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FW-16-3149Protect Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 560 NE 95 Street Miami Shores, FL 33138- /2016 all od Fence APPROVED Expiration: 06/26/2017 Parcel Number 1132060140800 Block: Lot: Applicant JHON GYNELL Owner Information Address Phone Celt JHON GYNELL 560 NE 95 Street Miami Shores FL 33138 (305)775-0771 Contractor(s) Phone Cell Phone QUINTESSENTIAL FENCE CONSTRA( (305)454-4165 Valuation: Total Sq Feet: Approved: Comments: Date Approved: : Date Denied: Type of Construction: Wood Fence Classification: Residential Additional Info: 46" OF 6" HIGH HORIZONTAL WOOL Scanning: 5 Fees Due CCF DBPR Fee DCA Fee Education Surcharge Notary Fee Permit Fee - Wire & Wood Scanning Fee Technology Fee Total: Amount $1.20 $2.00 $2.00 $0.40 $5.00 $100.00 $15.00 $1.60 $127.20 Pay Date Pay Type Invoice # FW -11-16-62100 11/17/2016 Credit Card 12/28/2016 Credit Card Amt Paid Amt Due $ 50.00 $ 77.20 $ 77.20 $ 0.00 Available Inspections: Inspection Type: Final Foundation Review Planning Review Planning Review Building Review Building 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. zoning. Futhermore I authorize the above-named contractor to do the work stated. orized Signature: 0 Bui ding Depa / Applicant / Contractor / Agent ent Copy December 28, 2016 Date December 28, 2016 1 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION UNE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC ❑ ROOFING ❑PLUMBING ❑ MECHANICAL El PUBLIC WORKS JOB ADDRESS: c(r.G C1S 5i(' -2J2+ City: Miami Shores Folio/Parcel#: Occupancy Type: NOV _t720116 5nt-) ) FBC 20 jq t t Master Permit No. F Vv V� — 3 1 g cj Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑ CHANGE OF CONTRACTOR ❑ CANCELLATION ❑ SHOP DRAWINGS County: Miami Dade Zip: 3>I W Is the Building Historically Designated: Yes NO Load: Construction Type: Flood Zone: BFE: FFE: \ (7 OWNER: Name (Fee Simple Titleholder): ,o i+� \71i f" Phone#: Address: S&C) )JE 95 D ' et City: % I\A t)110(1e-S State: zip: -5-N -Y7i Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: CL" -r e6�wriq , 1-7er C -c-. Phone#: �} ���`"�(Los- Address: oSAddress: U 1 -to u_7Gc.o.� SSS— 5 c City:State: �� Zip: "S'c�` Qualifier Name: ._)"-eNtA"r-t1 66,0 Phone#: 76(..9 State Certification or Registration : Certificate of Competency #: 15. -.BOO -0(40 DESIGNER: Architect/Engineer: Phone#: Address: Value of Work for this Permit: $ a, oco Square/Linear Footage of Work: I(� City: State: Zip: Type of Work: ❑ Addition ❑ Alteration 11 I New ElRepair/Replace 1E1 Demolition Description of Work: 1(0 e Ci (0'4+ kk)o< 'Pe'- -14.q_ != NrJ Specify color of color thru tile: Submittal Fee $ 50 P P` ® Permit Fee $ CCF $ 1 • Z0 CO/CC $ Scanning Fee $ 1 0 Radon Fee $ DBPR $ Z.— Notary $ Technology Fee $ 1 e 00 Training/Education Fee $ Structural Reviews $ X00 (Revised02/24/2014) L4O Double Fee $ Bond $ TOTAL FEE NOW DUE $ 2.0 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) ys after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspectiee will be charged. Signature OWNER or AGENT Signature CTOR The foregoing instrument was acknowledged before me this Th oregoing instrument was acknowledged before me this 0 day of No "` 31- , 20 le) by (-R- day of N 0 V , 20 KO , by J-lynl Gj -C� , who is personally known to i(11%�►'b n , 1 d19clho is personally known to me or who lhas produced FL,- OC. as me or who has produced -c-10 r I dc1 dr > ve. r identification and who did take an oath. NOTARY PUBLIC: identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: Sig Print: Seal: *********** APPROVED BY ��I` Plans Examiner (Revised02/24/2014) .P0 a' o % MAHARAI GONZALEZ �°'�, , MY COMMISSION # co 044602 *' `°"' EXPIRES: November 2, 2020 uv of Bonded Tru Notary Public lindens/Morn ** L /s7(/ Zoning Structural Review Clerk QUINFEN OP ID: JC '4 R� CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DD/YYYY) 12/28/2016 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 poiicy(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 Newman Insurance Agency, Inc.PHONE 5700 Stirling Road Hollywood, FL 33021- Jeffrey M. Newman CONTACT NAME: 954-963-9626 FAX (A/c No, Ext): (A/C, No): E-MAIL ADDRESS: INSURER(S) AFFORDING COVERAGE NAIC # INSURER A :Arch Speciality Insurance Co COMMERCIAL GENERAL LIABILITY INSURED Quintessential Fence 4000 Hollywood Blvd. #555S Hollywood, FL 33021 INSURER B CBC20001587400 INSURER C : 07/16/2017 INSURER D : $ 1,000,000 INSURER E : INSURER F : X 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. INSR TYPE OF INSURANCE ADDL INSD SUBR WVD POLICY NUMBER POLICY EFF (MM/DD/YYYY) POLICY EXP (MM/DD/YYYY) LIMITS A X COMMERCIAL GENERAL LIABILITY CBC20001587400 07/16/2016 07/16/2017 EACH OCCURRENCE $ 1,000,000 CLAIMS -MADE X OCCUR DAMAGE TO RENTED PREMISES (Ea occurrence) 100 000 $ + MED EXP (Any one person) $ 10,000 PERSONAL R ADV INJURY $ 1,000,000 GEN'L AGGREGATE POLICY OTHER: LIMIT APPLIES PRO JECT PER: LOC GENERAL AGGREGATE $ 2,000,000 PRODUCTS -COMP/OP AGG $ 1,000,000 $ AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS HIRED AUTOS SCHEDULED AUTOS NON -OWNED AUTOS COMBINED SINGLE LIMIT (Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ $ UMBRELLA LIAB EXCESS LIAB OCCUR CLAIMS -MADE EACH OCCURRENCE $ _ AGGREGATE $ DED RETENTION $ $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y1 ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? (Mandatory In NH) If yes, describe under DESCRIPTION OF OPERATIONS below N N / A PER STATUTE OTH- ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ E.L. DISEASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) License#15BS00306 CERTIFICATE HOLDER CANCELLATION VILLOMI Village of Miami Shores g 1050 NE 2nd Ave Miami Shores, FL 33138 i SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED R PRRESENTATIVE yEP '" ' /)QAArn..M, ACORD 25 (2014/01) © 1988-2014 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD CTB Constring Board BUSINESS uCtERTIFICATE Oion Trades F COMPETENCY 1 6BS00306 QUINTESSENTIAL FENCE CONTRACTORS INC D.B.A.: SZYDLO JONATHAN Is certified under the provisions of Chapter 10 of Miami -Dade County aimmoka ess Tax Receipt State of Florida NOT PAY LBT l UNAME/LOCATION � U , ENTIAL FENCE ORS INC DOINGBUSINESS IN DADE COUNTY EXPIRES SEPTEMBER 30, 2017 Must be displayed at place of business Pursuant to County Code Chapter 8A — Art. 9 & 10 SEC. TYPE PAYMENT RECEIVED NG BY TAX COLLECTOR 75,00 09/19/2016 -16-008931 Business Tax, The Receipt is not a license, Ider must comply with any governmental y to the bus; al vehicl j : t i i Eiyz, 12/28/2016 10:45 AM https://mail. google.com/_/scs/mail-static/_/j s/k=gmail.main.en.Az9... unicipal Contractor's Tax Receipt Miami-Dade'County, State of Florida -THIS !S NOT A BILL - DO NOT PAY 0306 RECEIP -0.-.4,w EXPIRES SEPTEMBER 30, 2017 COUNTY Pursuant to County Code Sec10-24 PA YM ENT RECEIVED ,,r BY TAX COLLECTOR 175.00 09119/2016 .K 229-16-008931 n 12/28/2016 10:45 AM QUINTESSENTIAL FENCE CONTRACTORS 4000 HOLLYWOOD BOULEVARD #555-S 1 HOLLYWOOD, FL 33021 305-454-4165 1 INFO @QUI NTESSENTIALFENCES.COM BROWARD CC# 15 -F -19747-R 1 MIAMI DADE CC# 15BS00306 December 28, 2016 STATE OF FLORIDA COUNTY OF MIAMI-DADE BEFORE ME THIS DAY PERSONALLY APPEARED, JONATHAN SZYDLO, WHO, BEING DULY SWORN, DEPOSES AND SAYS: THAT HE OR SHE WILL BE THE ONLY PERSON WORKING ON THE PROJECT LOCATED AT 560 NE 95TH STREET, MIAMI SHORES, FL 33138. SWORN TO (OR AND SUBSCRIBED BEFORE ME THIS ?. DAY OF C , 2016, BY PERSONALLY KNOW OR PRODUCED IDENTIFICATION �• TYPE OF IDENTIFICATION PRODUCED f 1 i I C(Se u0 -X20 --IS -ctCO-0 ?' etYsia MAHARAI K. GONZ4LEZ ; is MY COMMISSION # GG 044602 Q� EXPIRES: November 2, 2020 _P, •.vitt Bonded Thou Notary Public Underwriters PRINT, TYPE, OR STAMPE NAME OF NOTARY Miami Shores Village Building Department 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: I. 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 BELOW 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 By ebti Cj V- Notary: SEAL: �S day of t404 , 20 jtp . who is personally known to me or has produced as identification. a 611 d ?.1.E.112. BC. I' i.4 1,4 TILE `yrn• -o! 5. 13.35' C•.6 1A 10.0 (ervb to.cp Ji r 0 14 Se; l5.SO 1....14•S4:1 1•P..'I2t 1.1.0tv" • •44( 644codr4v .I.J ®ot4 R:64 U _ NOv 7 2016 . .c. ;SVO--• . 151! PkwLA L ts. '157" sr, 1 (to' esp{} . QA -v. ) Property Address: 560 N.E. 95 STREET, MIAMI SHORES FLORIDA 33138 SURVEYOR'S ERTIPLCAT9t ; I HEREBY CERTIFY THAT THIS 'BOUNDARY SURVEY' iS A TRUE AI1D CORRECT REPRESEfTATION OF ASURVEV PREPARED UNDER MY DIRECTICW. THIS C(TMPLUES'Y.ITN THE 1UNW UM TECHNICAL STANDAR AS SET FOR 'H BY THE STATE OF FLDR1:awR PROFEBSICN L LAND SUR . - OtGIT.6 FLORIDA RDMINISTf�'ATIyE CCtDE FU3SUS518T• TO 472. • • • •• • f127 .. FLORA BT ' („ �s • • • • • • • • • • • .. ••• •• SIGN ED .4IGUEL ESP'IING STATE OF FLORIDA' • ••• • • FOR THE FrRita • • • • •• • • • • R&M.NO. 6.04 •• ••• F3:'T :454.10'ASTHOLIT AN 0.l.r HEN/ IC ELECTFi+71.1IC 61,311AT1...RE Min ALJTWENTICCA SEAL.it.R'+9f4 7,3115 MAP 'SNOT VALID VATTHCtA' 1HE SIG9MTUT¶ IE.7#11084''.1. RAISED ff5l4L GTF AL7 YS.' AM.) f3A9+PE3? • • • • • Notes: NO NOTES 11 • • •• :VOWEL ESPINOSA LAND A•SCIF:V$XiNG, INC. 10665 SW 190TH Street Suite 3110 •MIAMI, -at 33157 •PHHO 1E:(J05) 740-3319 FAX x#:(3015) 669-3190 LB # 6463 •teceptect By • • • • • • •• •• • • • •• •• ••• • • • S1.f vey: A-15816 PAGE 1 OF 2 NOT TO SCALE Certified To: LAURIE A. MALAGA AND JOHN B. GYNELL, ACCURATE TITLE AGENCY, INC, OLD REPUBLIC NATIONAL TITLE INSURANCE, BANKATLANTIC Its'successors and/or assigns as their interest may Appear Community Number: Panel Number:0306 Suffix: L Date of Firm Index:09/11/2009 Flood Zone: X Base Flood Elevation: Date of Field Work: 6/18/2010 Date of Completion: 6/20/2010 GENERAL NOTES: 1) LEGAL DESCRIPTION PROVIDED BY OTHERS. 2) EXAMINATION OF THE ABSTRACT OF TITLE WELL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECT THIS PROPERTY 3) THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENT OR OTHER RECORDED ENCUMBERANCES NOT SHOWN ON THE PLAT. 4) THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCE AND FINANCING AND SHOULD NOT BE USED FOR CONSTRUCTION; PERMITTING. DESIGN, OR AANY OTHER PURPOSE WITHOUT THE WRITTEN CONSENT OF MIGUEL ESPINOSA LAND SURVEYING. 5) UNDERGROUND PORTIONS OF FOOTINGS, FOUNDATIONS OR OTHER IMPROVEMENTS WERE NOT LOCATED. 6) ONLY VISIBLE AND ABOVE GROUND ENCROACHMENTS LOCATED 7) WALL TIES ARE TO THE FACE OF THE WALL. 8) FENCE OWNERSHIP NOT DETERMINED. 9) BEARINGS REFERENCED TO LINE NOTED AS B.R. 10) BOUNDARY SURVEY MEANS A DRAWING AND(OR GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A SHOWN SCALE ANDIOR NOT TO SCALE. 11) NO IDENTIFICATION FOUND ON PROPERTY CORNERS UNLESS NOTED. 12) NOT VALID UNLESS SEALED WITH THE SIGNING SURVEYORS EMBOSSED SEAL 13) DIMENSIONS SHOW ARE PLAT AND MEASURED UNLESS OTHERWISE SHOWN )4) ELEVATIONS IF SHOWN ARE BASED UPON N.G.V.D. 1929 UNLESS OTHERWISE NOTED. 15) THIS IS A BOUNDARY SURVEY UNLESS OTHERWISE NOTED. 16) THIS 90UNDARY SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED HEREON, THE CERTIFICATIONS DO NOT EXTEND TO ANY UNNAMED PARTIES. Legal Description: LOT 5,BLOCK 55,OF MIAMI SHORES SECTION NO. 2 ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10,PAGE 37, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. e RifficarniteF SMIANEONE A4C:BLOCK 1f444 rmintiWoritriEFEACE WOO PEW WIVE IYF f COMM' LAE .04.5Ftomo7Ea FewsorJtg commuir4 WESSESitt V 0 4 a Surveyor's Legend AMMO AVTETNINO SET Peaty setstigarr fief Fatifft Jar suicstsly was :TINY P rerceGc icer PatittNEYMIGVItrem FONT HEW MEASURES RAMP iiiSIStiaNNT UMW COMIEWEikkiT LASE WOfCf Waym.. EWE BURCIAva•s CPJiTIFICATIUH : I HERESY CERTIFY THAT THIS'BOUNDARY BURYEY' YS A TRUE AND CORRECT REPRESENTATION OF A SURVEY PREPARED UNDER MY UIkECTIDN. THISCDWPUES MTH THE !MENAI TECHNICAL STANDAR AS SET FORTH BY THE gTATE OF FLoRUA4 BOARD OF PROFESSIONAL LAND SUkY ' ~. " ®513178. FLCGE®A ADMINISTRATIVE LADE PURSUANT Tt74Y2.EG7, FLORIDA 9T �. _... SIGNED MIGUEL ESPIN STATE OF FLORID • •• ••• • • ••. • • • •.• • • •• • • • •• ••• •• FOR THE FIRM PAM. NO. M10$1 • • • • • • • •• • • • 9tnal 68firrAmictriu. L' ij A. Cti RI9tENJLgTALTIYEYCF • • Y.Cr VALIDT -srzIT Rad AUFHEAJTtC EECTRI3NIC EIONATU45 AIM All NM Teia4 MAPS NOV OLIO VOTHCUT THE m tTUN5 AND 17e1E ORM MAL MIS APvC� BAATi`tGR a fun Ndt np. LR NAS &t Pk NU t7 © lU{ 17.td. etb P W_M Mgr o tw aur. Tip RiAstff er Diaz TWPCik ICOVRIDO NONPIPE AMK FAMERWALONARg emu MEE GIUSTMENE> YDOWIff IKWl1rOLF OVEINSOOLIAE POSHERPINE MANSFOkikav CAKE To,! MDR WATER ( P MSE1451817' Eivagatcoimetir Q_ G"W4r1'EVEASSVT AaE in7RiErAPE 6Nr'YER+EbYPG.. SW EMU, T$ roia SOW SOP,. CVO B.1 'MeeT,L Cd Property Address: 560 N.E. 95 STREET, MIAMI SHORES FLORIDA 33138 VELEPAMEThastiriEs fflititY POE REOMC UMW Bale alinTIONWS SOFHAIN aliWBOY SCREvi CARAStf Eva wasp AVT IFP AWE AMINE) ROM FOP CW' 4M( EDGE CIF WM? alf+01FrEsHarea rISp etaukwsvmaaoe SONE YNE e641E cent Itt Live o mama town g4r MIGUEL ESPINOSA LAND SURVEYING, INC. 10665 SW 190TH Street Sumte.31113 I H 4 'il9 FL 33157 • 1ICCONE4305) 740-3319 FAX #:(305)669-3190 • :IsB 4463• • • • • • • • • •• •• •• • • • Accepted By ••• • • • • to•• • • • • • • • • •• •• • - • Y • • • • • • • • • • ••• • • • Sdrvgeji-15816 • ••• • • PAGE 2 OF 2 Project: JOHN GYNELL George Akouri, AKOURI CONSULTING ENGINEERS INC. 560 NE 95th Street Miami Shores Z:WCE 2016\Client\Quintessential Fence\John Gynell\Calculations\Visual Analysis\Fence Model 11-5-16.vap November 05, 2016 Design Groups Group/Mesh Element Unity Design Design Material s Shape Overstrengt Specification h Wood Fence 8 Picket 0.03 FS2x6 Douglas Fir -Larch NDS Lumber (Visual) No.2 No NDS 2012 ASD Wood Post 2 0.17 FS4x4 Douglas Fir -Larch NDS Lumber (Visual) No.2 No NDS 2012 ASD JOHN GYNELL AKOURI CONSULTING ENGINEERS INC., George Akouri 560 NE 990 Shed Miami Shores Nov 05, 2016; 0335 PM Design View, Unity Checks IES VisuelAneysis 12.000019 Design Group Results CITY COPY Design Group: Wood Fence Picket per NDS 2012 ASD RECEIVED IVED NOV 172i16 BY - '''.e 1iA.`,I I.11\1, l \(ANIsF,1 S ;Ah uri, Sircul Stith: 260 urn1 I l )tI l;t 331)21 li 1/ HI19 _'1, t'crtilic,ilc bulli. 7357 -989-S8S5 „%a -77 ••O .ba��8H:4➢:l0�� G EOR�'1' QAN L/ • :...f• �•y'• DA • �.r• ENGINE Designed As: FS2x6, Material: \NDS Lumber (Visual)\No.2\Douglas Fir -Larch Members Included (8): BmX001-c23, BmX001-c36,•B1in►G004-435,8mX0C1-c.34, BmX001-c37, BmX001-c31, BmX001-c33, BmX001-c32 • • •. ••• •• • • • •• Strong Deflection Check • • Member Name Result Case Offset Demand dy Capacity dy Code ft .i11. •;• ;in•;• •;• •;• Ref. Unity Details Check BmX001-c23 BmX001-c36 BmX001-c35 BmX001-c34 D+L D+L D+L D+L 2.000 2.000 2.000 2.000 -0.000 -0.000 0.267 .'0.2*7 • • :••45.7 0.267 • IBC 1604.3.1 • • IBC 1604.3.1 • IBC 1604.3.1 IBC 1604.3.1 ••• • • • • ••• • • e • • •• •• • • VisullAntgi. S2.p0.p019(w '.les w eb.com) ••• • • • ••• • • 0.00 OK 0.00 OK 0.00 OK 0.00 OK Project: JOHN GYNELL George Akouri, AKOURI CONSULTING ENGINEERS INC. 560 NE 95th Street Miami Shores Z:\ACE 2016\Client\Quintessential Fence\John Gynell\Calculations\Visual 2.000 -0.000 0.267 IBC 1604.3.1 0.00 OK 2.000 -0.000 0.267 IBC 1604.3.1 0.00 OK 2.000 -0.000 0.267 IBC 1604.3.1 0.00 OK 2.000 -0.000 0.267 IBC 1604.3.1 0.00 OK November 05, 2016 Analysis\Fence Model 11-5-16.vap BmX001-c37 D+L BmX001-c31 D+L BmX001-c33 D+L BmX001-c32 D+L Combined Check Member Name Result Case Offset ft Code Ref. Unity Check Details BmX001-c23 D+.6W »+Z BmX001-c36 D+.6W »+Z BmX001-c35 D+.6W »+Z BmX001-c34 D+.6W »+Z BmX001-c37 D+.6W »+Z BmX001-c31 D+.6W »+Z 2.000 3.9-3 2.000 3.9-1 2.000 3.9-3 2.000 3.9-3 2.000 3.9-1 2.000 3.9-1 • •• ••• • • • • • •• • • • • • • • •• ••• •• • • • •• 0.02 OK CF=1.300, CL = 0.971 , Cfu =1.150, CD=1.600, KLz = 3.441 ft, KLy = 4.000 ft, Lb=4.000ft 0.02 OK CF=1.300, Cfu =1.150, ft = 0.000 , fby = 0.048 , Fby* = 2.153 , CD=1.600, KLz = 3.441 ft, KLy = 4.000 ft, Lb = 4.000 ft 0.02 OK CF=1.300, CL = 0.971 , Cfu =1.150, CD=1.600, KLz = 3.441 ft, KLy = 4.000 ft, Lb = 4.000 ft 0.02 OK CF=1.300, CL=0.971 , Cfu = 1.150 , CD=1.600, KLz = 3.441 ft, KLy = 4.000 ft, Lb = 4.000 ft 0.03 OK CF=1.300, Cfu =1.150, ft = 0.000 , fby = 0.061 , Fby*=2.153, CD=1.600, KLz = 3.441 ft, KLy = 4.000 ft, Lb=4.000ft 0.02 OK CF=1.300, Cfu =1.150, ft = 0.000 , fby = 0.044 , Fby* = 2.153 , CD=1.600, KLz = 3.441 ft, KLy = 4.000 ft, Lb = 4.000 ft • ••• • ••• ••• ••• • • • • • • • • • •• •• •• • • • • •• • • • • • • • •• • •• •• •• •• • ••• • • • • • • • • • • • • • • • •• • e • VisullArtigfil2.Q 99(wvinieireb.com) ••• • • • ••• • • Project: JOHN GYNELL George Akouri, AKOURI CONSULTING ENGINEERS INC. November 05, 2016 560 NE 95th Street Miami Shores Z:\ACE 2016\Client\Quintessential Fence\John Gynell\Calculations\Usual Analysis\Fence Model 11-5-16.vap BmX001-c33 D+.6W »+Z 2.000 3.9-1 0.02 OK CF = 1.300 , Cfu=1.150, ft = 0.000 , fby =0.045, Fby*=2.153, CD=1.600, KLz = 3.441 ft, KLy = 4.000 ft, Lb = 4.000 ft BmX001-c32 D+.6W »+Z 2.000 3.9-1 0.02 OK CF = 1.300 , Cfu=1.150, ft=0.000, fby = 0.045 , Fby*=2.153, CD=1.600, KLz = 3.441 ft, KLy = 4.000 ft, Lb = 4.000 ft Axial Check Member Result Offset Demand fa Capacity Fa Code Unity Details Name Case ft psf psf Ref. Check BmX001-c23 D+.6H 0.000 82.966 98522.721 3.6.3 0.00 OK CD = 0.900 , Fx = 6.914 Ib, CF=1.100, CP=0.512, KLz = 3.441 ft, KLy = 4.000 ft BmX001-c36 D+.6H 0.000 7.798 96875.998 3.8.1 0.00 OK CD = 0.900 , Fx = 0.650 Ib, CF = 1.300 BmX001-c35 D+.6H 0.000 1.643 98522.721 3.6.3 0.00 OK CD = 0.900 , Fx = 0.137 Ib, CF=1.100, CP=0.512, KLz = 3.441 ft, KLy = 4.000 ft BmX001-c34 D+.6H 0.000 1.305 98522.721 3.6.3 0.00 OK CD = 0.900 , Fx = 0.109 Ib, CF=1.100, CP=0.512, KLz = 3.441 ft, KLy =4.000ft BmX001-c37 D+.6H 0.000 39.533 96875.998 3.8.1 0.00 OK CD = 0.900 , Fx = 3.294 Ib, CF = 1.300 BmX001-c31 D+.6H 0.000 3.919 96875.998 3.8.1 0.00 OK CD = 0.900 , Fx = 0.327 Ib, CF = 1.300 BmX001-c33 D+.6H 0.000 1.627 96875.998 3.8.1 0.00 OK CD = 0.900 , Fx = 0.136 Ib, CF = 1.300 BmX001-c32 D+.6H 0.000 8.206 • • • ::d8�5'.69A : . • • 3.8.1 0.00 OK CD = 0.900 , Fx = 0.689 Ib, CF = 1.300 • •• • • • • *•• • • •• ••• •• • • • •• Strong Flexure Check Member Result Offset Derpaad fpz Capacity Fbz : Chide Unity Details Name Case ft psf •• ,. • per ;. • :. F f. Check •• • ••• • • • ••• • • • • • • • • • • • Pie¥ • •• VisuirAn�lysi.i2.80.e019(w �w.iesweb.com) ••• • • • 000 • • Project: JOHN GYNELL George Akouri, AKOURI CONSULTING ENGINEERS INC. November 05, 2016 560 NE 95th Street Miami Shores Z:1ACE 2016\Client\Quintessential Fence\John Gyneil\Calculations\Visual Analysis\Fence Model BmX001-c23 D+.6H 0.000 -407.268 149578.186 3.3-1 0.00 OK BmX001-c36 D+.6H 0.000 -469.694 149578.186 3.3-1 0.00 OK BmX001-c35 D+.6H 0.000 -477.458 149578.186 3.3-1 0.00 OK BmX001-c34 D+.6H 0.000 -479.139 149578.186 3.3-1 0.00 OK BmX001-c37 D+.6H 0.000 -462.321 149578.186 3.3-1 0.00 OK BmX001-c31 D+.6H BmX001-c33 D+.6H BmX001-c32 D+.6H 0.000 -466.278 149578.186 3.3-1 0.00 OK 0.000 -480.445 149578.186 3.3-1 0.00 OK 0.000 -481.472 149578.186 3.3-1 0.00 OK 11-5-16.vap CF=1.300, CL=0.986, Mz = -2.828 Ib -ft, Lb=4.000 ft, CD = 0.900 CF=1.300, CL=0.986, Mz = -3.262 Ib -ft, Lb=4.000 ft, CD = 0.900 CF=1.300, CL=0.986, Mz = -3.316 Ib -ft, Lb=4.000 ft, CD = 0.900 CF=1.300, CL=0.986, Mz = -3.327 Ib -ft, Lb=4.000 ft, CD = 0.900 CF=1.300, CL=0.986, Mz = -3.211 Ib -ft, Lb = 4.000 ft, CD = 0.900 CF = 1.300 , CL=0.986, Mz = -3.238 Ib -ft, Lb = 4.000 ft, CD = 0.900 CF=1.300, CL=0.986, Mz = -3.336 Ib -ft, Lb=4.000 ft, CD = 0.900 CF=1.300, CL=0.986, Mz = -3.344 Ib -ft, Lb = 4.000 ft, CD = 0.900 Weak Flexure Check Member Result Name Case Offset Demand fby Capacity Fby Code ft psf psf Ref. Unity Check Details BmX001-c23 D+.6W »+Z 2.000 -6118.785 310003.192 BmX001-c36 D+.6W »+Z 2.000 -6884.599 310003.192 3.3-1 0.02 OK 3.3-1 0.02 OK BmX001-c35 .6D+.6W »+Z 2.000 -671e.1581. :1100g3:1�2 : • • •3.3-1 • •• • • • • •.• • • •• ••• .• • • • •• BmX001-c34 .6D+.6W »+Z 2.000 -6590.778 310003.192 0.02 OK 3.3-1 0.02 OK • .• • •• •.• • • . • • •i • •• • • • • • . • • • •• • 9 • • • • • 0 •• • •. •• .• •• • ••• . • • • • 11041er • VisuaiAnaiysis a2. O19`(wwiv.iiesiveb.com) ••• • • 0 000 • • CF=1.300, Cfu =1.150, My = -14.164 Ib -ft, CD = 1.600 CF=1.300, Cfu =1.150, My = -15.937 Ib -ft, CD = 1.600 CF=1.300, Cfu = 1.150 , My = -15.549 Ib -ft, CD = 1.600 CF=1.300, Cfu =1.150, My = -15.256 Ib -ft, CD = 1.600 Project: JOHN GYNELL George Akouri, AKOURI CONSULTING ENGINEERS INC. 560 NE 95th Street Miami Shores Z:\ACE 2016\Client\Quintessential Fence\John Gynell\Calculations\Visual Analysis\Fence BmX001-c37 D+.6W »+Z 2.000 -8824.385 310003.192 3.3-1 0.03 November 05, 2016 BmX001-c31 D+.6W »+Z 2.000 BmX001-c33 .6D+.6W »+Z 2.000 BmX001-c32 .6D+.6W »+Z 2.000 Model 11-5-16.vap OK CF=1.300, Cfu =1.150, My = -20.427 Ib -ft, CD = 1.600 CF=1.300, Cfu = 1.150 , My = -14.745 Ib -ft, CD = 1.600 CF=1.300, Cfu = 1.150 , My = -15.039 Ib -ft, CD = 1.600 CF=1.300, Cfu =1.150, My = -14.881 Ib -ft, CD = 1.600 -6369.627 310003.192 3.3-1 0.02 OK -6496.945 310003.192 3.3-1 0.02 OK -6428.431 310003.192 3.3-1 0.02 OK Strong Shear Check Member Name Result Offset Case ft BmX001-c23 BmX001-c36 BmX001-c35 BmX001-c34 BmX001-c37 BmX001-c31 BmX001-c33 BmX001-c32 D+.6H D+.6H D+.6H D+.6H D+.6H D+.6H D+.6H D+.6H 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 Demand fvz Capacity Fvz psf psf -93.312 23328.001 -93.312 23328.001 -93.312 23328.001 -93.312 23328.001 -93.312 23328.001 -93.312 23328.001 -93.312 23328.001 -93.312 23328.001 Code Ref. 3.4-2 3.4-2 3.4-2 3.4-2 3.4-2 3.4-2 3.4-2 3.4-2 Unity Details Check 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK 0.00 OK V = -5.184 Ib, CD = 0.900 V = -5.184 Ib, CD = 0.900 V = -5.184 Ib, CD = 0.900 V = -5.184 Ib, CD = 0.900 V = -5.184 Ib, CD = 0.900 V = -5.184 Ib, CD = 0.900 V = -5.184 Ib, CD = 0.900 V = -5.184 Ib, CD = 0.900 Weak Shear Check Member Result Name Case Offset ft Demand fvy Capacity Fvy Code psf psf Ref. Unity Details Check BmX001-c23 BmX001-c36 BmX001-c35 BmX001-c34 BmX001-c37 BmX001-c31 BmX001-c33 BmX001-c32 .6D+.6W »+Z 4.000 233.865 41472.002 .6D+.6W »+Z 0.000 -260.039 41472.002 D+.6W »+Z 4.000 259.909 41472.002 D+.6W »+Z 4.000 259.748 41472.002 .6D+.6W »+Z 0.000 -474.746 41472.002 D+.6W »+Z 4.000 259.749 41472.002 •• ••• • • • • • D+.6W »+Z 4.000 259.789 • • A14,67442 • • • • • • D+.6W »+Z 4.000 260.161 66 6641472002 • • • • ••• • • 3.4-2 3.4-2 3.4-2 3.4-2 3.4-2 3.4-2 Z144-2 • X334-2 0.01 OK 0.01 OK 0.01 OK 0.01 OK 0.01 OK 0.01 OK 0.01 OK 0.01 OK V = 12.993 Ib, CD = 1.600 V = -14.447 Ib, CD = 1.600 V = 14.439 Ib, CD = 1.600 V = 14.430 Ib, CD = 1.600 V = -26.375 Ib, CD = 1.600 V = 14.431 Ib, CD = 1.600 V = 14.433 Ib, CD = 1.600 V = 14.453 Ib, CD = 1.600 • • • •• • • • • • • • ••• • • •• • • • •• • .. • •• .• ••• • Design Group: Wood Post per NDS 2012 ASD ••• ••• • • • • • • •• •• • • ••• • • • • ••• • • • • :Pagr ••• • • VisualAnalysk 12200419twrw.itsweb oogr►f ••• • • • ••• • • • Project: JOHN GYNELL George Akouri, AKOURI CONSULTING ENGINEERS INC. November 05, 2016 560 NE 95th Street Miami Shores Z:\ACE 2016\Client\Quintessential Fence\John Gynell\Calculations\Visual Analysis\Fence Model 11-5-16.vap Designed As: FS4x4, Material: \NDS Lumber (Visual)\No.2\Douglas Fir -Larch Members Included (2): COL002, COL003 Combined Check Member Name Result Case Offset ft Code Ref. Unity Check Details COL002 COL003 D+.6W »+Z 0.000 D+.6W »+Z 0.000 3.9-3 0.17 OK 3.9-3 0.17 OK CF=1.500, CD=1.600, KLz = 5.000 ft, KLy = 4.360 ft, Lb = 5.000 ft CF=1.500, CD=1.600, KLz = 5.000 ft, KLy = 4.360 ft, Lb=5.000ft Axial Check Member Name Result Offset Case ft Demand fa Capacity Fa Code psf psf Ref. Unity Details Check COL002 D+.6H 0.000 528.768 COL003 D+.6H 0.000 528.768 163473.166 163473.166 3.6.3 3.6.3 0.00 OK 0.00 OK CD=0.900, Fx = 58.752 Ib, CF=1.150, CP=0.812, KLz = 5.000 ft, KLy =4.360ft CD=0.900, Fx = 58.752 Ib, CF=1.150, CP = 0.812 , KLz = 5.000 ft, KLy = 4.360 ft Strong Flexure Check Member Result Offset Name Case ft Demand fbz Capacity Fbz Code Unity psf psf Ref. Check Details COL002 COL003 D+.6H D+.6H 4.776 -458.177 174959.995 3.3-1 4.776 458.177 174959.995 3.3-1 0.00 OK CF=1.500, Mz = -2.828 Ib -ft, Lb = 5.000 ft, CD = 0.900 0.00 OK CF=1.500, Mz = 2.828 Ib -ft, Lb = 5.000 ft, CD = 0.900 Weak Flexure Check Member Result Name Case Offset ft Demand fby Capacity Fby Code psf psf Ref. Unity Check Details COL002 .6D+.6W »+Z 0.000 COL003 .6D+.6W »+Z 0.000 52102.732 311039.992 3.3-1 •• ••. • • • • • •.' • 52102.244 '.311Q.19.992 ; ; 3. 1' . •• •• ••• •• • • • •• 0.17 OK 0.17 OK CF=1.500, My = 321.622 Ib -ft, CD = 1.600 CF=1.500, My = 321.619 Ib -ft, CD = 1.600 Strong Shear Check Member Name • ••• •• • • • ••• w 0 ••• ••• • • Result Offset Case ft Demand fvz, : Gapacity''vz: • Code: psf • i f • •• Fief. e • Unity Check Details COL002 D+.6H 4.776 -93.337 23328.001 3.4-2 ••• 0 • • 0 ••• 0 • Va90 • • • • VisualAnalysi 12p9:wtw.ilswe jcell ••• • • • ••• 0 • 0.00 OK V = -6.914 Ib, CD = 0.900 Project: JOHN GYNELL George Akouri, AKOURI CONSULTING ENGINEERS INC. November 05, 2016 560 NE 95th Street Miami Shores Z:\ACE 2016\Client\Quintessential Fence\John Gyneil\Calculations\Visual Analysis\Fence Model 11-5-16.vap COL003 D+.6H 4.776 93.337 23328.001 3.4-2 0.00 OK V = 6.914 Ib, CD = 0.900 Weak Shear Check Member Result Name Case Offset ft Demand fvy Capacity Fvy Code psf psf Ref. Unity Check Details COL002 D+.6W »+Z 0.761 COL003 .6D+.6W »+Z 0.761 -1700.996 41472.002 3.4-2 -1700.966 41472.002 3.4-2 0.04 OK 0.04 OK V = -126.000 Ib, CD = 1.600 V = -125.997 Ib, CD = 1.600 Area Loads Load Case Area Type Span Direction Load What? Magnitude #1 Corridor Load psf psf W+Z EW-WaI1001 Uniform 1 -way: Y Members 21.000 0.000 .. ••• • • • • • .• • • • • • • • • • •• ••• •• • • • •• • ••• • ••• ••• ••• • • • • • • • • • •• • • • • • •• • • • • • • • • • •• • •• •• •• •• •• ••• • •• • • • • • • • • • •13age 7 • Video ilyes•12.00.0049{wrvw.iesweb.com) ••• • • • ••• • • George Akouri JOHN GYNELL 560 NE 95th Street MIAMI SHORES AKOURI CONSULTING ENGINEERS II Design square footing for a wood fence Design Detail -30 in Z Y H-1.5 ft -.-1 T AEOUR/ CONSULTING George Akouri, , 1,•j • ENGINEERS 4651 Sheridan Street Suj 1260 Hollywood, Florida 3302.1 1'1 # 0041526 Certificate Auth. 7357 954-98)-8 X1.5 ftH --- Check Summary Ratio Check Provided Required Combination - Footing - V 0.001 X Flexure (-Z) 1783 ink 1.72 ink 1.4D 10.001 X Flexure (+Z) 1783 ink 1.72 ink 1.4D 10.001 Z Flexure (-X) 1836 ink 1.72 ink 1.4D ,/ 0.001 Z Flexure (+X) 1836 ink 1.72 Ink 1.4D 1 0.000 Shear (-Z) 38.27 k 0 k 1.4D 0.000 Shear (+Z) 38.27 k 0 k 1.4D 10.000 Shear (-X) 39.37 k 0 k 1.40 0.000 Shear (+X) 39.37 k 0 k 1.4D V 0.736 Min Steel Z 1.32 in' 0.97 In' 1.40 10.736 Min Steel X 1.32 in' 0.87 in' 1.4D 10.114 Min Strain Z 0.0352 0.0040 1.4D 10.110 Min Strain X 0.0363 0.0040 1.4D V 0.008 Punching Shear 164.3 psi 1.26 psi 1.4D - Stability - 0.205 Bearing Pressure 2000 psf 409.1 psf 1.0D + 0.6Wpz 10.024 Overtuming-X 61.483 1.500 0.6D + 0.6Wpz 10.017 Overtumlng-Z 90.175 1.500 1.0D + 0.6Wpz V 0.012 Sliding -X 120.233 1.500 0.80 + 0.6Wpz V 0.873 Sliding -Z 1.718 1.500 0.6D + 0.6Wpz 10.000 Uplift Infinite 1.500 1.OD + 0.8Wpz Loads Summary (Service Loads) Criteria X Bars: 3 - 46 (@ -5.63 in) Z Bars:ictfi 3 in) J �� �is° "0 m dfri 0)0 -n : ,Z� ' m: Cm 0) r •V � r.3r/4' Q • ,,'® BoN�/89e� N EE�ea®0pm Use basic criteria from common project settings Building Code Strength Load Combinations Stability Load Combinations Apply Sds Factor to Seismic Combinations for Ev Factor of Safety: Overturning Factor of Safety: Sliding Factor of Safety: Uplift Perimeter Skin Friction Additional Uplift Resistance Allowable Bearing Pressure Separate Allowable Pressure for Dead Only Separate Allowable Pressure for Dead+Live Only Separate Allowable Pressure for Wind/Selamic Gross / Net (Allowable Bearing) Friction Coefficient Cohesion (@ soil interface) Passive Soil Resistance (Fixed) Calculate Depth -Dependent Passive Pressure Additional Sliding Resistance Concrete Weight Panne beta (for biaxial) Include footing weight in strength bearing pressure Include overburden in strength bearing pressure Yes IBC 2012 IBC 2012 (Strength) ASCE 7-10 (ASD) No 1.50 1.50 1.50 0 psf Ok 2000 psf No No No Gross 0.40 0psf 0 Ib No Ok 150Ib/ft' 0.65 Yes Yes Load Set Name Source Node N003 Dead Node N003 Wind (+Z) P 0.06 k Ok Mx 0 Ink -6.43 Ink Mz -0 Ink -0 ink Vx -0k Ok Vz Ok -0.21 k Overburden ape 0psf Strength Check Results Summary Load Combination Factored Axial Set: Node NO03 : 1.40 0.08 Set: Node N003 : 1.2D + 0.5Wpz 0.07 Set: Node N003 : 1.2D + 1.0Wpz 0.07 Set: Node N003 : 1.2D 0.07 Set: Node N003 : 0.9D + 1.0Wpz 0.05 Set: Node N003 : 0.9D 0.05 Lad Combination Mu +Z Cantilever Set Node N003 : 1.4D Set Node N003 : 1.2D + 0.5Wpz Set: Node N003 : 1.2D + 1.0Wpz Set: Node N003 : 1.2D Set: Node N003 : 0.9D + 1.0Wpz Set: Node N003 : 0.9D QuickFooting 5.0 (lesweb.com) Factored Mgfpiantit• • • (livid• • 0 • .3.22• • • • -6.46• • 0 -6.43 0 • ••p, i-Zr antilelrer 1n'k)1.72 •: a) • • • • r !. • : • (k): • 000 1.48 • • • • • • • 1.4 727 0 0 0 1.5 1.45 0 0 0 1.47 1.47 0 0 0 1.14 •••147 • • • 0••• • 0 0 1.1 • 1s1 • • • 0 • • a 0 Z:\ACE 2016\CentAuirate9se a:Fenae\]oEin Q...41-5-15.ftg Factored Factored • MVnenti • • Sheba • • OA). • • • (k) •• • o• • • • -0 • • • • ••• • • • •0• • • -0 •• 4 • • ••-0 0 -0 0 -0 0 -0 Factored Shar•Z (k) 0 -0.11 -0.21 0 -0.21 0 • eve • • • yg• • Vu +X Caltilevar •X Cantilever• +Z Cantilever • •• •• • • • •• •• ••• • • • 000 • • Factored Factored Overburden Footing Weight (Pct) (k) O 1.18 O 1.01 O 1.01 0 1.01 0 0.76 O 0.76 Vu Vu Z Cantilever Punching �o k) 0 0 0 0 0 Page 1 of 11 1.18 1.01 1.01 1.01 1.08 19.17 0.78 0.89 19.17 0.76 0.81 19.17 Saturday 11/05/16 3:04 PM Mu +X Cantilever (Irk) 1.72 1.47 1.45 1.47 1.08 1.1 vu Punching (psi) 1.26 1.12 1.16 Mu •X Cantilever (imk) 1.72 1.48 1.49 1.47 1.13 1.1 Reqd dowel dev (footing) On) 19.17 19.17 19.17 George Akouri JOHN GYNELL 560 NE 95th Street MIAMI SHORES AKOURI CONSULTING ENGINEERS II Design square footing for a wood fence Stability Check Results Summary Load Combination Factored Factored Factored Factored Factored Factored Factored Max Applied Allowable Axial Moment•X Moment -Z Shear -X Shear -Z Overburden Footing Weight Bearing Bearing (k) (In.k) (in -k) (k) (k) (pct) (k) (pct) (pat) Set: Node N003 : 1.0D + 0.6Wpz 0.06 -3.86 0 -0 -0.13 0 0.84 409.1 2000 Set: Node N003 : 1.0D + 0.45Wpz 0.06 -2.89 0 -0 -0.09 0 0.84 404.9 2000 Set: Node N003 : 1.0D 0.06 0 0 -0 0 0 0.84 400.8 2000 Set: Node N003 : 0.6D + 0.6Wpz 0.03 -3.86 0 -0 -0.13 0 0.51 250 2000 Set: Node N003 : 0.80 0.03 0 0 -0 0 0 0.51 240.5 2000 Load Combination Actual F.S. Actual F.S. Required F.S. Actual F.S. Actual F.S. Required F.S. Actual F.S. Required F.S. Overtuming-X Overtumlng-Z Overturning Sliding -X Sliding -Z Sliding Uplift Uplift Set: Node N003 : 1.0D + 0.6Wpz Set: Node N003 : 1.00 + 0.45Wpz Set: Node N003 : 1.0D Set Node N003 : 0.6D + 0.6Wpz Set: Node N003 : 0.6D 102.472 136.629 1.#10 61.483 1.#10 90.175 1.500 90.175 1.500 90.175 1.500 90.175 1.500 90.175 1.500 •• ••• • • • • • •s • • • • • • • • • •• ••• •• • • • •• 120.233 2.863 1.500 1.#10 1.500 120.233 3.817 1.500 1.#10 1.500 120.233 1.#10 1.500 1.#10 1.500 120.233 1.718 1.500 1.#10 1.500 120.233 1.#10 1.500 1.#10 1.500 • ••• • ••• ••• •i• • • • • • • • • • 0 • • • • •• • • • • • • • • •• • •J •• •• •• • ••• • • • ••• • • • • ••• • i • • • • • • • QuickFooting 5.0 (iesweb.com) Z:\ACE 2016\(3lientRinteese*ti •4 Fence\] •• n 6..• 11-5-15.ftg Page 2 of 11 Saturday 11/05/16 3:04 PM ••• • • • ••• • • George Akouri JOHN GYNELL 560 NE 95th Street MIAMI SHORES AKOURI CONSULTING ENGINEERS II Design square footing for a wood fence Capacity Calcs Footing X -Direction Capacity Y Z • 1.5 ft General Section Calcs (ACI 318-11 10.2.7) = As fy _ (1.32 in2) (60000 psi) = 1.73 in a 0.85 Pc bW 0.85 (3000 psi) (18 in) 131 = 0.850 (F'c 5 4000 psi) x=a/p1 = (1.73 in)/(0.850) = 2.03 in Capacity Calcs LACI 318-11 7.12.2.1, 8.5.1. 10.2. 10.3. 10.5.4. 11.2.1.1 = 1.0 (normal weight concrete) OMn = As fy (d - a 12) = (0.90) (1.32 int) (60000 psi) [(26.63 in) - (1.73 in) / 2] = 1836 in.k /We _ • 2 R VFF c bw d = (0.750) 2 (1.0) V3000 psi (18 in) (26.63 in) = 39.37 k 00 Asmin = 0.0018 600 Y Ag = 0.0018 (60000 psi) (3.75 ft2) = 0.97 in2 Et= 0.003 (-x- 1) = 0.003 [(26'63 0in)) -1] = 0.0363 Development (ACI 318-11 12.2) wt = 1.0 we = 1.0 ws = 0.80 5 = 1.0 (12 inches or less cast below - 3.00 inches) (bar not epoxy coated) (bars are #6 or smaller) (normal weight concrete) 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) K . = 0.0 (no transverse reinforcement) cb+Ktr_ (1.88 in) +(0.0)= 2.50 db (0.75 in) Id = 3..__ �_ wt we wal db _ 3. (60000 psi) (1.0) (1.0) (0.80)1 (40 x v r 2.5 J 40 (1.0) 3000 psi 2.5 (0.75 in) = 19.72 in •• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• • ••• • ••• ••• ••• • • • • • • • • • • • • • • •• • • • • • • • • •• • •• •• •• •• • ••• • • • ••• • • • • ••• • • • • • • • • • • QuickFooting 5.0 (iesweb.com) Z:\ACE 2016\Client\QuinttsserLal.FeaceTogn G:\11---i.5.ft Page 3 of 11 Saturday 11/05/16 3:04 PM • •• •• • • • •• •• ••• • • • ••• • • George Akouri JOHN GYNELL 560 NE 95th Street MIAMI SHORES AKOURI CONSULTING ENGINEERS II Design square footing for a wood fence Capacity Calcs (continued) Footing Z -Direction Capacity 1.5ft 0 General Section Cellos (ACI 318-11 10.2.7) _ As fy __ (1.32 int) (80000 psi) a 0.85 F'e b,,, 0.85 (3000 psi) (18 in) - 1.73 in p1 = 0.850 (F'b54000psi) x=a/p1 = (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 ) x = 1.0 (normal weight concrete) 0Mn = As fy (d - a / 2) = (0.90) (1.32 int) (60000 psi) [(25.88 in) - (1.73 in) / 2] = 1783 ink 4V0 = 4 2 a. li c bW d = (0.750) 2 (1.0), 3000 psi (18 in) (25.88 in) = 38.27 k 60000 Asmin = 0.0018 80000 A= 0.0018 (60000 psi) (3.75 ft2) = 0.97 in2 Et = 0.003 lz -1, = 0.003 [(25.88 in)) - 11 = 0.0352 Development (ACI 318-11 12.2) wt = 1.0 (12 inches or less cast below - 3.00 inches) We = 1.0 (bar not epoxy coated) ws = 0.80 (bars are #8 or smaller) x = 1.0 (normal weight concrete) s/2 = (3.75 in)/2 = 1.881n 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) cb+Kb- = (1.88 in) +(0.0)= 2.50 db (0.75 in) Id = r 3. fy wt we wsl db = [ 3. (80000 psi) (1.0) (1.0) (0.80)1 (0.75 in) = 19.72 in 40 � 2.5 J L40 (1.0) V3000 psi 2.5 J • • • • • • • • • •• ••• • • • • • •• •• ••• •• • • • •• • ••• • ••• ••• ••• • • • • • • • • • • • • • • •• • • • • • • • • •• • •• •• •• •• • ••• • • • ••• • • • • ••• • • • • • • • • • • QulckFooting 5.0 (iesweb.com) Z:\ACE 2016\ClIent\QuIntesse$tia6F4ceMin Page 4 of 11 Saturday 11/05/16 3:04 PM • •• •• • • • •• •• ••• • • • ••• • • George Akouri JOHN GYNELL 560 NE 95th Street MIAMI SHORES AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Capacity Calcs (continued) m Footing Punching Shear Capacity Punching Shear (ACI 318-11 11.11.1.2. 11.11.2.1 ) bo = 36 in (perimeter of critical section) p = 1.0 (column width ratio) ag = 20.0 (comer column) a, = 1.0 (normal weight concrete) (a) Vc = (2 + p) X IlFc b0 d = [2 + (14.0)1 (1.0) \13000 psi (36 in) (26.25 in) = 310.6 k [' 18 in (b) Ve _(b + 2) a. Nr c bo d = [(20.0) 36 in) 5 in) + 21 (1.0) +3000 psi (36 in) (26.25 in) = 858.3 k (c) V0 = 4 a. Yr c bo d = 4 (1.0) 3000 psi (36 in) (26.25 in) = 207 k �Vn = Vc = (0.750) (207 k) = 155.3 k �vn =4)V„ / (bo d) = (155.3 k) / [(36 in) (26.25 in)] = 164.3 psi LX 1.5 ft Values needed for check ( ACI 318-11 11.11.7.1. R11.11.7.1. egn 13-1. R11.11.7.2 Yvx=1- 1 3. bx - 1- 1 = 0.40 2 (18 in) 1+3. (18 in) 1 yvz - 1 - 2 - 1 2 1 - (18 in) - 0.40 1 + 3.11bz 1 + 3.11(18 in) Jx = 53278 in ^ 4 (calculated from ACI R11.11.7.2) JZ = 53278 in A 4 (calculated from ACI R11.11.7.2) • • • • • • • • • •• ••• •• • • • •• •• ••• • • • • • •• • ••• • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • ••• •• •• •• ••• ••• • • • ••• • • • • ••• • • • • • • • • • • QuickFoottng 5.0 (lesweb.com) Z:WCE 2016\Client\QuIntessettiaLFepcet,?bgn G'..\11 .f Page 5 of 11 Saturday 11/05/16 3:04 PM • •• •• • • • •• •• ••• • • • ••• • • George Akouri JOHN GYNELL 560 NE 95th Street MIAMI SHORES AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Strength Checks [Load Set: Node N003 Combination: 1.4D] Factored Loads Axial Force 0.08 k Moment X Oink Moment Z Oink Shear X -0 k Shear Z 0 k Overburden 0 psf Footing Weight 1.18 k Pedestal Weight 0 k Footing Flexure Resultant location (k,Z) = (-0.01 ft, -0 ft) 561.1 psf 561.1 psf 1 • x Resultant =1 L 561.1 psf I 561.1 psf Max pressure (factored) = 561.1 psf (Includes effects of overburden and footing weight Reinforcement Limits Min Steel Check (ACI 318-11 Ch 10.5.4, 7.12.2.1) A8 = 1.32 int Z Asrnin = 0.97 int ✓ Min Steel Check (ACI 318.11 Ch 10.5.4. 7.12.2.1) �{��As = 1.32 inz 2 Amin = 0.97 int (/✓ 26 k 1VIino) strain Check (ACI 318-11 Ch 10.3.5) et = 0.0363 z etrnin = 0.0040 ✓ Min Strain Check (ACI 318-11 Ch 10.3.5) et = 0.0352 z etrnin = 0.0040 ✓ Z -Flexure (+X side) M,2 = R,2 d72 = (491 Ib) (3.5 in) = 1.72 ink (I)Mn = 1836 in* z Mu = 1.72 in•k ✓ 2 -Flexure (-X side) Mzt = Rzi dzi = (491 Ib) (3.5 in) = 1.72 ink bMn = 1836 in.k z Mu = 1.72 ink ✓ j Z X -Flexure (+Z side) X Mxi = R51 dx1 = (491 Ib) (3.5 in) = 1.72 ink 4Mn = 1783 ink z Mu = 1.72 ink ✓ X -Flexure (-Z side) M,Q = R,Q dx2 = (491 Ib) (3.5 in) = 1.72 in•k 448/In = 1783 in•k Z Mu = 1.72 in•k ✓ ••• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• • ••• • ••• ••• ••• • • • • 5 • • • • • • • • • •• • • • • • • • • •• • •• •• •• •• • ••• • • • ••• • • • • ••V • • • • • • • • • • QuickFooting 5.0 (iesweb.com) Z:\ACE 2016\Client\Quintrsseada1Fe••rc= o n Ga.\11t-,5.f� Page 6 of 11 Saturday 11/05/16 3:04 PM • •• • • • •• •• ••• • • • ••• • • GeorgeAkoud JOHN GYNELL 560 NE 95th Street MIAMI SHORES AKOURI CONSULTING ENGINEERS Ir Design square footing for a wood fence Strength Checks [Load Set: Node N003 Combination: 1.4D] (continued) Footing Shear Shear j+X aide) Vxg=Rx4 = (0 lb) = Ok �Vn=39.37k z Vu=Ok ✓ Shear ()( side) VX1 = RX3 = (0 Ib) = 0 k (I)Vn = 39.37 k z Vu = 0 k ✓ 2 Shear (+Z side) X Vz2 = Rz4 = (0 Ib) = 0 k 4)Vn=38.27k z Vu=0k ✓ Shear (-Z side) Vzi = Rz3 = (0 lb) = 0 k (I)Vn = 38.27 k Z Vu = O k ✓ Footing Punching Shear Panchln9 Shear Cheek (ACI 318-11 Ch 11.12.1.2, 11.11.2.1. R11.11.7.21 Ppunching = Ptotel + Wp - Pperimeter = (0.08 k) + (0 k) - (1.26 k) _ -1.18 k = o'd+y`1XMXXe'+y`.Muzex Vu = (1.18 k) +(0.40) (0 in•k) (9 in) +(0.40) (0.15 in•k) (9 in) (36 in) (26.25 in) (53278 in ^ 4) (53278 in ^ 4) = 1.26 psi on = 164.3 psi z vu = 1.26 psi ✓ •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • •• • •• •• •• •• • ••• • • • ••• • • • • ••• • • • • • • • • • • QuickFootlng 5.0 (iesweb.com) Z:\ACE 2016\Client\Quint*ssedial je$ceD3fyi G. \11--1b.4 Page 7 of 11 Saturday 11/05/16 3:04 PM • •• •• • • • •• •• 0•• • • • ••• • • George Akouri JOHN GYNELL 560 NE 95th Street MIAMI SHORES AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Stability Checks [Load Set: Node N003 Combination: 1.0D + 0.6Wpz] Forces Factored Loads Axial Force 0.06 k Moment X -3.86 ink Moment Z O ink ShearX -Ok Shear Z -0.13 k Overburden 0 psf Footing Weight 0.84 k Pedestal Weight 0 k Resultant location (X,Z) = (-0.01 ft, 0.01 ft) 409.1 psf 400.2 psf Resultant = 0.9 k 401.3 psf 392.5 psf Max pressure = 409.1 psf (Gross: Includes effects of footing weight and overburden) Bearing Pressure gallow = 2000 psf Z %Toss = 409.1 psf ✓ Overturning Overturning Wf = 0.84 k (weight of footing) Wp = 0 k (weight of pedestal) Fob = overburden (Attg - Aped) = (0 psf) [(2.25 ft2) - (0.11 ft2)] = 0 k OTMx = Mx - Vz (ti + Hp) = (- 3.86 in•k) - (- 0.13 k) [(30 in) + (O in)] _ - 0.08 ink RMx = (P + Wp) dZ + (Wf + Fob) bZ / 2 = [(0.06 k) + (O k)] (0.75 ft) + [(0.84 k) + (O k)] (1.5 ft) / 2 = 8.12 in•k FSO.12 TX = OTMx ( (80.06 nkk) = 102.4716 FSOTx = 102.4716 z FSoiregd = 1.50 ✓ 10.75ft-A-0.75ft► OTMZ=MZ+Vx(tt+Hp) = (0in•k)+(-0k)[(30in) +(0in)] =-0.09in•k RMZ=(P+Wp)dx+(Wf+Fob) bx/2 =[(0.06k)+(0k)](0.75ft) +[(0.84k)+(0k)](1.5ft) /2 = 8.12in•k FSOn = OTMZ ((8.12 0.09 in k) - 90.1750 FSOTZ = 90.1750 z FSOTrogd = 1.50 ✓ • • • • • • • • • • • • • • • • • • • • • •• ••• •• • • • •• • ••• • ••• ••• ••• • • • • • • • • • • • • • • •• • • • • • • • • •• • •• •• •• •• • ••• • • • ••• • • • • ••• • • • • • • • • QuickFooting 5.0 (Iesweb.com) Z:\ACE 2016\Ghent\Quint$ssen taIs e$ce:13bn G.;\11-,�-i5.fI Page 8 of 11 Saturday 11/05/16 3:04 PM • •• •• • • • •• •• •0• • • • ••• • • George Akouri JOHN GYNELL 560 NE 95th Street MIAMI SHORES AKOURI CONSULTING ENGINEERS It Design square footing for a wood fence Stability Checks [Load Set: Node N003 Sliding Combination: 1.0D + 0.6Wpz] (continued) z Sliding Wf = 0.84 k (weight of footing) Wp = 0 k (weight of pedestal) Fob = Qoverburden (Aftg - Aped) = (0 psf) [(2.25 ft2) - (0.11 ft2)] = 0 k Ffoot = Cf (Wf + We + Fob + P) = (0.40) [(0.84 k) + (0 k) + (0 k) + (0.06 k)] = 0.36 k Fool, = o Aftg = (0 psf) (2.25 ft2) = 0 k Fpassivex = 0 k FpassiveZ = 0 k Fresistx = Ffia + Fcoh + FpassivaX + Faddl = FresistZ = Ffict + Fcoh + FpassiveZ + Faddl = FslidingX = 0 k (applied VX) Freaistx _ (0.36 k) FSslldingX = FslidingX (- 0 k) = 120.2333 FSslIdingX = 120.2333 2 FSslidingRegd = 1.50 ✓ Fsiidingz = - 0.13 k (applied VZ) Fresis 7 (0.36 k) FSslidingZ = FslidingZ (- 0.13 k) — 22'8627 FSsidingz = 2.8627 2 FSslidingRegd = 1.50 ✓ (0.36 k) + (O k) + (O k) + (O k) = 0.36 k (0.36 k)+(0 k)+(0 k)+(0 k) = 0.36 k Uplift Y Uplift P = 0.06 k F.S. against uplift is infinite (axial force is in compression) •• ••• • • • • • •• • • • • • • • . •• ••• •• • • • •• • ••• • ••• ••• ••• • • • • • • • • • • • • • • •• • • • • • • • • •• • •• •• •• •• • ••• • • • ••• • • • • ••• • • • • • • • • • • QuickFooting 5.0 (iesweb.com) Z:\ACE 2016\Client\QuintLssentlaleFer$cey31yt G.;\11 -5-1S.4 Page 9 of 11 Saturday 11/05/16 3:04 PM • •• •• • • • •• •• ••• • • • ••• • is George Akouri JOHN GYNELL 560 NE 95th Street MIAMI SHORES AKOURI CONSULTING ENGINEERS If Design square footing for a wood fence Stability Checks [Load Set: Node N003 Combination: 0.6D + 0.6Wpz] Forces Factored Loads Axial Force 0.03 k Moment X -3.86 in k Moment Z O ink Shear X -0 k Shear Z -0.13 k Overburden 0 psf Footing Weight 0.51 k Pedestal Weight 0 k Resultant location (X,Z) = (-0.01 ft, 0.01 ft) 250 psf 242.3 psf esultant = 0.54 k 238.7 psf 230.9 psf Max pressure = 250 psf (Gross: Includes effects of footing weight and overburden) Bearing Pressure gellow = 2000 psf z qgross = 250 psf Overturning J Overturning Wf = 0.51 k (weight of footing) Wp = 0 k (weight of pedestal) Fob = goverburden (Aftg - Aped) _ (0 psf) [(2.25 ft2) - (0.11 ft2)] = 0 k OTMx = Mx - VZ (tf + Hp) _ (- 3.86 in•() - ( - 0.13 k) [(30 in) + (0 in)] = - 0.08 in•k RMx = (P + Wp) dZ + (Wf + Fob) by / 2 = [(0.03 k) + (0 k)] (0.75 ft) + [(0.51 k) + (O k)] (1.5 ft) / 2 = 4.87 Ink (4.87 FSorx = OTMX = (- 0.08fin•k) = 61.4830 FSOTx = 61.4830 z FSoTreqd = 1.50 40.75 ft .75 ft -I OTMZ = MZ + Vx (tf + Hp) = (0 in•k) + ( - 0 k) [(30 in) + (0 in)] _ - 0.05 ink RMZ=(P+Wp)dx+(Wf+Fob)bx/2 = [(0.03k)+(0k)](0.75ft) +[(0.51 k)+(Ok)](1.5ft) /2 = 4.87 in* RM, (4.87 in•k) FSOTZ = OTMZ (- 0.05 in k) = 90.1750 FSorz = 90.1750 z FSOTregd = 1.50 00 000 • • • • • •• • • • • • • • • • • 0 0•0 •• • • • 10 • 000 • 940• ••• 41.41 • • • • • • • • 0 • • • • • •• • • • • • • 0 • 00 • •0 10 •• •• • •00 • • • 00• • • • . •00 • • i Y • • • • • • QuickFooting 5.0 (iesweb.com) Z:\ACE 2016\Client\Quinteesenlal Een�e\=ph$ G..I11 $r 1$ftgi • •• •• • • • •• a• 800 0 • • 4100 of • Page 10 of 11 Saturday 11/05/16 3:04 PM George Akouri JOHN GYNELL 560 NE 95th Street MIAMI SHORES AKOURI CONSULTING ENGINEERS II Design square fooling 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 = goverburden (Aftg - Aped) _ (0 psf) [(2.25 ft2) - (0.11 ft2)] = 0 k Ffrict = Cf (Wf + Wp + Fob +13) = (0.40) [(0.51 k) + (0 k) + (0 k) + (0.03 k)] = 0.22 k Foote = c Aftg = (0 psf) (2.25 ft2) = 0 k Fpassivex = 0 k Fpassivez = 0 k Fresistx = Ftrlct + Fcoh + Fpassivex + Faddl = (0.22 k) + (0 k) + (0 k) + (0 k) = 0.22 k Fres stZ = Ffrict + Fcoh + Fpassivez + Faddl = (0.22 k) + (0 k) + (0 k) + (0 k) = 0.22 k Z Fslidingx = 0 k (applied VX) X FSslidingx = Frealstx (0.22 k) = 120.2333 Fsudmgx (- 0 k) FSslidingx = 120.2333 z FSiidingRegd = 1.50 ✓ FslidingZ = - 0.13 k (applied VZ) FSslidingz = Froest7(0.22 k) = 1.7176 FslidingZ (- 0.13 k) FSblidingz = 1.7176 z FSslldingRegd = 1.50 ✓ Uplift Y Witt P = 0.03 k F.S. against uplift is infinite (axial force is in compression) •• ••• • • • • • •• • • • • • • • • • •• •7• •• • • • •• • ••• • ••• ••• ••• • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • i • • •• • ••• • • • ••• • C • 6 ••• • • 1 • • • e • • • QulckFooting 5.0 (iesweb.com) Z:\ACE 2016\Client\QL:Intessential FeacecJohn.G...\i11,.5-11O.ftg • •• •• • • •• •• ••!• • • • ••• • • Page 11 of 11 Saturday 11/05/16 3:04 PM