exempt. PERSON: OPORTO GtNO H Pursuant to Chapter 440.05(13),F,S.,Notices of election to be FEIN: 65M1354 E exempt and certificates of election to be exempt shall be BUSINESS NAME AND ADDRESS: R subject to revocation if,at any time after the filing of the notice GATOR FENCE CONTRACTOR CORP E or the issuance of the certificate,the person named on the notice or certificate no longer meats the requirements of this section for issuance of a certificate.The department shall revoke 3220 NW 95 ST a certificate at any time for failure of the person named on the MIAMI FL 33147 certificate to meet the requirements of this section. SCOPES OF BUSINESS OR TRA FENCE INSTALLATION AND REPAIR- DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT RE\11SED 07-12 QUESTIONS?(850)413--1809 .............. nL9ConstructGogn Trades ualifvring Board JBUSINESS CERTIFICATE OF COMPETENCY98BS00217 ATOR F.NCE CONITR;ACTOR CORP OPORTO GING - � Is certfffed under the provisions of Chapter 10 of Miami- w IW' "S apo igeA lipmusua3lis uo {dsw aq gg'DN aql y o •sse0rsnq adds q, uwali i pus sx 6al 11 08uou 1 quowu 6 Aug IP!Y ,soq 0/4g0 n8 21801 u0111 o'i!uued asua IOU s!Id! 1301 aWAsd 3Alu xejs £� 00-44 0$886 is Kov U 5L moi bill F �a Vol '100 xviwa na ivi W d8 Wi NOO N33 O rt. MAI WIN3WA - 663Nisn '03S :`�'�;�, 83NMO J i pop vv NMI r ..... may.. 1 :s '•: £855 4l'SZ .• � :',�`', � � l'. ,�; c 0103 •0 XV1 As O QU - 03AI30 N3NAVd S99NI dAl iF �n a I i i OFF BOUN�DAR* SWRAFEY ••• www.FlorideLandSurvoying.com eauv cool I 11,0 i l l 1.�1.{➢i'! ;11 I V(; www.FloridaLandSurveying.com PROUDLY SERVVNG I1ORIDA OOASIT i0 COAST • 2400 WEST 80 STREET #5 • • • ••• • • • HIALEAH, FLORIDA 33016 i INC �� ;,Jtt�L SIIn1;J .. - -- _ _ _ _— ... .. ui i 5 ALLE S89'33'41"E 10'ASPHALT PWT 00a :1 10.4UTUIRT a-- e '' ' e . 19 20 21 22 e 2 0.35Cq .. .. S Cq CIL. NW 103rd STREETCq F � I C~ U 0 4. o v �- O I o C) g = LOCATION SKETCH 1.44CONC. " I Scale 1"= NT.S. 71LE I Q `V o " 2213' N c� 12.35'0 CONC. - .37' <STAMP JS C N g co '� 5.5' ►�� 1 9TANK 0..4850' 14 N 16 75'3 30.60' z0 C) 24.20' I7 a UJ STORY12.05, RES. #103 N Jr\ QL w of � 9.25' $ 36.50 30.80 = a 28.85 ..; 30.00' z a En g ZLU N N I N LJPaE. I C-1 SCALE V:30'ST OX I R=25.00 R _ a z LIGHT POLE. I L=39.49(R) 0 D W "'F.H. — — I Tan=25.22(R) "� 0 -_ V 51 UGH1 POLE. S89'31, I D=90'29'43 R) =L 9 PWY 10550"Aly) CH=35.51(RXA!) CHB=N45'1 XJ7'E R 2 C.&G IRRIGA110N I () _ 22'ASPHALT I _ PWT. I LEGEND: _ -��- - - - - - - -—J R=RADIO f a NW 103rd STREET L=LENGTH TAN=TANGENT �� 18 201575' TOTAL R/W D=DELTA CH=CHORD CHB=CHORD BEARING L..EGAL, DESCRIPTION: DDRESth 103 N.W. 103th STREET, LOTS 23 AND 24, BLOCK 127, OF AN 'AMENDED PLAT OF SECTION No MIAMI FL.33150 5 OF MIAMI SHORES A SUBDIVISION TO THE PLAT THEREOF LEGEND: P.O.C.= Point of Commencing R = Record ' C.B W= Concrete Bloidc 11K9o11 RECORDED AT PLAT BOOK 10, PAGE 47, IN THE PUBLIC RECORDS OF M. — Measured MIAMI—DADE COUNTY, FLORIDA. C. - Calculated PVMT= Pavement C/P - Concrete Porch R/W.— Righ of Way F.I.P.- Found Iron Pipe t= Wood Fence I.R.C.- Iron Rod and Cap = Chain Link Fence FLOOD INFO: Jonathan and CERTIFIED aSShoaf; Centerline A/C= Air Conditioner P.L.P = Property Line U.E.= Utility Easement PHH Home Loans,LLC,dba Sunbelt Lending Servic P.O.L. = Point on Line B.O.B.= Basis of Bearing and The Secretary of the Department of HUD, IP — Iron Pipe R.O.H.= Roof Overhang Community.MIAMI—DADE Co. Uninc. Areas Sl ISAOA/ATIMA ConcConcrete Planter 120652 to C&G- Curb do Gutter %11= Overheat Wire Un Map & Panel f. CBS Concrete Block 1208600302 Old Republic National Title Insurance Company; g� Structure Licenses usiness Suffix:L Florida's Choice Title Services,LLC;and >�O= Existing Elevation RES = Residence Flood Zone: X FH = Fire Hydrant F.F.E.= Finish Floor Elev. Base Flood Elevation:N/A Franchesca Rhodis,P.A. W — Wood Roof B.C. = Block Comer en This Survey has beprepared for the exclusive use MY = Parkway ENCR.= Encroachment of the entities named heroin and the Certification D N/D Fggn N iI&DislA = Aluminum Roof does not extend to an unnamed Darty. Catch A S. = Aluminum Shed SURVEYOR'S NOTES: WPP `(13 WOOD POWER PO LP LIGHT POLE I—OWERSHIP IS SUB.ECT TO OPINION OF 777LE IN 0 FIRE 2—NO UNDERGROUND IMPROVEMENTS WERE LOCATED SEC. + SECT10N NT (Zvb�LiENs 3—ELEVATIONS ARE REFERRED TO NATIONAL L FODE77C CPP fj CONC. POWER POLE =LP F KR77CAL DATUM OF 1929 (UNLESS ASSUMED). S.V. " SEWER VALVE b•571& 4—THERE MAY BE ADD17IONAL RESTRICTIONS NOT SHOWN GM GV a GAS METER GAS V. IN THIS SURVEY THAT MAY BE FOUND IN THE COUNTY SAN. • SANITARY MANHOLE PUBLIC RECORDS S.S. • DRAINAGE MANHOLEJ 5—LEGAL DESCRIP71ON PROVIDED BY CLIENT 6—UNLESS OTHERWISE N07ED RECORDED AND MEASURED THE FLOOD DATA PROVIDED IS FOR oS�RVFvoa Pte°''`` 7—BEFORE ANY CONSTRUCTION THE SET BACKS INFORMATION PURPOSES ONLY,THE MUST BE CHECKED SURVEYOR MAKES NO GUARANTEES AS TO THE ACCURACY OF THE INFORMATION CCARLOS HERNANDEZ 8—ALL FIELD MEASUREMENTS TAKEN FOR THIS SURVEY WERE MADE PROVIDED THE LOCAL F.BMAAGENCY PROFESSIONAL SURVEYOR AND MAPPER 107H ELECTRONIC TRANSIT AND/OR STEEL TAPE W/ACCU. 1.7500 SHOULD BE CONTACTED FOR VERIFICATION. LB#7619 11-08-2010 9-7HIS SURVEY IS FOR USE AS PER REQUEST ELE FILg CopE Al 03Nyy taisTMIp AND NOT FOR ANY OTHER PURPOSE BASIS OF BEARING BASE: Surveys not vallC wlout the signature 10— THIS SURVEY WAS PREPARED WITHOUT THE BENEFIT OF A BEARING BASE SHOWN HEREON An and raised/digital seal of the Florida COMM17MENTS FOR 777LE INSURANCE BASED ON FAST LINE OF LOT 24 BLOCK-127 Registered Professional Land Surveyor and 11/ 04101 BEING 500°01'15'E ASSUMED MODDer The boundary survey of the property shown hereon M in accordance with the description fumished by the client. No search of public records has been made by this office for accuracy or omissions. Subject to opinion title and any dedications, limitations, restrictions or easements of record. No underground improvements and/or utilities were located. I Hereby Certify. That the attached boundary survey of the property described below is to the best of my knowledge and belief accurate as recently surveyed under my direction; also that there aro no above ground encroachments other than those shown, and that this survey meets the minimum technical standards set by the Florida Board of Land Surveyors as set forth in Section 472.027 F.S.) Cha ter 61G17-6 of The Florida Aministrative Code. AKOURI CONSULTING ENGINEERS INC AAA 4651 Sheridan Street Suite 260 TEL(954-989-8885 FAX(954)989-8870 Hollywood FL 33021 TEL(954)292-7314 www.akouri.net george@akouri.net Tuesday, May 12,2015 . . .... ...... Miami Shores Village . ... Building Department •••••• •• •••••• 10050 NE 2nd Ave Miami Shores FL 33138 •••••• .... . ..... ...... .... ..... .. .. .... ...... Responses to following comments: . . . . .00000 ...... a`. 0 000 • • ••••.• v. xi ss aM S i Gee, ¢ I� j :••fes 3 � 3 { Dear Plan Reviewers: I am responding to your comments dated 4/18/15 for the above referenced project. Please be advised that if this letter does not address all of your comments or if you wish to address Page 1 of 2 additional comments feel free to write to us. Akouri Consulting Engineers Inc. appreciates the participation of plan reviewers and their efforts in making our design more practical and more efficient. Thank you for your patience and professional attention to our work. This office will address your comments as stated below and all additional comments made by your office: Responses to comments dated April 18,2015: 1. Please refer to the updated wind load calculation on sheet S-1. The laad ha§:X;htly ..,... increased but no effect on the previous design. •• ••• • .. ... ...... 2. The wood post was specified to be treated with creosote. Please refer to n.ote l on sM et S-1. • 3. The embedment depth was specified to be 2'-0". Please refer to note 1�1 Sheet S-1. . :••••: 4. You recommendation was implemented. Please refer to note 12 on sheet•g`1 ••••• .. .. .... ...... Again, thank you for your time in reviewing all the changes. ••• •• • Sincerely • Akouri Consultinngi eers George Akouri, , . . Professional Engineer # 0049526 Page 2 of 2 r George Akouri 103 NW 103rd St, Miami Shores A AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Design Detail LX 1.5 ft X Bars. 3-#6(@-5.63 in) Z Bars 3-#6(@-5.63 in) • • •••• • 30 in --{ - • • x-1.5 ft-+I ' • • •• •• •••• •••••• • • • • • •••••• Check Summary----- - -- - ------- - Criteria- -- . • 69 Ratio Check Provided Required Combination • • ' • • Footing----- Building Code I9C 2012 1/0.001 X Flexure(-Z) 148573 ft-lb 143.2 ft lb 1.413 Strength Load Combinations IBC 2012(Strength) ✓0.001 X Flexure(+Z) 148573 ft•lb 143.2 ft•lb 1 AD Stability Load Combinations ASCE 7-10(ASD) ✓0.001 Z Flexure(-X) 153028 ft lb 143.2 ft•lb 1 AD Allowable Bearing Pressure 3000 psf V/0.001 Z Flexure(+X) 153028 ft lb 143.2 ft•lb 1.4D Gross/Net Gross ✓0.000 Shear(-Z) 38.27 k 0 k 1 AD ! I Overturning F.S. 1.50 ✓0.000 Shear(+Z) 38.27 k 0 k 1 AD Sliding F.S. 1.50 ✓0.000 Shear(-X) 39.37 k 0 k 1.413 Uplift F.S. 1.50 ✓0.000 Shear(+X) 39.37 k 0 k 1.4D Additional Uplift Resistance 0 k ,/0.736 Min Steel Z 1.32 in' 0.97 in' IAD Friction Coefficient 0.40 ✓0.736 Min Steel X 1.32 in' 0.97 in' 1.41) Passive Sal Resistance O lb ✓0.114 Min Strain Z 0.0352 0.0040 1 AD Concrete Weight 150 Ib/ft' 1/0.110 Min Strain X 0.0363 0.0040 1.413 Panne beta(for biaxial) 0.65 ✓0.008 Punching Shear 164.3 psi 1.26 psi 1.4D Include footing weight in strength bearing pressure Yes -----Stability----- Include overburden in strength bearing pressure Yes ✓0.136 Bearing Pressure 3000 psf 409.1 psf 1.01)+0.6Wpz ✓0.026 Overturning-X 58.810 1.500 0.6D+0.6Wpz ,/0.017 Overturning-Z 90.175 1.500 1.OD+0.6Wpz ✓0.012 Sliding-X 120.233 1.500 0.61)+0.6Wpz ✓0.703 Sliding-Z 2.134 1.500 0.6D+0.6Wpz ✓0.000 Uplift Infinite 1.500 1.OD+0.6Wpz ----Loads Summary(Service Loads) --_-_____-- Load Set Name Source P MX Mz VX Vz Overburden Node N003 Dead 0.06 k Oft-lb -0 ft-lb -0 k 0 k 0 psf Node N003 Wind(+Z) 0 k 434 ft lb -Oft-lb 0 k -0.17 k 0 psf AK OURI CONSUIXING ENMNI E S Gcorgc Akouri,M.S.C.E.,11.E. 4051 Shetulan Street Suile 200 ,IN111 IIiI� I Iuliywood,Horida 33021 %% �I PI; //(0195'b ,,��J .......... Ccilificate Auth.7357 �. •.�i �� %- r C2 i _ 0•w : :w_ =CL:U �� ' -u = 0: '. co QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 1 of 10 7uesdaj•95�WJ5••3:41 PM George Akouri 103 NW 103rd St, Miami Shores A AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence MONNOM Capacity Calcs -__ Footing X-Direction Capacity --- ----- ----- - - -- - - ------ General Section Calcs(ACI 318-11 10.2.7) As fy _ (1.32 in')(60000 psi) ! a 0.85 F'c bw 0.85(3000 psi)(18 in) = 1.73 in pi = 0.850 (F'c 5 4000 psi) x=a (1.73 in)/(0.850) = 2.03 in Capacity Calcs(ACI 318.11 7.12.2.1.8.6.1.10.2.10.3.10.5.4.11.2.1.1) 2, = 1.0 (normal weight concrete) . • • •••• ••••j•• 11VIn=0 As fy(d-a/2) _ (0.90)(1.32 int)(60000 psi)[(26.63 in)-11.73 in)/2] _,,1+03028 fl,lb 1• • 0Vc=02bFbwd = (0.750)2(1.0) 3000psi(18in)(26.63in) = 39.37 1�••••• ••.• ; •••••• 60000 60000 • • • • Asmin=0.0018-fAg = 0.0018(60000 i)(3.75 ft2) = 0.97 inz •••••• 0000,00 Y Ws •••• • • • • d (26.63 in) • ••��•• ••• • s�=0.003( -1) = 0.003[ 1] = 0.0363 0009* • • x (2.03 in) Development(ACI 318.11 12.21 ••••0• 0000 Wt = 1.0 (12 inches or less cast below - 3.00 inches) • • Y we = 1.0 (bar not epoxy coated) : : • • "• • wws = 0.80 (bars are#6 or smaller) • ;•. •; o • • • ZX = 1.0 (normal weight concrete) •• • •• 00* • • s/2 = (3.75 in)/2 = 1.88 in ' • I cover+db/2 = (3 in)+(0.75 in)/2 = 3.38 in cb = 1.88 in (lesser of half spacing,ctr to surface) Ktr = 0.0 (no transverse reinforcement) cc+Kt = (1.88 in)+(0.0)= 2.50 db (0.75 in) Id= 3• ��we we ws db = 3. (60000 psi) (1.0)(1.0)(0.80) (0.75 in) = 19.72 in (40 2.5 ) [40(1.0) 3000 psi 2.5 i I QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 2 of 10 Tuesday 05/12/15 3:41 PM George Akouri 103 NW 103rd St, Miami Shores A AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Capacity Calcs (continued) --Footing Z-Direction Ca aci - --------- -- - --- - -- i General Section Calcs(ACI 318-11 10.2.71 a= AS fy = (1.32 int)(60000 psi) = 1.73 in 0.85 F',b, 0.85(3000 psi)(18 in) p� = 0.850 (F'c<4000 psi) x=a/p1 _ (1.73 in)/(0.850) = 2.03 in Capacity Cales(ACI 318-11 7.12.2.1.8.8.1.10.2.10.3.10.5.4.11.2.1.1 j X = 1.0 �. (normal weight concrete) n s fy(d-a/2) (0.90)(1.32 inx)(60000 psi)[(25.88 in)-(1.73 in) •1 A$5 73 ft•Ib ::::, • •• •• :• 0 000 +Vc=m 2 X Vr c b,,d = (0.750)2(1.0) 3000 psi(18 in)(25.88 in) = 38,27k*** • * • 60000 60000 • • • Asmin=0.0018 A9 = 0.0018 (3.75 ft2) = 0.97 inz •••••• • „• •• fy (60000 psi) st=0.003(d-x 2.01) = 0.0031((2.03 in)8n) 1] = 0.0352 +.+,� .••�•+ •�: �+ Development(ACI 318.11 12.2) •, 000 ••0• 000 •• • wt = 1.0 (12 inches or less cast below - 3.00 inches) „•„+ • Y 1 we = 1.0 (bar not epoxy coated) • • •••••• = 0.80 (bars are#6 or smaller) , • • X s X = 1.0 (normal weight concrete) •••• • 900 ' • s/2 = (3.75 in)/2 = 1.88 in •• cover+db/2 = (3 in)+(0.75 in)/2 = 3.38 in cb = 1.88 in (lesser of half spacing,ctr to surface) Ktr = 0.0 (no transverse reinforcement) cn+Kt r= (1.88 in)+(0.0)_ db (0.75 in) - 2.50 2 3 f wt we ws 3. (60000 psi) (1.0)(1.0)(0.80)] Id= -Y- db = (0.75 in) = 19.72 in 40 2.5 40(1.0) 3000 psi 2'5 i I QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 3 of 10 Tuesday 05/12/15 3:41 PM George Akouri 103 NW 103rd St, Miami Shores FI AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence mWeelmo Capacity Calcs (continued) Footing Punching Shear Capacity--- --- ------------- ---- --- l Pnchin C1318.1111.11.1.2 11.11.2.1 u g Shear IA j i bo = 36 in (perimeter of critical section) R = 1.0 (column width ratio) as = 20.0 (comer column) x = 1.0 (normal weight concrete) 11 (a) Vo=(2+R/ VF c x bo d = [2+(1 0)J(1.0) 3000 psi(36 in)(26.25 in) = 310.6 k •••• a d _ 20.0)(26.25 in) ••• ••• •• f - 18 in k (c) V F+b�d 4(1 0) 3�(0 psi bo 6 in))(26.25[(1 0)207 k psi(36 ir�(26.�Ji�) = 858..: . ••• • � �� • • • •• c Y c o V P ) •••••• ' Wn=OVc = (0.750)(207k) = 155.3k •••i•e • �eel•i wn=Wn/(bo d) = (155.3 k)/[(36 in)(26.25 in) = 164.3 psi 000000 i •i• • ••• '• Values needed for check(ACI 318-11 11.11.7.1.R11.11.7.1.egn 13-1.R11 11.7.2 1 • • _ I� •••ss�' • co X Y�= 0.40 •• ••1 — 1 — • • •••• ••• •• 1- 1- - • 3. bx 3. (18 in) • • • • ••• •• Yvz=1- = 1- = 0.40 • • • • ••• •• 1+2 1+2 �••• • ••• • • (18 in) • • e ------------------------------------------- Jx = 53278 in A 4 (calculated from ACI R11.11.7.2) JZ = 53278 in'4 (calculated from ACI R11.11.7.2) i I f QuickFooting 4.0(iesweb.com) S:\HCE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 4 of 10 Tuesday 05/12/15 3:41 PM George Akouri 103 NW 103rd St, Miami Shores FI AKOURI CONSULTING ENGINEERS 11 Design square footing for a wood fence Strength Checks [Load Set: Node N003 Combination: 1.4D] --- Reinforcement Limits- - ---___-_-._-__---------___-- Factored Loads Axial Force 0.08k Min Eteel Check(ACI 318-11 Ch 10.5.4.7.12.2.1) Moment Oftlb As = 1.32 int >_ Asmin = 0.97 int ✓ Moment Z Oft-lb Shear X -0 k 561.1 psf i------- ---- psf Min St 1 32 in (ACII 0.97 9 hr 10.5.4..12.2.1 Shear Z 0 k ( ) Overburden 0 sf Footing Weight 1.18 k (�� fi�dd)) Pedestal Weight 0 k Resultant=126 k Q1c!0 rdL Check(ACI 318-11 Ch 10.3.5) X st = 0.0363 >_ etmin = 0.0040 ✓ I Min 8traln Check(ACI 318.11 Ch 10.3.5) I------------t---------- Et = 0.0352 a etmin = 0.0040 ✓ 561.1 psf 561.1 psf Max pressure(factored)-561.1 psf (Includes effects of overburden and footing weight I I Footing Flexure --- ------- --___ ___-_ I ------ Z-Flexure OX side) M=1=Rz1 d7l = (491 Ib)(3.5 in) = 143.2 ft-lb OMn = 153028 ft-lb >_ Mc = 143.2 ft-lb ✓ •••• Z-Flexure(Xside) �•� •••• ••••:• M,2=Ri2d,2 = (491 1b)(3.5 in) = 143.2 ft-lb �� •� :�: �• +Mn = 153028ft•lb z M„ = 143.2ft-Ib ✓ �� ••••I•• • ••••'•• Z 2 X-Flexure(+Z side) 0000 • • • • �X Mxt=Rx1 dxt = (491 Ib)(3.5 in) = 143.2 ft lb Win = 148573ft-lb 2 Mu = 143.2 ft-lb ✓ • • • � i X-Flexure(-Z side) •••••• • •• M,2=R4 dx2 = (491 Ib)(3.5 in) = 143.2 ft-lb Wn = 148573ft-lb >_ Mu = 143.2ft-lb ✓ • • i • • • •• • • ••• • 1 • • • • I L----- -- --- - - - --- — QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 5 of 10 Tuesday 05/12/15 3:41 PM George Akouri 103 NW 103rd St, Miami Shores FI AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Strength Checks [Load Set: Node N003 Combination: 1 AD] (continued) Footing Shear Shear(+X side) V,Q=RX4 = (0 Ib) = 0 k Wn = 39.37k 2 Vu = 0k ✓ Shear(-X side) I Vxt=Rx3 = (0 Ib) = 0 k Wn = 39.37 k z Vu = 0 k ✓ I2 Z Shear(+Z side) `X LX Vz2=Rz4 = (0 Ib) = 0 k Wn = 38.27k >_ Vu = 0k ✓ Shear(-Z side) Vzt=Rz3 = (0 Ib) = 0 k Wn = 38.27 k >_ Vu = 0 k ✓ I Footing Punching Shear-- Punching Shear Check(ACI 318-11 Ch 11.12.1.2.11.11.2.1.R11.11.7.2) • P W P (0.08 k)+(0 k)-(1.26 k) _ -1.18k ""'• • • P • punching—— tote)+ p- perimeter = —JL r Mix ez r�z M—eX • • •.•••• vu --bo JX + Jz •••• • ...••� Z (1.18 k) +(0.40)(0ftlb)(9in)+(0.40)(12.6ft-lb)(9in) 00:69: :••• •.•.I• X (36 in)(26.25 in) (53278 in^4) (53278 in^4) •• .• 0900 ••.01: • p = 1.26 sl •••••• • .i OV" = 164.3 psi z vu = 1.26 psi V/ • ' ' ' i QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 6 of 10 Tuesday 05/12/15 3:41 PM George Akouri 103 NW 103rd St, Miami Shores A AKOURI CONSULTING ENGINEERS If Design square footing for a wood fence Stability Checks [Load Set: Node N003 Combination: 1.001 + 0.6Wpz] i Forces-_------- Factored Loads Axial Force 0.06 k Moment X -260.4 ft lb Moment Shear X Z klb 409.1 psf 400.4 psf Shear Z 0.1 k -------------------- Overburden 0 psf Footing Weight 0.84 k Pedestal Weight 0 k i�- Resultant=0.9 k Bearina Pressure x gallow = 3000 psf >_ ggres = 409.1 psf ✓ I -------------------------- i 401.1 psf 392.5 psf Max pressure=409.1 psf (Gross: Includes effects of footing weight and overburden) i Overturning----- - I Overturning Wf = 0.84 k (weight of footing) Wp = 0 k (weight of pedestal) Fob=goverburden(Aftg-Aped) = (0 psf)[(2.25 W)-(0.11 ftz)] = 0 k 0000 OTMx=Mx-Vz(tf+H ) = (-260.4 ft Ib)-(-0.1 k)[(30 in)+(0 in)] _ -6.9 ft•Ib • • P • • 0000 000000 RMx=(P+Wp)dz+(Wf+Fob)bz/2 = [(0.06k)+(Ok)(0.75ft)+[(0.84k)+(Ok)1(1.5ft)/2 = 676.3t-"* i • ••• •• FS RM _ (676.3ft•lb) = 98.0163 090.0• 0000 0900:• X OTx=OTMx (-6.9 ft-lb) • J •••••• • • j • FSOTX = 98.0163 >_ FSOTregd = 1.50 ✓ •••• • • :••0j• +0.75ft�.75ft- OTMz=Mz+Vx(tf+Hp) = (Oft•lb)+(-0k)[(30in)+(0in)] = -7.5ftlb •�00�0 ;•0••0 •0.0!i0 RMz=(P+Wp)dx+(Wf+Fob)bx/2 = [(0.06 k)+(0 k)](0.75 ft)+[(0.84 k)+(0k)](1.5 ft)/2 = 676.34•jp0••• 0000 00 Ole• RM __ (676.3 ft Ib) 0 0 • ! FSOTz=-Z = 90.1750 •• •• 0000 ••••i•• OTM (-7.5 ftlb) • FSOTZ = 90.1750 2 FSOTred = 1.50 ✓ •••••• • •I 0000•• 90 QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 7 of 10 Tuesday 05/12/15 3:41 PM George Al i 103 NW 103rd St, Miami Shores A AKOURI CONSULTING ENGINEERS II Design square footing for a wood fence Stability Checks [Load Set: Node N003 Combination: 1.OD + 0.6Wpz] (continued) 1- Sliding ----- - - - sudina Wf = 0.84 k (weight of footing) WP = 0 k (weight of pedestal) Fob=goverburden(Ang-Aped) = (01[(2.25 ftz)-(0.11 ftp)] = 0 k Fresist=G(Wf+WP+Fob+P)+FPeuive = (0.40)[(0.84 k)+(0 k)+(0 k)+(0.06 k)]+(0 k) = 0.36 k FslidingX 0 k (applied V) z FS Fresist _ (0.36 k) = 120.2333 slidingX=FslidingX (-0 k) LX FSslidingx = 120.2333 z FSslidingRegd = 1.50 ✓ Fslidingz = -0.1 k (applied V� Fresist (0.36 k) FSslidingZ=FslidingZ ( 0.1 k) = 3.5572 FSslidingZ = 3.5572 z FSs idingRegd = 1.50 ✓ i I i --uplift •••. . . Is so-*:* Y Uplift • • •••••• •••• • •••o,,• X P = 0.06k • • •••••• •••• .••r.• F.S.against uplift is infinite (axial force is in compression) 46 s•• •.;• ....I•. :so:*: • • • • • • • •••••• • • • •• • QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 8 of 10 Tuesday 05/12/15 3:41 PM George Akouri 103 NW 103rd St, Miami Shores FI AKOURI CONSULTING ENGINEERS 11 Design square footing for a wood fence Stability Checks [Load Set: Node N003 Combination: 0.6D + 0.6Wpz] Forces------- --- - ---- --------------------------------- Factored Loads orce Axial F 0.03 k Moment X -260.4 ftIb Moment Oft-lb, Shear X -0 k 249.9 psf 242.5 psf Shear Z -0.1 k Overburden 0 psf Footing Weight 0.51 k Pedestal Weight 0 k Z /- Resultant=0.54 k Bearing Pressure X Ballow = 3000 psf >_ ggross = 249.9 psf V/ I f ' I 238.5 psf 231 psf Max pressure=249.9 psf (Gross: Includes effects of footing weight and overburden) Overturning - -- -- -------------- i j Overturning Wf = 0.51 k (weight of footing) WP = O k (weight of pedestal) Fob=goverburden(Attg-Aped) _ (0 psf)[(2.25 W)-(0.11 W)] = 0 k 0000 OTMx=Mx-Vz(tf+HP) _ (-260.4ft1b)-(-0.1 k)[(30 in)+(0 in)] _ 6.9 ft-lb • • •00000 0000•• RMx=(P+Wp)dz+(Wf+Fob)bz/2 = [(0.03 k)+(0 k)](0.75 ft)+[(0.51 k)+(0 k)](1.5 ft)/2 = 405.8 i • 66* RIM •0 • FS (405.8ft1b) = 58.8098 0000•• •••• • • ••••j•• OTx=OTMx (-6.9 ft-lb) � • 0000•• • • j • v, FSO-x = 58.8098 z FSOTregd = 1.50 ✓ •••• • • i•••i• I, ,1-0.75fl 0.75 ft- OTMz=Mz+Vx(tf+Hp) = (Oft-lb)+(-Ok)[(30in)+(Oin)] = -4.5ft•lb 0••0•• �•••0• ••••i• ?n RMz=(P+Wp)dx+(Wf+Fob)bx/2 = [(0.03 k)+(0 k)](0.75 ft)+[(0.51 k)+(0 k)](1.5 ft)/2 = 405.8•-"0•• •••• ••0•'i• FS __ (405.8ft1b) = 90.1750 •••••• 000• 0 0000'•• OTz=OTMz (-4.5ftlb) 0000•• • •• FSOTZ = 90.1750 >_ FSOTregd = 1.50 ✓ • • • • • • • • 0000•• 000.0• lil QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 9 of 10 Tuesday 05/12/15 3:41 PM George Akouri 103 NW 103rd St, Miami Shores FI AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Stability Checks [Load Set: Node N003 Combination: 0.6D + 0.6Wpz] (continued) -- Sliding --- --- Sliding Wf = 0.51 k (weight of footing) WP = 0 k (weight of pedestal) Fob=4overburden(Aftg-Aped) = (0 psf)[(2.25 ft2)-(0.11 ftz)] = 0 k Fresist=Cf(Wf+WP+Fob+P)+Fpe�,iv. = (0.40)[(0.51 k)+(0 k)+(0 k)+(0.03 k)]+(0 k) = 0.22 k Fslidingx = 0 k (applied V.) Fresist (0.22 k) LX FSslidingx=FalidingX (-0 k) = 120.2333 L X FSslidingx = 120.2333 >_ FSslidingRegd = 1.50 ✓ Fslidingz = 0.1 k (applied VZ) Fresst (0.22 k) FSslidingZ=FslidingZ (-0.1 k) = 2.1343 FSslidingZ = 2.1343 a FSpidingRegd = 1.50 ✓ I II --------- -------- --Uplift _ —— - --- --- • Y Uplift • • •••••• •••• • ••••il X P = 0.03k • • •••••• •••• ••••• F.S.against uplift is infinite (axial force is in compression) •••••• •• • •••••• • QuickFooting 4.0(iesweb.com) S:WCE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 10 of 10 Tuesday 05/12/15 3:41 PM , e Project: Model 4-10-15 George Akouri, AKOURI CONSULTING ENGINEERS INC. April 10, 2015 103 NW 103rd St, Miami Shores FL S:\ACE 2015\Client\Quintessential Fence Contractors\Calculations\Visual Analysis\ Design Groups Group/Mesh Elements LL Factor Unity Design Shape Overstren th Specification Frame Member 39 1.000 0.12 HSS2xlx3/16 No AISC LRFD 2010 Area Loads Load Case Area Type San Direction Load What? Magnitude#1 Corridor Load psf psf W+Z EW-Wa11001 Uniform 1-wa :X Members 17.000 0.000 W-Z EW-Wa11001 Uniform 1-wa :X Members 17.000 0.000 Mode14.10-15 AKOl CqJ LTWG ENGWFHiS WC.,George U—, 103M 1030 St,.—Shores FL AW 10, W 2015',0325 Deslgn V Ww WAY cF $ ES V-eW ".11 W.0013 FieR,e Ma Frere F. a nems Me eros ae rem. ♦ •• •• � �/ CCC me ember ♦♦�`� ••• -•• , ' ecoem T.me Mem o<r +, �• � 0 DC Fi a Me eme Me+ner + O• O • CGJ Tart' F: ` • j • T CCC I GGT � �` • _ r i g d G i • xz %40 frame Membe, � ''•�i,;�QINEEP�♦•a ff11f CCG frame Me ^ber GCC '^'e Member CCS '^e.Nenrber Frame, M••ed f� c.G dembe, � nGG •••• Lnn .- 0-000 O3® 0�0 '; • • •• •• • •••• • •••••• •••• •••••• • Member Unity Checks •••••• Mem Unity Controlling Check Model Design Material •••••-Referen •SpecificatiR•• ber Case Shape Shape -ce o • • BmXO 0.00 1.4D+.9H Combined Check HSS2xlx3/ HSS2xlx3/ ASTM A500 Grade B(F-y-;-•H1-1b AISC LRFD ••• 08-2 16 16 46ksi) 010 •• BmXO 0.00 1.4D+.9H Combined Check HSS2xlx3/ HSS2xlx3/ ASTM A500 Grade B(Fy=• H1-1t,- --APSC LRFD • 08-4 16 16 46ksi • • 10 :*see* BmXO 0.00 1.4D+.9H Combined Check HSS2xlx3/ HSS2xlx3/ ASTM A500 Grade B(Fy= H1-1tr••-AVC LRFD 08-6 16 16 46ksi) (2010 BmXO 0.00 1.4D+.9H Combined Check HSS2xlx3/ HSS2xlx3/ ASTM A500 Grade B(Fy= H1-1b AISC LRFD 08-8 16 16 46ksi) (2010 BmXO 0.00 1.4D+.9H Combined Check HSS2xlx3/ HSS2xlx3/ ASTM A500 Grade B (Fy= H1-1b AISC LRFD 08-9 16 16 46ksi) (2010 BmXO 0.00 1.4D+,9H Strong Flexure HSS2xlx3/ HSS2xlx3/ ASTM A500 Grade B (Fy= F7-1 AISC LRFD 09-2 Check 16 16 46ksi) (2010 BmXO 0.00 1.4D+.9H Strong Flexure HSS2xlx3/ HSS2xlx3/ ASTM A500 Grade B (Fy= F7-1 AISC LRFD 09-4 Check 16 16 46ksi) (2010 BmXO 0.00 1.4D+.9H Strong Flexure HSS2xlx3/ HSS2xlx3/ ASTM A500 Grade B (Fy= F7-1 AISC LRFD 09-6 Check 16 16 46ksi) (2010 BmXO 0.00 1.4D+.9H Strong Flexure HSS2xlx3/ HSS2xlx3/ ASTM A500 Grade B (Fy= F7-1 AISC LRFD Pagel Visua/Analysis 11.00.0013(www.iesweb.com) 's Project: Model 4-10-15 George Akou�i, AKOURI CONSULTING ENGINEERS INC. April 10, 2015 103 NW 103rd St, Miami Shores FL S:\ACE 2015\Client\Quintessential Fence Contractors\Calculations\Visual Analysis\ 09-8 Check 16 16 46ksi 2010 BmXO 0.00 1.4D+.9H Strong Flexure HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B(Fy= F7-1 AISC LRFD 09-9 Check 16 16 46ksi) (2010 BmXO 0.00 1.4D+.9H Strong Flexure HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B(Fy= F7-1 AISC LRFD 10-2 Check 16 16 46ksi) (2010 BmXO 0.00 1.4D+.9H Strong Flexure HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B(Fy= F7-1 AISC LRFD 10-4 Check 16 16 46ksi) (2010 BmXO 0.00 1.4D+.9H Strong Flexure HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B(Fy= F7-1 AISC LRFD 10-6 Check 16 16 46ksi) (2010 BmXO 0.00 1.4D+.gH Strong Flexure HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B (Fy= F7-1 AISC LRFD 10-8 Check 16 16 46ksi) (2010 BmXO 0.00 1.4D+.9H Strong Flexure HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B(Fy= F7-1 AISC LRFD 10-9 Check 16 16 46ksi) (2010 BmZO 0.00 1.4D+.9H Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B(Fy= H1-1b AISC LRFD 01 16 16 46ksi) (2010 BmZO 0.00 1.4D+.9H Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B(Fy= H1-1b AISC LRFD 05 16 16 46ksi) (2010 BmZO 0.00 1.4D+.9H Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B (Fy= H1-1b AISC LRFD 06 16 16 46ksi) (2010 BmZO 0.00 1.4D+.gH Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B (Fy= H1-1b AISC LRFD 06-c2 16 16 46ksi) (2010) 2 BmZO 0.00 1.4D+.9H Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B(Fy= H1-1b AISC LRFD 06-c2 16 16 46ksi) (2010) 3 BmZO 0.00 1.4D+.gH Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B(Fy= H1-1b AISC LRFD 06-c2 16 16 46ksi) (2010) 4 BmZO 0.00 1.4D+.9H Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B(Fy= H1-1b AISC LRFD 06-c2 16 16 46ksi) (2010) 5 BmZO 0.00 1.4D+.9H Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B(Fy= H1-1b AISC LRFD 06-c2 16 16 46ksi) (2010) 6 BmZO 0.00 1.4D+.9H Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B(Fy= H1-1b AISC LRFD 06-c2 16 16 46ksi) ...L2010) 7 • BmZO 0.00 1.4D+.9H Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B fl yXa :1-11-1b ••ALSC LRFD•• 06-c2 16 16 46ksi) • 8 000090 00002010( ) 00090 . BmZO 0.00 1.4D+.9H Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B y= H1-1 b AISC -14 - 06-c2 16 16 46ksi) •��0 :•• • 010) .••••• 9 BmZO 0.00 1.4D+.9H Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B ;:!•.H1-1 b. C LR 07 16 16 46ksi BN . • 002b10 •••••• BmZO 0.12 1.2D+W+.5L+ Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B y; .H1-1b AISC LRFD • 08 L a+.5Lr»+Z 16 16 46ksi 0 :... 10 ••• • BmZO 0.12 1.2D+W+.5L+ Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B CFy:i*.H1-1b7 AISC LR U. 09 L a+.5Lr»+Z 16 16 46ksi •• • .0 10 BmZO 0.12 1.2D+W+.5L+ Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B (Fy= H1-1b •• ArSC LRFD 10 L a+.5Lr)>+Z 16 16 46ksi 2010 BmZO 0.12 1.2D+W+.5L+ Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B (Fy= H1-1b AISC LRFD 11 L a+.5Lr)>+Z 16 16 46ksi 2010 BmZO 0.00 1.4D+.9H Weak Shear HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B(Fy= G2-1 AISC LRFD 12 Check 16 16 46ksi) (2010 BmZO 0.00 1.4D+.9H Weak Shear HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B(Fy= G2-1 AISC LRFD 13 Check 16 16 46ksi) (2010 BmZO 0.00 1.4D+.9H Weak Shear HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B (Fy= G2-1 AISC LRFD 14 Check 16 16 46ksi) (2010 BmZO 0.00 1.4D+.9H Weak Shear HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B (Fy= G2-1 AISC LRFD 15 Check 16 16 46ksi) (2010 Page 2 VisualAnalysis 11.00.0013(www.iesweb.com) Project: Model 4-10-15 George Akouri, AKOURI CONSULTING ENGINEERS INC. April 10, 2015 103 NW 103rd St, Miami Shores FL S:\ACE 2015\Client\Quintessential Fence Contractors\Calculations\Visual Analysis\ COLO 0.06 1.2D+W+.5L+ Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B(Fy= H1-1b AISC LRFD 17 L a+.5Lr»+Z 16 16 46ksi 2010 COLO 0.06 1.2D+W+.5L+ Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B (Fy= H1-1b AISC LRFD 18 L a+.5Lr»+Z 16 16 46ksi 2010 COLO 0.00 1.4D+.9H Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B (Fy= H1-1b AISC LRFD 19 16 16 46ksi) (2010 COLO 0.00 1.4D+.9H Combined Check HSS2x1x3/ HSS2x1x3/ ASTM A500 Grade B (Fy= H1-1b AISC LRFD 20 16 16 46ksi) (2010 . . .... ...... ...... .... ...... .... . ..... ...... . ... ..... .. .. .. . ...... . . . . ...... •• . • ... 00 Page 3 VisualAnalysis 11.00.0013(www.iesweb.com) Project: Model Fence 4-10-15 George Akoud, AKOURI CONSULTING ENGINEERS INC. April 10, 2015 S:\ACE 2015\Client\Quintessential Fence Contractors\Calculations\Visual Analysis\ Design Groups Group/Mesh Elements LL Factor Unity Design Shape Overstren th Specification Wood Fence Picket 8 1.000 0.02 FS1x6 No NDS 2012 ASD Wood Post 2 1.000 0.14 FS4x4 No NDS 2012 ASD Area Loads Load Case Area Type San Direction Load What? Magnitude#1 Corridor Load psf psf W+Z EW-Wa11001 Uniform 1-way:Y Members 17.000 0.000 . MF-4-10-15 ANG CO MTNG EN ERS WC.,George Akwri Apr 10,2015,04 28 p D,s View,Un/y Chocks W uelence ckq ES Visuewnelysis 11 000013 `,`�►IIIt111IIor 40, i ;tea Z m/� 0 o itis• �y4b n i Cb ,,,'�� Gg; Iltttr� IIIMI/I�rr am Oreo OlGO am IBM . . 6 6 6 6 6 4.6.6 6. . . .. • Member Unit Checks 60.60•• �'�• ••••64 6666.. Member Unity Controlling Case Check Model Design Material .Re#erenc Seon • p !cf Shape Shape •e•• • ••• • BmX001- 0.02 D+.6W»+Z Combined FS2x6 FS1x6 Douglas ••3.9•y1 �Wta 1012 ••' '• c23 Check Fir-Larch •• •• Af3D• 000 •• BmX001- 0.02 D+.6W»+Z Combined FS2x6 FS1x6 Douglas ••3.6.2-Wea NDS 2012 • c31 Check Fir-Larch k• : •ASD ••• •• BmX001- 0.02 D+,6W»+Z Combined FS2x6 FS1x6 Douglas 6 3.9.2-Wea•NDS 2012 • c32 Check Fir-Larch 4*6* ASO• • BmX001- 0.02 D+.6W»+Z Combined FS2x6 FS1x6 Douglas 3.9-2-Wea NDS 8012 c33 Check Fir-Larch k ASD BmX001- 0.02 D+.6W»+Z Combined FS2x6 FS1x6 Douglas 3.9-3 NDS 2012 c34 Check Fir-Larch ASD BmX001- 0.02 D+.6W»+Z Combined FS2x6 FS1x6 Douglas 3.9-3 NDS 2012 c35 Check Fir-Larch ASD BmX001- 0.02 D+.6W»+Z Combined FS2x6 FS1x6 Douglas 3.9-2-Wea NDS 2012 c36 Check Fir-Larch k ASD BmX001- 0.02 D+.6W»+Z Combined FS2x6 FS1x6 Douglas 3.9-2-Wea NDS 2012 c37 Check Fir-Larch k ASD COL002 0.14 D+.6W»+Z Combined FS44 FS4x4 Douglas 3.9-3 NDS 2012 Check Fir-Larch ASD COL003 0.14 D+.6W»+Z Combined FS4x4 FS4x4 Douglas 3.9-3 NDS 2012 Pagel Visua/Analysis 11.00.0013(www.iesweb.com) i, Gemge Akouri 103 NW 103rd St, Miami Shores FI AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Design Detail Y LX �t-1.5 ft--- X Bars: 3-#5(@-5.69 in) Z Bars: 3-#5(@-5.69 in) f--21 in -- Z ii A_ -1.5 ft-- 1 Check Summary - - -- - - - Criteria - -- Ratio Check Provided Required Combination -----Footing----- Building Code IBC 2012 V 0.001 X Flexure(-Z) 66863 ft lb 103 ft lb 1.413 Strength Load Combinations IBC 2012(Strength) x/0.002 X Flexure(+Z) 68863 ft lb 135.4 ft lb 1.21D+1.OWpz Stability Load Combinations ASCE 7-10(ASD) /0.001 Z Flexure(-X) 71478 ft Ib 103 ft lb 1.413 Allowable Bearing Pressure 3000 psf x/0.001 Z Flexure(+X) 71478 ft lb 103 ft•lb 1.413 Gross/Net Gross v10.000 Shear(-Z) 25.23 k 0 k 1.413 Overturning F.S. 1.50 x/0.000 Shear(+Z) 25.23 k 0 k 1.413 Sliding F.S. 1.50 x/0.000 Shear(-X) 26.16 k 0 k 1.413 Uplift F.S. 1.50 0.000 Shear(+X) 26.16 k 0 k 1.41 Additional Uplift Resistance 0 k v/0.732 Min Steel Z 0.93 in 20.68 in' 1.413 Friction Coefficient 0.40 x/0.732 Min Steel X 0.93 in' 0.68 int 1.413 Passive Soil Resistance O lb V0.122 Min Strain Z 0.0328 0.0040 1.413 Concrete Weight 1501b/8° x/0.117 Min Strain X 0.0341 0.0040 1.41 Parme beta(for biaxiap 0.65 /0.009 Punching Shear 164.3 psi 1.41 psi 1.21D+1.OWpz Include footing weight in strength bearing pressure Yds•••• Stability---- Include overburden in strength bearigg pressyre ••• /0.148 Bearing Pressure 3000 psf 444.5 psf 1.01D+0.6Wpz • • • • v/0.426 Overtuming-X 3.519 1.500 0.61D+0.6Wpz • • x/0.016 Overtuming-Z 92.661 1.500 1.01)+0.6Wpz •••••• •••• ••*is•• 1 /0.017 Sliding-X 86.483 1.500 1.013+0.6Wpz •••••• • • • /0.977 Sliding-Z 1.535 1.500 0.6D+0.6Wpz •••',••• 1/0.000 Uplift Infinite 1.500 1.01)+0.6Wpz *000 • • • • --Loads Summary(Service Loads)--- _____ _- ____-_ _ -_ __ ___ ____- -__-____ -______ ..•..• _W_ ..• . __...,•• Load Set Name Source P MX Mz VX Vz Overjiurden • Node N003 Dead 0.06 k Oft-lb -0ft lb -0 k It•0• 0 psf •• Node N003 Wind(+Z) 0 k -434ft-lb -Oft-lb 0 k �.17 k • 40 psf • •• ••• R1 ',,::01 ::(01 10 CON'S(n;rmc ENCINEEAS ;coo-c Alkomi, M.S.('.E.,P.ts, 0�V �4 api ,01 .`;hclid;m Sheet Suile 260 111•J w�• • • • / � 40 Imo, •• ��/ �, colc Auth.7357 � P OFES QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 1 of 12 Friday 04/10/15 4:56 PM George Akouri 103 NW 103rd St, Miami Shores FI AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Capacity Calcs -_ FootingX-DirectionCapacity - - General Sectlon Calcs(ACI 318-11 10.2.7 _ As fm = (0.93 in 2)(60000 psi) = 1.22 in a 0.85 F'G bw 0.85(3000 psi)(18 in) Pt = 0.850 (F'c<4000 psi) x=a/01 = (1.22 in)/(0.850) = 1.43 in Capacity Calcs(ACI 318-11 7.12.2.1.8.6.1.10.2.10.3.10.5.4.11.2.1.11 X = 1.0 (normal weight concrete) 01VIn=b As fy(d-a/2) = (0.90)(0.93 inz)(60000 psi)[(17.69 in)-(1.22 in)/21 = 71478 ft-lb �Vc=0 2 X Vr c bw d = (0.750)2(1.0) 3000 psi(18 in)(17.69 in) = 26.16k A 0.0018 60000 A9 = 0.0018 60000 (2 63 ftz) = 0.68 int smin= fy (60000 psi) in et=0.003 ltl-1) = 0.003]((1.439in))-1] = 0.0341 Development(ACI 318.11 12.2 wt = 1.0 (12 inches or less cast below - 3.00 inches) Y we = 1.0 (bar not epoxy coated) ws = 0.80 (bars are#6 or smaller) Z X = 1.0 (normal weight concrete) s/2 = (3.79 in)/2 = 1.9 in cover+db/2 = (3 in)+(0.63 in)/2 = 3.31 in cb = 1.9 in (lesser of half spacing,ctr to surface) Ktr = 0.0 no transverse reinforcement) cb+Kt r= (1.9 in)+(0.0)= 3.0333 db (0.63 in) 3 f wt we Ws) 3. (60000 psi) (1.0)(1.0)(0.80) 1.5 ft-- ------- - Id= 40 F 2.5 1 db = 40 2.5 0.63 in) = 16.43 in / (1.0) 3000 psi QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 2 of 12 Friday 04/10/15 4:56 PM George Akouri 103 NW 103rd St, Miami Shores A AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Capacity Calcs (continued) Footing Z-Direction Capacity General Section Coles(ACI 318-11 10.2.7) _ As fy = (0.93 int)(60000 psi) = 1 22 in a 0.85 F'c bw 0.85(3000 psi)(18 in) R1 = 0.850 (F'c<4000 psi) x=a/p1 = (1.22 in)/(0.850) = 1.43 in Capacity Calas(ACI 318-11 7.12.2.1.8.6.1.10.2.10.3.10.5.4,11.2.1.1j X = 1.0 (normal weight concrete) 0Mn=0 As fy(d-a/2) _ (0.90)(0.93 inz)(60000 psi)[(17.06 in)-(1.22 in)/21 = 68863 ft-lb II 0Vc=4 2 X Vr c bw d = (0.750)2(1.0) 3000 psi(18 in)(17.06 in) = 25.23k Asmin=0.0018 60000 A9 = 0.0018 60000 (2.63 ftz) = 0.68 inz fy (60000 psi) st=0.003[x-1) = 0.003[('1.43 in))-1] = 0.0328 ! Development(ACII 318-11 12.21 wt = 1.0 (12 inches or less cast below - 3.00 inches) Y we = 1.0 (bar not epoxy coated) WS = 0.80 (bars are#6 or smaller) X 5 = 1.0 (normal weight concrete) s/2 = (3.79 in)/2 = 1.9 in cover+db/2 = (3 in)+(0.63 in)/2 = 3.31 in cb = 1.9 in (lesser of half spacing,ctr to surface) s� Ktr = 0.0 (no transverse reinforcement) ch+Kt r= (1.9 in)+(0.0)= 3.0333 db (0.63 in) 3•Id= -�wt ww e s db = 3. (60000 psi) (1.0)(1.0)(0.80) = 1.5 ft �, (40 2.5 ) [4F0(1.0) 3000 psi 2.5 (0.63 in) 16.43 in ] Vr 0000 ' • • 0000 •••�•• •• • 0000 •••1•• 0000 040600 0000•• • • ' • 0000 • • • ' • 0000 • •••�• 0000•• • ••• •••*• •• •• •• • •0•r•• 0000•• • � so 0 000 '. 0000•• • • • 0000•• 0.." • QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 3 of 12 Friday 04/10/15 4:56 PM George Akouri 9 103 NW 103rd St, Miami Shores FI AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Capacity Calcs (continued) Footing Punching Shear Capacity - --- _ - Punching Shear(ACI 318.11 11.11.1.2.11.11.2.1 ) bo = 36 in (perimeter of critical section) R = 1.0 (column width ratio) as = 20.0 (corner column) a = 1.0 (normal weight concrete) 41 4 a V - 2+- es� o d - 2 (1.0)V3000 si(36 in)(17.38 in) 205.6k (b) Vc=\b+2,�Vr c bo d = r(20.0)(17-38n)+2](1.0) 3000 psi(36 in)(17.38 in) = 399.2 k LL (36 in) T -------------------------------------------- (c) ----- ------ ------- (c) Vc=4),F bo d = 4(1.0) 3000 psi(36 in)(17.38 in) = 137 k Wn= Vc = (0.750)(137 k) = 102.8 k mvn=Wn/(bc d) _ (102.8 k)/[(36 in)(17.38 in)] = 164.3 psi Z Values needed for check(ACI 318-11 11.11.7.1.R71.11.7.1.egn 13-1.R11.11.7.2) IIIc ° LX Yvx=1- 1 = 1- 1 = 0.40 2 2 (18 in) 1+3. bx 1+3. (18 in) Yvz=1 1 = 1- 1 = 0.40 22 (1=!8, 1+3. bz 1+3. (18 in) --- Jx = 12939 in^4 (calculated from ACI R11.11.7.2) - - -- ------1.5 n-------- Jz = 12939 in^4 (calculated from ACI R11.11.7.2) ' sees • • sees ss•�•• _--- • sees•• • • • •ss• • s • • 0 see 00:60 • • • • • • • • • • •assn• • • • s • ••• sees•• QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 4 of 12 Friday 04/10/15 4:56 PM 1 ' George Akouri 103 NW 103rd St, Miami Shores A AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Strength Checks [Load Set: Node N003 Combination: 1.4D] — Reinforcement Limits ---- - -- - Factored Loads Axial Force 0.08 k Min Steel Cheek(ACI 318-11 Ch 10.5.4.7.12.2.1) Moment X 0 ft Ib As = 0.93 inz 2 Asmin = 0.68 in' V/Moment Z 0 ft•Ib 403.6 psf 0 Shear Z 0 k 403.6 psf ShearX k ______----1_ SteelCheck Min (ACI 318-11 Ch 10.5.4.7.12.2.1) i Overburden 0 psf As = 0.93 in' >_ Asmin = 0.68 inz ✓ Footing Weight 0.83 k Pedestal Weight 0 k Resultant=0 91 k f( ctoredl Min Strhin Check(ACI 318-11 Ch 10.3.5► X ct = 0.0341 z etmin = 0.0040 ✓ I Min Strain Check(ACI 318-11 Ch 10.3.51 I ------------ -----------t Et = 0.0328 ? stmin = 0.0040 ✓ 403.6 psf I 403.6 psf Max pressure(factored)=403.6 psf (Includes effects of overburden and footing weight) Footing Flexure- - ---- - -- ___ • .... �--- —:. .:. • Z-Flexure(+X side) •••• • • • • MZt=RZt dzf = (353.1 Ib)(3.5 in) = 103 ft-lb •••• • '•'•• OMn = 71478 ft-lb >_ Mu = 103 ft-lb ✓ ••.•.� �• .•: ••y•• Z-Flexure(-X side) •••••• • •• M,2=Rn die = (353.1 Ib)(3.5 in) = 103 ft-lb • . • • OMn = 71478 ft-lb >_ Mc = 103 ft-lb V/ • • ••••••• • • Z Z X-Flexure(+Z side) •. • • ••• • • •• • —X LX Mxf=Rxf dxi = (353.1 Ib)(3.5 in) = 103 ft lb OMn = 68863 ft lb >_ Mc = 103 ft lb ✓ X-Flexure(-Z side) MQ=R,Q d 2 = (353.1 Ib)(3.5 in) = 103 ft lb I OMn = 68863 ft-lb z Mc = 103 ft lb ✓ QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 5 of 12 Friday 04/10/15 4:56 PM George Akouri 103 NW 103rd St, Miami Shores FI AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Strength Checks [Load Set: Node N003 Combination: 1.4D] (continued) Footing Shear - - - Shear(+X side) Vx2=Rx4 = (0 Ib) = 0 k Wn = 26.16k z Vu = 0k ✓ Shear(-X side) Vxt=Rx3 = (0 Ib) = 0 k Wn = 26.16k >_ Vu = 0k ✓ IZ Z Shear(+Z side) �X LX Vz2=R74 = (0 Ib) = 0 k Wn = 25.23 k z Vu = 0 k ✓ Shear(-Z side) Vz1=Rz3 = (0 Ib) = 0 k Wn = 25.23 k >_ Vu = 0 k ✓ 0 0 • • • Footing Punching Shear- - - .•.••• • • Punchina Shear Check(ACI 318-11 Ch 11.12.1.2.11.11.2.1.R11.11.7.2) • :••••• • • P -P +W P = (0.08 k)+(0 k)-(0.91 k) _ -0.83k •••• • ••• i•«••. punching- total p- perimeter V VL YW Mux ez+Yvz Muz ex •••• • Z u_bo d ix Jz _ (0.83 k) +(0.40)(0 ft lb)(9 in)+(0.40)(12.6 Mb)(9 in) LX (36 in)(17.38 in) (12939 in^4) (12939 in^4) = 1.36 psi 0n = 164.3 psi >_ vu = 1.36 psi ✓ QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 6 of 12 Friday 04/10/15 4:56 PM George Akouri 103 NW 103rd St, Miami Shores A AKOURI CONSULTING ENGINEERS II Design square footing for a wood fence Strength Checks [Load Set: Node N003 Combination: 1.2D + 1.OWpz] - Reinforcement Limits --- - - Factored Loads Axial Force 0.07 k Min Steel Check(ACI 318-11 Ch 10.5.4.7.12.2.1) Moment X -434 ft lb As = 0.93 int >_ Asmin = 0.68 int V/ Sherbuear Zrden kf k Moment Z Oft-lb 606.3 psf 583 6 psf Shear X -0 - Min Steel Check(ACI 318 11 Ch 10.5.4 7.12.2.1) Resultant-0;78 k(f6W(:re8 93 In _ Asmin 0.68 In V/Footing Weight 0.71 k ) Pedestal Weight 0 k Min Strain Check(ACI 318-11 Ch 10.3.5) KX Et = 0.0341 z Etmin = 0.0040 ✓ Min Strain Check(ACI 318-11 Ch 10.3.51 '------------------------' Et = 0.0328 >_ Etmin = 0.0040 ✓ 108.3 psf 85.6 psf Max pressure(factored)--606.3 psf- - (Includes effects of overburden and footing weight) 0000 ' ', • • 0000 ••rw-,,••• - --------- ----------- ---FootingFlexure - - - ----- - ----- --- - •006.0• •••• oeg e • 0000•• • • 00.'00• Z-Flexure OX side) •••• • • • • • • 0000•• Mz1=RZ1 dz1 = (308.8 Ib)(3.51 in) = 90.43 ft-lb •••• • •••I•• Wn = 71478ftlb >_ Mc = 86.14ft•lb ✓ ••.••� •• :•. •••i,•• 00 00 0 009;000 Z-Flexure(-X side) • 0000•• • • Mz2=Rz2 d,2 = (296.6 Ib)(3.48 in) = 86.14 ft Ab • • • • • • • • 000;••• Win = 71478 ft lb >_ Ma = 90.43 ft-lb V/ •••••• i I Z Z X-Flexure(+Z side) •• • • •w• • • `-X LX Mxt=RX1 dx1 = (169.6 Ib)(2.92 in) = 41.22 ft lb Win = 68863 ft lb >_ Ma = 135.4ft-lb ✓ X-Flexure(-Z side) M,Q=R,2 d,2 = (435.8 Ib)(3.73 in) = 135.4 ft lb Wn = 68863 ft-lb >_ Mu = 41.22 ft lb ✓ QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 7 of 12 Friday 04/10/15 4:56 PM George Akouri 103 NW 103rd St, Miami Shores FI AKOURI CONSULTING ENGINEERS II Design square footing for a wood fence Strength Checks [Load Set: Node N003 Combination: 1.2D + 1.OWpz] (continued) - Footing Shear ..___- .._____._ ____ -_ __ -__- -__. Shear I+X side) !' Vx2=Rx4 = (0 Ib) = 0 k Wn = 26.16k >_ Vu = 0k ✓ Shear(-X side) Vxt=Rx3 = (0 Ib) = 0 k Wn = 26.16 k z VU = 0 k ✓ Z Z Shear(+Z side) Vz2=Rz4 = (0 Ib) = 0 k `—X LX Wn = 25.23 k >_ Vu = 0 k ✓ Shear(-Z side) Vzj=Rz3 = (0 Ib) = 0 k Wn = 25.23k >_ Vu = 0k ✓ ••.• • Footing Punching Shear-- __._ - - --- ----------- - -- -- •- - •••• . ',.. Punching Shear Check IACI 318.11 Ch 11.12.1.2.11.11.2.1.R11.11.7.2) • • • • •••• • • • • • j • Ppunching=Ptotal+Wp-Ppenmeter = (0.07 k)+(0 k)-(0.78 k) _ -0.71 k � • � ••••'.. _�L+yw Mux ez+rvz Muz ex . • • Z u-bod ix iz •• • _ (0.71 k) +(0.40)(73 ft-lb)(9 in)+(0.40)(10.8 ft-lb)(9 in) LX (36 in)(17.38 in) (12939 in^4) (12939 in^4) = 1.41 psi On = 164.3 psi >_ vu = 1.41 psi ✓ QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 8 of 12 Friday 04/10/15 4:56 PM George Akouri, 103 NW 103rd St, Miami Shores FI AKOURI CONSULTING ENGINEERS II Design square footing for a wood fence Stability Checks [Load Set: Node N003 Combination: 1.OD + 0.6Wpz] Forces ------- Factored Loads Axial Force 0.06 k Moment X -260.4 ft lb MomentZ Oft-lb Shear X -0 k 444.5 psf 425.9 psf Shear Z -0.1 k - Overburden 0 psf Footing Weight 0.59 k Z Resultant=0.65 k Pedestal Weight 0 k Bearina Pressure X gallow = 3000 psf >_ ggross = 444.5 psf ✓ 150.7 psf 132.1 psf Max pressure=444.5 psf (Gross: Includes effects of footing weight and overburden) --------------- ------ Goof -----Overturning ---- - -- - --- - - , • --- • Overtumin� 000o Wf = 0.59 k (weight of footing) 0009 • • ••r• Wp = 0 k (weight of pedestal) • • •••••. Fob=goverburden(Aftg-Aped) = (0 psf)[(2.25 ft2)-(0.11 ftz)] = 0 k o••••• G ••• o•�4•• OTMx=Mx-VZ(tf+Hp) = (-260.4ftlb)-(-0.1 k)[(21 in)+(Oin)] _ -82.95ft-lb G• Go •G • ••G!oo• RMx=(P+Wp)dZ+(Wf+Fob)b2/2 = [(0.06 k)+(0 k)](0.75 ft)+[(0.59 k)+(0 k)](1.5 ft)/2 = 486.5 ft"•:G: o j• FS RM. _ (486.5 ft-lb) = 5.8646 • • ••G G•• •••G G• a orx=OTMx (-82.95 ft lb) • • • • • . . ...... FSOTX = 5.8646 >_ FSOTmcid = 1.50 ✓ Go o • Goo • • 1-0.75 ft0.75 ft- OTMZ=MZ+Vx(tf+Hp) = (0 ft-lb)+(-O k)[(21 in)+(O in)] _ -5.25 ft-lb •• • RMz=(P+Wp)dx+(Wf+Fob)the/2 = [(0.06 k)+(0 k)](0.75 ft)+[(0.59 k)+(0 k)](1.5 ft)/2 = 486.5 ft•IbI, RM _ (486.5 ft lb) FSOTz=OTMZ - (_5.25 ft-lb) = 92.6607 FSOTz = 92.6607 >_ FSOTregd = 1.50 ✓ QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 9 of 12 Friday 04/10/15 4:56 PM George Akouri, 103 NW 103rd St, Miami Shores A AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Stability Checks [Load Set: Node N003 Combination: 1.OD + 0.6Wpz] (continued) -_ Slidin —- ------ ----- -_- Sliding Wf = 0.59 k (weight of footing) Wp = 0 k (weight of pedestal) I Fob=goverburden(Aftg-Aped) = (0 psf)[(2.25 W)-(0.11 ft')] = 0 k Fresist=Cf Of+Wp+Fob+P)+Fpassive = (0.40)[(0.59 k)+(0 k)+(0 k)+(0.06 k)]+(0 k) = 0.26 k Fslidingx = 0 k (applied Vx) Fresist _ (0.26 k) z FSslidingX=FslidingX (-0 k) = 86.4833 LX FSslidingx = 86.4833 >_ FSslidingRegd = 1.50 ✓ FslidingZ = -0.1 k (applied VZ) Fresist _ FSslidingZ=FslidingZ ((0.26 k)-0.1 k) = 2.5587 FSslidingZ = 2.5587 >_ FSslidingRegd = 1.50 ✓ •••• • • 0000 •••�•• •• • •••• ••0000 0000 0000•• 000.• 6• • • • 0000 6 • • • 6 6 ••6.66 '.. 0000 • 6.0'0• •I 6 060,900 •. ••• •0 X16• - • • • • • Uplift - ---- - -- -- - 0.0006 0 0 0 0 0 ! 0 .00.0• • • ' • • 00••0. •• 0 • ..• 6 UPI ift •• • X P = 0.06 k F.S.against uplift is infinite (axial force is in compression) QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 10 of 12 Friday 04/10/15 4:56 PM GeorgeAkouri 103 NW 103rd St, Miami Shores A AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Stability Checks [Load Set: Node N003 Combination: 0.6D + 0.6Wpz] - Factored Loads Axial Force 0.03 k Moment X -260.4 ft lb Moment Z Oft-lb 320.6 psf 309.8 psf Shear X -0 k Shear Z -0.1 k Overburden 0 psf Resultant=0.39 k Footing Weight 0.35 k Pedestal Weight 0 k Bearing Pressure X galls = 3000 psf >_ ggross = 320.6 psf ✓ i I � i ---.36-18-psf--------25.38 psf - - Max pressure=320.6 psf (Gross: Includes effects of footing weight and overburden) -• - + - - Overturning - _ - - 9 _s •s•• •.•• • •• • 0000 •', Overturning 0000•• ••9• 00006• • Wf = 0.35 k (weight of footing) 000000 • 0 • WP = 0 k (weight of pedestal) •0 0 0•• 0 0 0 • •0000• Fob=goverburden(Aftg-Aped) _ (0 psf)[(2.25 W)-(0.11 ft2)] = 0 k 0000 • 90000 00 •0000• • •0• •9•• OTMx=Mx-VZ(tf+Hp) _ (-260.4 ft Ib)-(-0.1 k)[(21 in)+(0 in)] _ -82.95 ft,lb RMx=(P+Wp)d,+(Wf+Fob)b,/2 = [(0.03k)+(Ok)](0.75ft)+[(0.35k)+(Ok)](1.5ft)/2 = 291.9ft-1b00 •• • •90• • b RMS _ (291.9 ft•lb) �'0 0 • •FSorx=OTMx (-82.95 ft1b) = 3.5188 0 . 0• $0 ••00•• J FS = 3.5188 >_ FS g = 1.50 ✓ 0 0 0 0 0 OTX OTre d • • • ••*•00 1-0.75+35 ft� OTMZ=M,+Vx(tf+Hp) = (0 ft lb)+(-0 k)[(21 in)+(0 in)] 3.15 ft.lb •0 • .0 0 9 0 • • RMZ=(P+Wp)dx+(Wf+Fob)bx/2 = [(0.03 k)+(0 k)J(0.75 ft)+[(0.35 k)+(0 k)](1.5 ft)/2 = 291.9 ft•lb 0 0 RM _ (291.9 ftlb) FSorz=OTM - (_3.15 ftlb) = 92.6607 FSOTZ = 92.6607 >_ FSOTregd = 1.50 ✓ i QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15.ftg Page 11 of 12 Friday 04/10/15 4:56 PM Geofge Akouri, 103 NW 103rd St, Miami Shores FI AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Stability Checks [Load Set: Node N003 Combination: 0.6D + 0.6Wpz] (continued) - Sliding --- - ------ - - - Sudonu Wt = 0.35 k (weight of footing) Wp = 0 k (weight of pedestal) Fob=goverburden(Affg-Aped) = (0 psf)[(2.25 W)-(0.11 ftz)] = 0 k Fresist=Cf(Wf+Wp+Fob+P)+Fpassive = (0.40)[(0.35 k)+(0 k)+(0 k)+(0.03 k)]+(0 k) = 0.16k Fsiidingx = -0 k (applied Vx) Z FS Fresist = (0.16 k) = 86.4833 slidingx=FslidingX (-0 k) LX FSslidingx = 86.4833 >_ FSslidingRegd = 1.50 ✓ Fsiidingz = -0.1 k (applied VZ) Fresist (0.16 k) FSslidingZ=FslidingZ (-0.1 k) = 1.5352 FSslidingZ = 1.5352 >_ FSslidingRegd = 1.50 ✓ 0000 • • •• • •••• Go sees • Uplift - • • • • • .•.••. • • •00 0 • • • ...G.. Y uplift *.so LX P = 0.03 k F.S.against uplift is infinite (axial force is in compression) --- _ - --------------- _ -_ --- —-- - QuickFooting 4.0(iesweb.com) S:\ACE 2015\Client\Quintessential Fence Contra...\4-10-15,ftg Page 12 of 12 Friday 04/10/15 4:56 PM Foundation Layout Footing For Gate George Akouri Billing: 103 NW 103rd St.Miami Shores FL AKOURI CONSULTING ENGINEERS INC. 4/11/2015 12:27 PM 0000 • • 0000 0000•• 20ft— • .... ....% • 0000•• • ••• ••w•6 •• •• � •• • 0000•• • 0000•• • • • • • • 0000•• 0000•• • • • •0666• Wall Punching Perimeter AKOURI CONSULTING h:NCINULKS 0* •. George Akouri,M.S.C.E.,P.E. 4651 Shendan Street Suite 200 �: •� W.,► •W I knllywxxl,Florida 33021 (�• � ; •Z PI #00,11526 ; tlr: Certificate Auth.7357 �, • 954-989-8,SS5 ,� *; �.�P� P�•• Z <v • F • . Lp, VisualFuWV ndation 5.0 5.00.0011 1 '0 �vS uR w b m, ` iri i A Foundation Design Summary Footing For Gate George Akouri Billing: 103 NW 103rd St.Miami Shores FL AKOURI CONSULTING ENGINEERS INC. 4/11/2015 12:27 PM Foundation Geometry Concrete Design Parameters Area 20 ft^2 F'c 576000 psf Footing 1 Fy 8640000 psf Rebar Layers Single layer Concrete(F'c=4 ksi) Thickness 0.83333 ft Top Cover 0.16667 ft Area 20 ft^2 Soil Stiffness259200 Ib/ft^3 Bottom Cover 0.25 ft Outer Bar Direction X Rebar Preference #5 @ 0.5 ft,#6 @ 1 ft,#5 @ 1 ft, Accounting #6 @ 1 ft,#5 @ 1 ft,#6 @ 1 ft Title Footing For Gate Design Unit Width Per Foot Billing Ref. 103 NW 103rd St,Miami Shores FL Concrete Detail Information Project Notes Add Notes Here Engineer George Akourf Bar Pattern 1 : #5 @ 1 ft 0.00 ft^2/Ft. Company AKOURI CONSULTING ENGINEERS Minimum Concrete Reinforcement INC. Minimum Steel Type ACI 7.12.2.1 •••• Concrete Design Criteria Minimum Steel Ratio 0.0%1800. •6669 • •.•••• Placement split ?Bo om • Conc.E Multiplier 1 • Load Combination Criteria Design Summary •00.100 0... 0000:. Strength Load Combinations ASCE 7-10 LRFD Foundation Stable? Yes,.10(wvw=0.01) Slab Steel OK? Analy a for Design Checks •• • Service Load Combinations ASCE 7-SO ASD �..0 • • • • User Combinations Add,Remove,Modify Shear Capacity OK? Ana6yze for Design Cget o • Redundancy X(p) 1 Bearing Pressure OK? Analyldf *Design CfTecks •10.10• • • Redundancy Y(p) 1 Punching Shear OK? Ana6A;fb•l0esign CheRks••• ••1010• SDS 0.01 Pile Capacity OK? An4yifp Cesign C&6V J ••10••10 • SDI 0.01 1010•••• • • SI 0.015 • • . • • • • • 1010•••• Occupancy Category I •••.•• SDC A • • • • • • • • •1010... Safety Factors Service Overturning 2.00 .• • Strength Overturning 2.00 Strength Sliding 1.50 Service Uplift 1.50 Strength Uplift 1.50 Service Sliding 1.50 Reduce Seismic Overturning No Soil Criteria Coef.Of Friction 0.5000 Allowable Bearing 1500.0000 psf Passive Pressure 0.0000 psf VisualFoundation 5.0 5.00.0011 2 www.iesweb.com -i Loads and Foundation Components Footing For Gate George Akouri Billing: 103 NW 103rd St.Miami Shores FL AKOURI CONSULTING ENGINEERS INC. 4/11/2015 12:27 PM Dependent Load Combinations Combination Name lBuilding Code lContributing Cases JEquation Design Type D+H ASCE 7-10 ASD 1 D Soil/Service D+.6W-+Y ASCE 7-10 ASD 2 D+0.6W+Y Soil/Service D+.75(L+.6W+Lr)»+Y ASCE 7-10 ASD 2 D+0.45W+Y Soil/Service .6D+.6W»+Y ASCE 7-10 ASD 2 0.6D+0.6W+Y Soil/Service .6D+.7Di ASCE 7-10 ASD 1 0.60 Soil/Service 1.4D+1.6H ASCE 7-10 LRFD 1 1.41) Footing/Strength 1.2D+1.6L+.5Lr ASCE 7-10 LRFD 1 1.2D Footing/Strength 1.2D+1.6Lr+.5W»+Y ASCE 7-10 LRFD 2 1.2D+0.5W+Y Footing/Strength 1.2D+W+.5L+Lpa+.5Lr»+Y ASCE 7-10 LRFD 2 1.2D+W+Y Footing/Strength .9D+W»+Y ASCE 7-10 LRFD 2 0.9D+W+Y Footing/Strength .9D+Di ASCE 7-10 LRFD 1 0.9D Footing/Strength Wall Loads Case Wail jw jMx ISliding X ISlicling Y W+Y W2 0 lb 0 ib-ft O lb-ft 0 lb 70 Ib Walls 00.000 0.000. Wall IThickness IStart X jEnd X • jEjid Y 099* W2 0.5 ft Oft 0.5 ft 20 ft 05ft •, • • • • •000.0 • • . • • • 00 0 009 0 VisualFoundation 5.0 5.00.0011 3 www.iesweb.ccm