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MC-17-191 C 1 mc -� - Oil �1 r �s r "T �sa!OR Miami Shores Village Permit,yp�3 10050 N.E.2nd Avenue NE Work�SS117x�itpril�ter�Iton Miami Shores,FL 33138-0000 Phone: (305)795-2204 , A0rr�t St � I PP110VED Issue oiti:31 2017,,,, Expiration: 09/02/2017 Project Address Parcel Number Applicant 11300 NE 2 Avenue Number: Fine Arts Quad 1121360000050-06 BARRY UNIVERSITY INC Miami Shores, FL 33138-0000 Block: Lot: Owner Information Address Phone Cell BARRY UNIVERSITY INC 11300 NE 2 Avenue MIAMI SHORES FL 33161-6628 11300 NE 2 Avenue MIAMI SHORES FL 33161-6628 Contractor(s) Phone Cell Phone Valuation: $ 144,592.00 SMART AIR SYSTEMS INC (954)968-1288 Total Sq Feet: 0 Tons: Available Inspections: Additional Info:REPLACEMENT OF COOLING TOWER Inspection Type: Classification:Commercial Ventilation Approved:In Review Final Comments: Date Approved::In Review Rough Date Denied: Type of Work:REPLACEMENT OF COOLING TOWE Rough Duct Scanning:6 Duct Detector Test Review Building Review Structural Review Electrical Review Electrical Review Mechanical Fees Due Amount Pay Date Pay Type Amt Paid Amt Due CCF $87.00 DBPR Fee Invoice# MC-1-17-62713 $65.07 03/06/2017 Check#:31031 $4,747.90 $50.00 DCA Fee $65.07 Education Surcharge $29.00 01/25/2017 Check#:30808 $50.00 $0.00 Permit Fee $4,337.76 Revision Fee $80.00 Scanning Fee $18.00 Technology Fee $116.00 Total: $4,797.90 eF In considgra'ion of suance to me s 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 and zoning. Futhermore,I authorize the above-named contractor to do the work stated. March 06, 2017 Authorized Signature:Owner / Applicant / Contractor / Agent ate Building Department Copy March 06,2017 1 �1- Z •� � of t MC - (4-:4 . t SS I rQ bcj IGS +r�C� JSub . �J Miami Shores Village -F - °��� • �`� Building Department artment .IAN � 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 ' Tel:(305)795-2204 Fax:(305)756-8972 - __ INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20/L+ BUILDING Master Permit No.1�1_` C PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF E] CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS 10B ADDRESS: g ,3 (0 Air, 2 , - t-- 0 N 5 A KTS — C U G !r0 wf?fl City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: pp�yyFFE: OWNER:Name(Fee Simple Titleholder): , -ly Uhli8xlry Phone#: 36S Address: Qt-ew NIF U be City: 14 d AlAt qCN 04KS State: Zip: Tenant/Lessee Name: Phone#: Email: n CONTRACTOR:Company Name: SMNR-T AIR �yS°`��1�1 S 9 N C• Phone#: qSy•qbs -1288 Address: N 1 X31 B19 A l�fS Iq 0A City: )144,4 -A-r State: TL. Zip: 33063 Qualifier Name: STEVEN C>r'/RRN F 14 Phone#: -?zoo-12 rr91 State Certification or Registration#: OJ7 a DS is T ', Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ _) 14L4.5 92 • ®® Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: RI-Pt-RCF,44c*T ®F �'6� mmr e Specify color of color thru tile: Submittal Fee$ Permit Fee$ ?� CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ 1 �� (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS, HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. 6 Signature Signature i5; OWNER or AGENT CON CTOR The f` r'egoIng instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of �9 ��I�IY 20 t7 by �4TM day of u 20 13 by si st( Q&AiMUAL who is personales known to STt-Vlal CNA&Ne4 .who is personally known to me or who has produced as me or who has produced MIA as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Si n• C� , Print: Print• LLGsi4 p N@Mri Puft SUft Florida Seal: ;� y J Y80 Seal: �TV WMW My COMM FF 168481 % ��;. FIELICIA J MALLIA AA A PNA O 0% lyMY COMMISSION#FF162939 •, ' a AX'R4p7��-0 l Florldallota Service.com APPROVED BY lio, n Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Y Barry University Purchase Order Purchase Order Number PO-0000006034 11300 NE 2nd Ave Miami Shores,FL 33161 1?orchsee`Or 10/10/2016 Net 30 Z_ OA, EFT BA`er Monica Soto PhcneNu `ber,' +1 305 899-4914 Ema#I msoto@barry.edu Page 1 of 2 Supptiera Ship_To* SMART AIR SYSTEMS Barry University,Inc. 1731 Banks Road Iris Tardif Margate,FL 33063 11300 NE 2nd Ave United States of America Miami Shores,FL 33161 +1 (305)899-4914 Coiitrmerts BU!To:- Broad Auditorium Cooling Tower replacement Barry University,Inc. WO#63228 Accounts Payable E-mail:apinvoices@barry.edu 11300 NE 2nd Ave Miami Shores,FL 33161 Curren ; Total Lines Amount ...Tota[TairMi'oeliat , Tdtai Pp Amount USD 144,592.00 0.00 144,592.00 -Servloe Unea tine►Jumtiee Item Mems k`` 1escrl Uon?` Start Date End Date G5il$.bate.. ' AtagGng 1 Broad Auditorium Cooling 09/19/2016 12/31/2016 144,592.00 tower replacement This purchase order Is subject to the Terms and Conditions attached. All invoices must include a purchase order number or supplier contract number. •• ••• • • • • • •• • ••• • ••• ••• • • • • •• • • • • • • •• • • • •• • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • September 8,2016 Eugene E. Wojtynek Barry University SYSUAllse//C . Attn;Facilities Management Service/Installation/Maintenance 11300 NE 2nd Ave. Miami Shores, FL 33161 Work to be performed on Barry University Fine Arts -®- RE; Cooling tower replacement project = Dear Gene, -- Smart Air Systems, Inc. is pleased to provide you with this proposal to supply all labor and material for the above mentioned location. We are in receipt of the Scope of Work received on 8/4/16. — Total cost to perform this work is:..........................................................$144,592.00 This proposal includes the followine: — • Lock out/Tag out cooling tower and pumps. - • Remove the existing cooling tower and transfer to storage area. This storage area must be on the = main campus and within a 50' of crane. • Removal of the existing PVC condenser water piping from the exterior wall to existing cooling — tower. — • Furnish and install a new concrete foundation per engineer's recommendation. • Furnish and install a new Galvanized steel stand. —_ • Set new cooling tower(provided by others)on new structural steel support. Assemble new cooling towers including platform,fan covers,and ladder installation. • Furnish and install new sch. 80 PVC condenser water pipe from exterior wall to new cooling — tower on new steel stands and support as required. _ • Furnish and install necessary Type "L" copper piping for the water makeup and support as required. —_ • Furnish and install new basin drain lines with sch. 40 PVC. — • Furnish and install(4)new isolation valves, gauges and thermometers. — • Furnish and install a new bypass line w/isolation valve. _ • Furnish and install(2)new ABB VFD's with bypass. • Provide electrical services to connect the new cooling tower to the MCC located in the Fine Arts chiller plant. — • Furnish and install new Triduum/Niagara based controls. All wiring will be installed in conduit. — See attached points lisp 000 00: • •• • Start up cooling towers and contA%and:�,hj&tof tir�apChoperation. • All work to be done during regulAloi�i (NTObnday'Ffidxy 8am-5pm). --� • One year warranty for labor on craftsmanship on items performed,vfd's and controls. - • Provide signed and sealed engineire j drav ;V! for Sti 8tu&, electrical and Mechanical. — • Provide permit. We have coverf�•$4; 00 for"�e iffe&v h is 3%of the job cost. — • Furnish temporary facilities for work personnel. • : :•; ; ; ; 1731 Banks Road,Margate, FL 33063 •' '• • • • •• •• Phone(954)968-1288, FAX(954)968-5509 CAC 056916 s sysr6Atrs,INC. Service/Installation/Maintenance This proposal does not include and is based on the following: • Warranty on new cooling tower components (purchased by others) any service needed will be billed at time and material rates. • Fire alarm work • Delivery of cooling tower to offsite facility. • Construction fence because on already exists. • Delivery of new Cooling Tower. Customer will have cooling tower delivered to the jobsite location. • Any work not stated above. Sincerely, ACCEPTED BY:6EE7 AT WHED P.D AUG Af efiko Mike Meekins TITLE: Smart Air Systems, Inc. CAC056916 DATE: (Valid for 30 days due to price increases) .. ... . . . . . .. . .. . . . . ... . .. ... .. . . . .. . ... . ... ... . . . . .. . . . . . ... . ... . . . ... . . . . ... . . . . . . . . . . . . . .. .. . . . .• .. ... . . . ... . . 1/24/2017 Detail by Entity Name DIVISION OF C'i ORPORATIONi �t ifv' i,y�✓ .d 1�Irru?! t'i.,.;tl.. Department of State / Division of Corporations / Search Records / Detail By Document Number/ Detail by Entity Name Florida Not For Profit Corporation BARRY UNIVERSITY, INC. Filing Information Document Number 711458 FEI/EIN Number 59-0624364 Date Filed 09/08/1966 State FL Status ACTIVE Last Event AMENDED AND RESTATED ARTICLES Event Date Filed 03/27/2009 Event Effective Date NONE Principal Address 11300 N.E. SECOND AVENUE ROOM 105 FARRELL HALL MIAMI, FL 33161 Changed: 02/08/2012 Mailing Address 11300 N.E. SECOND AVENUE ROOM 105, FARRELL HALL MIAMI, FL 33161 Changed: 01/31/2011 Registered Agent Name&Address DUDGEON, DAVID 11300 NE SECOND AVE LAVOI E HALL#209 •• ••• • • J • • •• MIAMI, FL 33161 • ' . .. . . . . ... . •• ••• •• • • • •• Name Changed: 11/02/2016 . ... . ... or . Address Changed: 11/02/2016 .' • ••+ •• • •• • • . .• • • Officer/Director Detail •" • ••• • • • Name&Address Title S " " ' ' " • • •• •• • • • •• •• ••• • • • ••• • • http://search.sunbiz.org/Inquiry/CorporaUonSearch/SearchResultDetail?inquirytype=EnfityName&directionType=lnibal&searchNameOrder=BARRYUN IVERSI... 1/3 1/24/2017 Detail by Entity Name DUDGEON, DAVID 11300 NE SECOND AVE MIAMI, FL 33161 Title T Rosenthal, Susan 11300 N.E. SECOND AVENUE MIAMI, FL 33161 Title D Bussel,John 11300 NE SECOND AVE MIAMI, FL 33161 Title PD BEVILACQUA, SISTER LINDA 11300 NE SECOND AVE MIAMI, FL 33161 Title VP Murray, John 11300 N.E. SECOND AVENUE MIAMI, FL 33161 Annual Reports Report Year Filed Date 2015 04/23/2015 2016 04/29/2016 2016 10/18/2016 Document Images 11/02!2016—Rea.Agent Change View image in PDF format J 1012712016—Rea Agent Change — View image in PDF format 10/18/2016—AMENDED ANNUAL REPORT View image in PDF format 04/29/2016—ANNUAL REPORT View image in PDF format 04/2NZ015—ANNUAL REPORT View image in PDF format ' • • 03/31/2(}14—ANNUAL REPORT View image in Pb�jorr$at: • • • • ••• 04/01/2013—ANNUAL REPORT View imag9ijq PDtjorr:at: • •• T' wow •i • • •• 02/08/2012—ANNUAL REPORT View image in PDF format 01/31/2011—ANNUAL REPORT View image 0:,DFforma-a ��• ••• • 01/29/2010—ANNUAL REPORT View ingte inrDFfor*at��•�• • 03/27/2009—Amended and Restated Articles View"e in PDF for•isto ••J• • 000 03/19/2009—ANNUAL REPORT View image in PDF format 05/23/2Q08—ANNUAL REPORT—ANNUAL REPORT View imag•in i:)F for�ar: • -----t'---y--•—rim • • • 02/05/2007—ANNUAL REPORT View imagi in/Mita; •••s http://search.sunbiz.org/Inquiry/CorporadonSearch/SearchResultDetaiI?inquirytype=EnbtyName&direcbonType=Initial&searchNameOrder=BARRYUNIVERSI... 2t3 e , b RICK SCOTT, GOVERNOR KEN LAWSON,SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD .o �CAC056916 ! The CLASS AAIR CONDITIONING CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2018 CHARNEY, STEVEN H SMARTAIR SYSTEMS INC 1731 BANKS ROAD MARGATE FL 33063 ISSUED: 06/23/2016 DISPLAY AS REQUIRED BY LAW SEQ# L1606230000482 r , BROWARD COUNTY LOCAL BUSINESS TAX RECEIPT 115 S. Andrews Ave., Rm. A-100, Ft. Lauderdale, FL 33301-1895—954-8314000 i VALID OCTOBER 1,2016 THROUGH SEPTEMBER 30,2017 DBA: Receipt#-183-1460 Business Name:SMART AIR SYSTEMS INC 'HEATING/AIRCONDITION CONTRAC' Business Type: (AIRCONDITION CONTRACTR) Owner Name:STEVEN H CHARNEY Business Opened:0 3 0 1 19 9 9 Business Location: 1731 BANKS RD State/County/Cerweg:cACo56916 MARGATE Exemption Code: Business Phone:954-968-1288 1 i Rooms Seats Employees r.; Machines Professionals 2 ; For Vending Business only Number of Machines: Vending Type: Tax Amount Transfer Fee NSF Fee Penalty Prior Years Collection Cost Total Paid 27.00 0.00 0.00 0.00 0.00 0.00 27.00 { THIS RECEIPT MUST BE POSTED CONSPICUOUSLY IN YOUR PLACE OF BUSINESS THIS BECOMES A TAX RECEIPT This tax is levied for the privilege of doing business within Broward County and is non-regulatory in nature. You must meet all County and/or Municipality planning and zoning q p n WHEN VALIDATED g re uirements. This Business Tax Receipt must be transferred when the business is sold, business name has changed or you have moved the business location.This receipt does not indicate that the business is legal or that it is in compliance with State or local laws and regulations. Mailing Address: SMART AIR SYSTEMS INC Receipt #10B-15-00006035 ' 1731 BANKS RD Paid 07/20/2016 27.00 A MARGATE, FL 33063 r � 1 rt 2016 - 2017 DATE ',a►c R CERTIFICATE OF LIABILITY INSURANCE Fi/24/2017 D 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(les)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 NAME: Bateman Gordon and Sands PHONE(AtC No r=954-941-0900 I aC No 3050 North Federal Hwy EMAIL Lighthouse Point FL 33064 ADDRESS: INSURER(S) AFFORDING COVERAGE NAIL 8 INSURER A.Arnerisure Insurance Co. 19488 INSURED SMAAI INSURER B*AMedSUre Partners Insurance Compan __11050 Smart Air Systems, Inc. INSURER C.Amerisure Mutual Insurance Co. 23396 1731 Banks Rd. INSURER D: Margate FL 33063 INSURER E: INSURER F COVERAGES CERTIFICATE NUMBER:35105408 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 ADDIMOR TYPE OF INSURANCE I POLICY NUMBER MMOILIY EFF DDIP�p EXP LIMBS LTR YYYYI A GENERAL LIABILITY Y Y GL20805030501 1/1/2017 1/1/2018 EACH OCCURRENCE $1,000,000 DAMAGE TO RENT515- X COMMERCIAL GENERAL LIABILITY PREMISE Ea oxurrence $100,000 CLAIMS-MADE OCCUR MED EXP(Any one person) $5,000 X XCU/Contractual PERSONAL&ADV INJURY $1,000,000 X Broad Form PD GENERAL AGGREGATE $2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $2,000,000 POLICY X PRO- LOC $ B AUTOMOBILE LIABILITY Y Y CA20663790805 1/1/2017 1/1/2018 Ea accidentIMIT 1 000,000 IxANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS AUTOS NON-OWNED PROPERTY DAMAGE $ HIRED AUTOS X AUTOS Per accident C X UMBRELLA LIAB XJ OCCUR CU20663830701 1/1/2017 1/1/2018 EACH OCCURRENCE $5,000,000 EXCESS LIAS CLAIMS-MADE AGGREGATE $5,000,000 DED X RETENTION$0 $ A WORKERS COMPENSATION y WC20663840901 1/1/2017 1/1/2018 X WCSTATU- O R AND EMPLOYERS'LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE YIN N/A E.L.EACH ACCIDENT $1,000,000 OFFICERIMEMBER EXCLUDED? (Mandatory In NH) E.L.DISEASE-EA EMPLOYE $1,000,000 Ii yes,describe under E.L.DISEASE-POLICY LIMIT $1,000,000 DESCRIPTION OF OPERATIONS below DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(Attach ACORD 101,Additional Remarks Schedule,I more space Is required) DOCUMENT IS NOT COMPLETE UNLESS ACCOMPANIED BY THE ACORD 101. General Liability:Additional Insured, Ongoing and Completed Operations, Primary&Non-Contributory,as required by written contract, per CG7048 1015. Waiver of Subrogation as required by written contract, per CG7049 1109. Blanket 30 Days Notice of Cancellation other than non-payment of premium per Notice per Form IL7076 01/16. See Attached... CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Miami Shores Village Building Dept THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN 10050 NE 2nd Avenue Miami Shores ACCORDANCE WITH THE POLICY PROVISIONS. Miami FL 33138 AUTH RIZEO REPRESENTATIVE ©1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05) The ACORD name and logo are registered marks of ACORD Qi s Barry University Cooling Tower Replacement Fine Arts Building 11300 NE 2nd Ave Miami, FL STRUCTURAL ENGINEERING DESIGN CALCULATIONS January 17, 2017 PREPARED BY S & F Engineers, Inc. Consulting . Structural 2925 W. Cypress Creek Rd. Ste 200 Ft. Lauderdale FL 33065 Ph.:(954) 938-0020, Fax:(954) 938-0468 Email: sfe sfen Ineers.com Contractor Smart Air Inc. ®c®®�eeepYesaPflPee�P�rP. m„4 � r.aPt6f 1731 Banks Rd., Margate, FL 33003 mid e° m �e e ° • 6PgPPlO!(P4P l Iifl6 EYm1YiN5�® •• ••• • • • • • •• • ' ' ' ' • • • • Sivananthan Sritharan, P.E. • •• . • • ••• Florida License#51133 •. ••• •• • . • •• Firm Authorization#8852 • *:0 • ••• •:t'LI'IF•BEST OF MY KNOWLEDGE AND BELIEF, •• i • 000 •• f HEO Aflf TACHED ENGINEERING CALCULATIONS • •• • • • • :WE:TAE STRUCTURAL ELEMENTS DEPICTED IN ••• • ••• • IfHE ATTACHED DRAWINGS MEET APPLICABLE BUILDING CODES. ••• • • • • ••• • • • Nos of pages not including cover sheet: 26 . . • . . • • . . . . •• •• . . . •• •• ... . . . ... . . r, S & F Engineers, Inc. Project: e No.. y Consulting Structural Subject: aw. - Sheet No. of 2925 W Cypress Creek Road, Suite 200 Engineer: 1''_ Date: Ft. Lauderdale FL 33309 Checked B Date: Ph: (954) 938-0020, Fax: (954) 938-0468 Y' � � Kt(�"F't t•f{' I - v" a Ix tz•8s/2 g�� e. • . . 4�� was , �,4•�-.SPS � �' 3; -A- >1 •lY (c;pl 2.6.) Mrittal mcj i Z 6'3 CAPs cent 81 '76 3S Kf-ft i Py fcannC (�x tUT6r) 67 •2 k p- f't x 6.67 - 54.1 Ki P`'f'}• :.I j �•1 i 4.26(Cell' i e. .. . .�. . . .w.�... . . 2C ce'dwl .. 2 t V4.PS - D 1+6 lca rv+%Oct G '4.9 6 kis .' ... �_ :. .. ._ _.., CeX1TV4- . . . . • . . . . .. .. . . . .. .. ... . . . ... . . No.: Project: Y, S & F Engineers, Inc Sheet No.: of Consulting a Structural Subject : 2925 W Cypress Creek Road, Suite 200 Engineer: v Date: Ft. Lauderdale FL 33309 '4 Ph: (954) 938-0020, Fax: (954) 938-0468 Checked By: Date: 0 f 0 00 0 0 0 Soo • •' ••i 0 woo GeV 4 w Y• 064 066 • V: 00 00 0 0 0 Senfteq Current Date: 1/17/2017 10:48 AM Units system:English Fite name: F:\2016 Projects\16230-Barry Univ Fie Arts Cooling Tower Support\eng\16230 cooling tower frame.etz\ Load condition: DL=Dead Load Loads Concentrated-Mernbers ul[Ka] V i y Z- •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • • • • • • • • • • •• • • • • • • •• • • • •• • • 0. ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• 1' i Senfley Current Date: 1/17/2017 10:49 AM Units system:English File name: F:\2016 Projects\16230-Barry Univ Fie Arts Cooling Tower Support\eng\16230 cooling tower frame.etz\ Load condition:WLx=Wind Load-X Loads 0 Concentrated-Mernber< 4 621 Kip } �- �\ v I 7sr •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• • • • • • • • • • • • •• • • • • • • •• • • • •• • • • ••• • ••• • • • ••• 0 0 0 0 000 0 0 ` tenfley- Current Date:1/17/2017 10:50 AM Units system:English File name: F:\2016 Projects\16230-Barry Univ Fie Arts Cooling Tower Support\eng\16230 cooling tower frame.etz\ Load condition:WLz=Wind Load-Z Loads El Concentrated-Member.c s�[avt \_- '` a.4e[xrp -2.48:apl �yb \\ y Zi-' ' • •• • • • • ••• • • •d• • d•• •O• • • •• • • • •• • • • • • • • • • • • • • •• •• • • • •• a• SentLev Current Date: 1/17/2017 10:52 AM Units system:English File name:R\2016 Projects\16230-Bariy Univ Fie Arts Cooling Tower Supporfteng\l 6230 cooling tower frame.etz\ c� ........... Y !2 Z-1—z so 000 0 o 0 00 o 0•o so o: 60 so so* of 6 0 o so • OV so* so: 6:0 000 0 0 0 • 0 00 0 o :so :0 so: 0.0 :o 000 0:0 0:0 0:0 006 0:0 SentLey, Current Date:1/17/2017 10:53 AM Units system:English File name:R\2016 Pro*ects\16230-Bar!y Univ Fie Arts Cooling Tower SupportXeng\16230 cooling tower frame.etz\ V, 4, WA "q *Sl�- 44" AR R 06 Gee 0 0 0 fe 00 900 00 0 0 0 *0 0:0 000 09: 0:0 *00 0 0 00 00 0 :00 :0 0.: 006 :0 000 : :0: : 0 0:0 :0 0: 000 :0 0 Benftey� Current Date:1/17/2017 10:53 AM Units system:English File name: F:\2016 Proiects\16230-Barry Univ Fie Arts Cooling Tower Supporfteng\16230 cooling tower frame.etz\ z 0.: 000 • 0:0 .0. 00: 0:0 .00 0 :• • 00 0 : : : • 0 00 •0 :.. :0 .0: 0.0 :0 0.0 0:0 : : : : 0:0 : : 0 : V: : : :0 0: •0• 0 00 :0 :0 0: ••• 49 Senfleg Current Date: 1/17/2017 10:56 AM Units system:English File name: F:\2016 Projects\16230-Barry Univ Fie Arts Cooling Tower Support\eng\16230 doling tower frame.etz\ Steel Code Check Report: Concise Members: Hot-rolled Design code: AISC 360.2010 LRFD Member 2 Design status OK Section Information Section name: HSS_SQR 5X5X1 4 (US) Dimensions 't a 3J a = 5.000 [in] Height b = 5.000 [in] Width T = 0.233 [in] Thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [int] 4.300 Moment of Inertia(local axes) (1) [in4] 16.000 16.000 Moment of Inertia(principal axes) (I') [in4] 16.000 16.000 Bending constant for moments(principal axis) (J') [in] 0.000 0.000 Radius of gyration(local axes) (r) [in] 1.929 1.929 Radius of gyration(principal axes) (r') [in] 1.929 1.929 Saint-Venant torsion constant. (J) [in4] 25.800 Section warping constant. (Cw) [in6] 0.000 Distance from centroid to shear center(principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section(local axis) (Ssup) [in3] 6.400 6.400 Bottom elastic section modulus of the section(local axis) (Sinf) [in3] 6.400 6.400 Top elastic section modulus of the section(principal axis) (S'sup) [in3] 6.400 6.400 Bottom elastic section modulus of the section(principal axis) (S'inf) [in3] 6.400 6.400 Plastic section modulus(local axis) (Z) • [iq3]• 7.600 7.600 Plastic section modulus(principal axis) (Z') • • • • • •[in3]• • 7.600 7.600 Polar radius of gyration. (ro) • •• • • • •[iw]•• • 2.728 Area for shear (Aw) .• .•; ••: ••:[iN1: ••• 2.004 2.004 Torsional constant. (C) [in3] 10.539 Material:A500 GrB rectangular • ••• • ••. ••. • • • •• • •• • • • • • • • • • •• • • Or prigtle • • • • • • • • • • • •• •• ••• • •• •• ••• • • ••• • • I Properties Unit Value Yield stress(Fy): [Kip/int] 46.00 Tensile strength(Fu): [Kip/in2] 58.00 Elasticity Modulus(E): [Kip/in2] 29000.00 Shear modulus for steel(G): [Kip/in2] 11153.85 DESIGN CRITERIA Description Unit Value Length for tension slenderness ratio(L) Ift] 4.00 Distance between member lateral bracing points Length(Lb)[ft] Top Bottom 4.00 4.00 Laterally unbraced length Length[ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 4.00 4.00 4.00 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN If Axial tension Ratio 0.01 Capacity 178.02[Kip] Reference Eq.Sec.D2 Demand 2.43[Kip] Ctrl Eq. D7 at 9.38% Intermediate results Unit Value Reference Factored axial tension capacity(OPn) [Kip] 178.02 Eq.Sec.D2 AXIAL COMPRESSION DESIGN vd •• ••• • • • • • •' Compression in the major axis 33 •• •i : : : : i•i •• •• ••• to • • • •• Ratio 0.04 Capacity 170.76[Kip] • •w• • •••RefejWii;e • Sec.E1 Demand 6.85[Kip] : : • ••Ctrl Ed. D1 at 0.00% • • • •• •• •• • • • •• • • • • • • • ••• • ••• • • • 0 040 PINT • • • • • • • • • • A. • • • ••• • • Intermediate results Unit Value Reference Section classification Factored flexural bucklingis rength(ON33) [Kip] 170.76 Sec.E1 Compression In the minor axis 22 Ratio 0.04 Capacity 170.76[Kip] Reference Sec.E1 Demand 6.85[Kip] Ctrl Eq. D1 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural buckling strenath(ON22) [Kip] 170.76 Sec.E1 FLEXURAL DESIGN Bending about maior axis.M33 Ratio 0.08 Capacity 26.22[Kip*ft] Reference Sec.F1 Demand 1.99[Kip-ft] Ctrl Eq. D4 at 12.50% Intermediate results Unit Value Reference Section classification Factored yielding strength(OMn) [Kip*ft] 26.22 Sec.F1 Bending about minor axis.M22 Ratio 0.73 Capacity 26.22[Kip*ft] Reference Sec.F1 Demand 19.24[Kip*ft] Ctrl Eq. D5 at 0.00% Intermediate results Unit Value Reference Section classification Factored yielding strenglh(OMn) [Kip*ft] 26.22 Sec.F1 DESIGN FOR SHEAR q/ Shear In major axis 33 Ratio 0.10 Capacity 49.79[Kip] Demand 4.96[Kip] Ctrl Eq. D5 at 0.00% ....-�'.• •' • LTi .. • • ' ' ' ' ' .Unit . Value Reference Intermediate results • . .. • . Factored shear capacity(QVn) [Kip] 49.79 Shear in minor axis 22 ; ; • • • • . . •.. . : 0:6 Page3, • ... • ... . !2- Ratio 0.10 Capacity 49.79[Kip] Demand 4.77[Kip] Ctrl Eq. D4 at 0.00% Intermediate results Unit Value Reference Factored shear op-a.QLty(On) [Kip] 49.79 TORSION DESIGN Torsio Ratio 0.01 Capacity 21.82[Kip*ft] Demand 0.13[K!Vft] Ctrl Eq. D5 at 12.50% Intermediate results Unit Value Reference Factored torsion capacity(oTn) [Kip*ft] 21.82 COMBINED ACTIONS DESIGN Combined flexure and axial compression .................................................................................................................................................................................. Ratio 0.75 Ctrl Eq. D5 at 0.00% Reference Eq.1-11-1b ...........................................I...................................................................................................................................... Intermediate results Unit Value Reference Interaction of flexure and axial force 0.75 Eq.H1-1b Combined flexure and axial tension ................................................................................................................................................................................ Ratio 0.75 Ctrl Eq. D7 at 0.00% Reference Eq.1-11-1b .................................................................................................................................................................................. Intermediate results Unit Value Reference Combined flexure and axial compression about local axis .................................................................................................................................................................................. Ratio N/A Ctrl Eq. Reference .................................................................................................................................................................................. Combined flexure and axial tension about local axis ............................................................... ...... ...... ............................................................ Ratio N/A Ctrl Eq. : "rence ......................................................................•.. ......9..... ............................................................. Fagej Combined torsion,flexure,shear and axial compression .................................................................................................................................................................................. Ratio N/A Ctrl Eq. - Reference .................................................................................................................................................................................. Combined torsion,flexure,shear and axial tension .................................................................................................................................................................................. Ratio N/A Ctrl Eq. - Reference .................................................................................................................................................................................. Member 13 Design status OK Section information Section name: W 10X26 (US) Dimensions - E: t` T d i .. 6 tm � �.. bi bf = 5.770 [in] Width d = 10.300 [in] Depth k = 0.740 [in] Distance k k1 = 0.688 [in] Distance k1 tf = 0.440 [in] Flange thickness tw = 0.260 [in] Web thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 7.610 Moment of Inertia(local axes) (1) [in4] 144.000 14.100 Moment of Inertia(principal axes) (I') [in4] 144.000 14.100 Bending constant for moments(principal axis) (J') [in] 0.000 0.000 Radius of gyration(local axes) (r) [in] 4.350 1.361 Radius of gyration(principal axes) (r) [in] 4.350 1.361 Saint-Venant torsion constant. (J) [in4] 0.402 Section warping constant. (Cw) [in6] 345.000 Distance from centroid to shear center(principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section(local axis) (Ssup) [in3] 27.900 4.890 Bottom elastic section modulus of the section(local axis) (Sinf) [in3] 27.900 4.890 Top elastic section modulus of the section(principal axis) (S'sup) [in3] 27.900 4.890 Bottom elastic section modulus of the section(principal axis) (S'inf) [in3] 27.900 4.890 Plastic section modulus(local axis) (Z) [in3] 31.300 7.500 Plastic section modulus(principal axis) (Z') •• •.• • • • . 4%3] 31.300 7.500 • Polar radius of gyration. (ro) • ; '�; ; :[in] 4.558 Area for shear (Aw) �, '; ; • [in2] 5.080 2.680 Torsional constant. (C) " ••° •• • • • •[in3] 0.876 Material:A36 • ••• • ••• ••• • *00 • • • • • •• • • • •• • • ... . . . . ... ?ages Intermediate results Unit Value Reference Section classification Factored flexural buckling strenath(OPn33) [Kip] 242.02 Sec.E1 Compression In the minor axis 22 Ratio 0.03 Capacity 203.89[Kip] Reference Sec.E1 Demand 5.40[Kip] Ctrl Eq. D4 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural buckling strenoth(OPn22) [Kip] 203.89 Sec.E1 Factored torsional or flexural-torsional buckling strength(OPW 1) [Kip] 218.06 Sec.E4 FLEXURAL DESIGN IV Bending about major axis.M33 Ratio 0.01 Capacity 84.51 [Kip*ft] Reference Sec.F1 Demand 1.12[Kip*ft] Ctrl Eq. D4 at 93.75% Intermediate results Unit Value Reference Section classification Factored yielding strenglh(OMn) [Kip*ft] 84.51 Sec.F1 Factored lateral-torsional buckling strength(OMn) [Kip*ft] 84.51 Sec.F1 Bending about minor axis.M22 Ratio 0.04 Capacity 20.25[Kip-ft] Reference Sec.F1 Demand -0.88[Kip*ft] Ctrl Eq. D5 at 93.75% Intermediate results Unit Value Reference Section classification Factored yielding_strenath(QMn) [Kip*ft] 20.25 Sec.F1 DESIGN FOR SHEAR d Shear In major axis 33 Ratio 0.03 Capacity 98.76[Kip] •• •.• • • • • • o Demand 2.53[Kipt • • . • • • . ,CtM Eq. D5 at 0.00/o got Intermediate results dnit Value Reference Factored shear capacity(On) : ' ••• •••[Kipp] 98.76 sea so*• •• • • • •• • • ... . . ... P,age7, . . • . . . . . . . Properties Unit Value Yield stress(Fy): [Kip/int] 36.00 Tensile strength(Fu): [Kip/in2] 58.00 Elasticity Modulus(E): [Kip/in2] 29000.00 Shear modulus for steel(G): [Kip/in2] 11507.94 DESIGN CRITERIA Description Unit Value Length for tension slenderness ratio(L) [ft] 6.82 Distance between member lateral bracing points Length(Lb)[ft] Top Bottom 6.82 6.82 Laterally unbraced length Length[ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 6.82 6.82 6.82 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 246.56[Kip] Reference Eq.Sec.D2 Demand 0.00[Kip] Ctrl Eq. D1 at 0.00% Intermediate results Unit Value Reference Factored axial tension capacity(QPn) [Kip] 246.56 Eq.Sec.D2 AXIAL COMPRESSION DESIGN ••V6 0 s ••• ••" Compression in the major axis 33 • 06 • • • . • � � � Ratio 0.02 Capacity 242.02[Kipl • Reference Sec.E1 Demand 5.40[Kip2 •. •�: Cyi%p. D4 at 0.00% ... . . . ... [ ageGi • • • • • • • • • • Shear In minor axis 22 Ratio 0.09 Capacity 57.89[Kip] Reference Sec.G2.1(a) Demand -5.12[Kip] Ctrl Eq. D4 at 100.00% Intermediate results Unit Value Reference Factored shear capacity*n) [Kip] 57.89 Sec.G2.1(a) COMBINED ACTIONS DESIGN Combined flexure and axial compression .................................................................................................................................................................................. Ratio 0.05 Ctrl Eq. D7 at 93.75% Reference Eq.1-11-1b .................................................................................................................................................................................. Intermediate results Unit Value Reference Interaction of flexure and axial force — 0.05 Eq.H1-1b Combined flexure and axial tension .................................................................................................................................................................................. Ratio 0.05 Ctrl Eq. D7 at 93.75% Reference Eq.H1-1b .................................................................................................................................................................................. Intermediate results Unit Value Reference Combined flexure and axial compression about local axis .................................................................................................................................................................................. Ratio N/A Ctrl Eq. — Reference .................................................................................................................................................................................. Combined flexure and axial tension about local axis .................................................................................................................................................................................. Ratio N/A Ctrl Eq. — Reference .................................................................................................................................................................................. Member 20 Design status OK section intormetion . . . .. Section name: L 3X3X1_4 (US) so� • � • � • • • • go see 66 . • . ... . . . . ..Page$ . . .. .. . . . .. .. ... . . . ... . . Dimensions a = 3.000 [in] Flange length k = 0.625 [in] Distance k t = 0.250 [in] Thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 1.440 Moment of Inertia(local axes) (1) [in4] 1.230 1.230 Moment of Inertia(principal axes) (I') [in4] 1.967 0.493 Bending constant for moments(principal axis) (J') [in] 2.023 0.000 Radius of gyration(local axes) (r) [in] 0.924 0.924 Radius of gyration(principal axes) (r) [in] 1.169 0.585 Saint-Venant torsion constant. (J) [in4] 0.031 Section warping constant. (Cw) [in6] 0.021 Distance from centroid to shear center(principal axis) (xo,yo) [in] 0.014 -1.014 Top elastic section modulus of the section(local axis) (Ssup) [in3] 0.569 0.569 Bottom elastic section modulus of the section(local axis) (Sinf) [in3] 1.471 1.471 Top elastic section modulus of the section(principal axis) (S'sup) [in3] 0.451 0.935 Bottom elastic section modulus of the section(principal axis) (S'inf) [in3] 0.451 0.935 Plastic section modulus(local axis) (Z) [in3] 1.020 1.020 Plastic section modulus(principal axis) (Z') [in3] 0.731 1.461 Polar radius of gyration. (ro) [in] 1.650 Area for shear (Aw) [in2] 0.750 0.750 Torsional constant. (C) [in3] 0.120 Material:A36 Properties Unit Value Yield stress(Fy): [Kip/in2] 36.00 Tensile strength(Fu): [Kip/in2] 58.00 Elasticity Modulus(E): [Kip/in2] 29000.00 Shear modulus for steel(G): [Kip/in2] 11507.94 DESIGN CRITERIA Description Unit Value Length for tension slenderness ratio(L) IN 7.66 Distance between member lateral bracing points Length(Lb)[ft] Top Bottom see • •• 7.66 7.66 i i ••i • • • • • • • •• ••• •• • • • •• • ••• • ••• ••• • • • • • • • • •• • • • •• • • • ••• • ••• • • • ••• 0•Page9 • . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . l� Laterally unbraced length Length[ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 7.66 7.66 7.66 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway Single angle connected through width No Planar element No Consider eccentricity No Shear load point of application Gravity center DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.01 Capacity 46.66[Kip] Reference Eq.Sec.D2 Demand 0.28[Kip] Ctrl Eq. D7 at 0.00% Intermediate results Unit Value Reference Factored axial tension capacity(QPn) [Kip] 46.66 Eq.Sec.D2 AXIAL COMPRESSION DESIGN Compression In the maior axis 33 Ratio 0.00 Capacity 0.00[Kip] Demand 0.00[Kip] Ctrl Eq. Intermediate results Unit Value Reference Section classification Compression in the minor axis 22 Ratio 0.00 Capacity 15.59[Kip] Reference Sec.E1 Demand 0.01 [Kip] Ctrl Eq. D1 at 100.00% see *00 0 06 Intermediate results ' '; ; 0 e•eUnN Value Reference •• •.• . a + ---------------—---- Section classification Factored flexural buckling strength(OPn22) . • [Kip] 15.59 Sec.E1 •so* •• . • • .. • • • . • •?age10 . • . . . • • . . . • . .. .. . . . .. .. 19 FLEXURAL DESIGN Bending about ma]or axis.M33 Ratio 0.26 Capacity 1.82[Kip*ft] Reference Sec.F1 Demand 0.48[Kip*ft] Ctrl Eq. D7 at 100.00% Intermediate results Unit Value Reference Section classification Factored yielding strenatNOW [Kip*ft] 1.83 Sec.F1 Factored lateral-torsional buckling strength(OW [Kip*ft] 1.82 Sec.F1 Factored yielding strength about a geometric axis(OW) [Kip*ft] 2.30 Sec.F1 Factored lateral-torsional buckling strength about a geometric axis(OMn) [Kip*ft] 1.78 Sec.F1 Bending about minor axis.M22 Ratio 0.24 Capacity 1.84[Kip*ft] Reference Sec.F1 Demand 0.44[Kip*ft] Ctrl Eq. D7 at 100.00% Intermediate results Unit Value Reference Section classification Factored yielding strength(QMn) [Kip*ft] 3.79 Sec.F1 Factored yielding strength about a geometric axis(OMn) [Kip*ft] 2.30 Sec.F1 Factored lateral-torsional buckling strength about a geometric axis(OMn) [Kip*ft] 1.84 Sec.F1 DESIGN FOR SHEAR +' Shear in major axis 33 Ratio 0.00 Capacity 14.58[Kip] Demand -0.06[Kip] Ctrl Eq. D5 at 100.00% Intermediate results Unit Value Reference Factored shear capacity(0Vn) [Kip] 14.58 Shear in minor axis 22 Ratio 0.01 Capacity 14.58[Kip] Demand 0.18[Kip] Ctrl Eq. D5 at 50.00% Intermediate results Unit Value Reference Factored shear capacity(OW) • • .• • • • •[ _] 14.58 COMBINED ACTIONS DESIGN + • ••r • •.• ..• • • • • +so* 0*0 • • • • •• • • • •• • • •.. • . ••Ra 11 . • • • • • • • • • • • •• •• • • • •• •• 2v Combined flexure and axial compression .................................................................................................................................................................................. Ratio 0.30 Ctrl Eq. D7 at 100.00% Reference Eq.H1-1b .................................................................................................................................................................................. Intermediate results Unit Value Reference Interaction of flexure and axial force -- 0.30 Eq.H1-1b Combined flexure and axial tension .................................................................................................................................................................................. Ratio 0.30 Ctrl Eq. D7 at 100.00% Reference Eq.1-11-1b .................................................................................................................................................................................. Intermediate results Unit Value Reference Combined flexure and axial compression about local axis .................................................................................................................................................................................. Ratio 0.37 Ctrl Eq. D7 at 100.00% Reference Eq.1-11-1b .................................................................................................................................................................................. Intermediate results Unit Value Reference Combined flexure and axial tension about local axis .................................................................................................................................................................................. Ratio 0.37 Ctrl Eq. D7 at 100.00% Reference Eq.1-11-1b .................................................................................................................................................................................. Intermediate results Unit Value Reference Combined torsion and shear stresses .................................................................................................................................................................................. Ratio 0.09 Ctrl Eq. D7 at 50.00% Reference Eq.1-13-8 .................................................................................................................................................................................. Intermediate results Unit Value Reference Available shear stress for shear yielding(OFnv) [Kiphn2] 19.44 Eq.1-13-8 • •• • • • • ••• • • see • r•• ••• • • • • • of • • • • • • •. • . •do* fee 10 0 • • • ••• • • • . •pe e12 . • . • .•. . . . . . . . . . . • •• •• • • • •• as 21 Engineers, Inc. �`,�a r �,)r ' ate.r �` ' No.: ' m Consulting . Structural Subject: �1 >�;�, Sheet No.: of 2925 W Cypress Creek Road, Suite 200 Engineer: Date: Ft. Lauderdale FL 33309 Checked B Date: Ph: (954) 938 0020, Fax: (954) 938 0468 Y' 99_xai,Fy'. 4 « PC r � r . %t 0 08 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 2Z Current Date:1/17/2017 3:12 PM Units system:English Design Results Reinforced Concrete Footings GENERAL INFORMATION: Global status OK Design Code ACI 318-2011 Footing type Spread Column type Steel Geometry i' �16 In r $;ft 1.3l.ft 23 in] .7 7.5 ft B.1 ft • . •• • •• •`� •• 4 ft • •.. G •.• •.• .0. ft • • • • • • • • . • • • • •. . • • •• • . fagel . . . . . . . . . . . •• .. . • . .. .. ... . . . ... . . Length 8.00[ft] Width 7.50[ft] Thickness 1.33[ft] Base depth 1.00[ft] Base area 60.00[ft2] Footing volume 80.00[ft3] Base plate length 12.00[n] Base plate width 12.00[in] Column length 5.00[in] Column width 5.00[in] Column location relative to footing g.c. Other Base eccentricity(eB) 0.00[in] Base eccentricity(eL) 29.00[in] Materials Concrete,f 3.00[Kip/iin2] Steel,fy 60.00[KipAn2] Concrete type Normal Epoxy coated No Concrete elasticity modulus 3122.02[Kip/in2] Steel elasticity modulus 29000.00[Kip/in2] Unit weight 0.15[Kip/ft3] §92 Modulus of subgrade reaction 200.00[Kip/ft3] Unit weight(wet) 0.11 [Kip/ft3] Footing reinforcement Free cover 3.00[in] Maximum Rho/Rho balanced ratio 0.75 Bottom reinforcement//to L(xx) 746 @ 14.00" Top reinforcement//to L(xx) 745 @ 14.00" Bottom reinforcement//to B(zz) 146 @ 0.00" (Zone 1) Bottom reinforcement//to B(zz) 746 @ 15.00" (Zone 2) Bottom reinforcement//to B(zz) 146 @ 0.00" (Zone 3) Top reinforcement//to B(zz) 746 @ 15.00" Load conditions to be Included In design Service loads: S1 _S1 S2 _S2 S3 _S3 S4 _S4 S5 _S5 Design strength loads: D1 _D1 D2 _D2 D3 D3 D4 D4 D5 _D5 D6 _D6 D7 D7 Loads •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • • • •• • • • • • • •• • • • •• • • ... Paget . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . 'G� Condition Footing Node Axial Mxx Mzz Vx Vz [Kip] [Kip"ft] [Kip'ft] [Kip] [Kip] DL 1 2 4.89 0.00 0.00 0.00 0.00 WLx 1 2 -2.57 -0.03 0.00 -4.71 0.02 WLz 1 2 -6.75 19.24 0.00 0.00 -4.96 _D1 1 2 6.85 0.00 0.00 0.00 0.00 _D2 1 2 4.51 -0.02 0.00 -2.42 0.01 _D3 1 2 2.42 9.62 0.00 -0.04 -2.48 _D4 1 2 3.23 -0.03 0.00 -4.77 0.02 _D5 1 2 -0.96 19.24 0.00 -0.07 -4.96 _D6 1 2 1.78 -0.03 0.00 -4.75 0.02 _D7 1 2 -2.43 19.24 0.00 -0.06 -4.96 -S1 1 2 4.89 0.00 0.00 0.00 0.00 S2 1 2 3.29 -0.02 0.00 -2.88 0.01 S3 1 2 0.79 11.55 0.00 -0.03 -2.98 S4 1 2 1.36 -0.02 0.00 -2.86 0.01 S5 1 2 -1.16 11.54 0.00 -0.04 -2.98 RESULTS: Status OK Soil.Foundation interaction Allowable stress 21203[Lb/ft2] Min.safety factor for sliding 1.25 Min.safety factor for overturning 1.25 Controlling condition S5-1 Condition qmean gmax Dmax Area In compression_ Overtumina FS Footing [Lb/ft2] [Lb/ft2] [in] [ft2] N FSx FSz slip S5-1 219 439 0.0264 49.36 82 2.21 730.87 1.78 Bending Factor 0 0.90 Min rebar ratio 0.00180 Development length Axis Pos. Id Ihd Dist1 Dist2 [in] [in] (n] [n] zz Bot. 22.94 8.03 66.75 8.75 xx Bot. 27.66 9.68 40.75 40.75 zz Top 12.00 6.00 68.50 10.50 xx Top 12.00 6.00 42.50 42.50 •• ••• • • • • • •• .•. . . .•• rage3 • • • • • • • • • • • .• •• 000 • .. •• Axis Pos. Condition Mu f*Mn Asreq Asprov Asreq/Asprov Mul(f*Mn) Footing [Kip*ft] [Kip*ft] [int] [int] zz Top D7-1 -2.06 -121.12 0.04 2.17 0.017 0.017 zz Bot. DI-1 5.69 169.40 2.59 3.08 0.842 0.034 xx Top D5-1 -0.77 -161.09 0.01 3.08 0.005 0.005 xx Bot. D7-1 24.44 175.24 2.75 3.96 0.695 0.139 Shear Factor 0.75 Shear area(plane zz) 7.89[ft2] Shear area(plane xx) 7.92[ft2] Plane Condition Vu VC Vu/(f*Vn) Footing [Kip] [Kip] xy D5-1 3.32 124.88 0.035 yz D1 -1 2.22 124.47 0.024 Punching shear Factor 0 0.75 Perimeter of critical section(b... 6.92[ft] Punching shear area 7.06[ft2] Column Condition Vu Vc Vul(f*Vn) Footing [Kip] [Kip] column 1 D1 -1 6.09 222.76 0.036 Notes *Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. *The required flexural reinforcement considers at least the minimum reinforcement *The design bending moment is calculated at the critical sections located at the support faces *Only rectangular footings with uniform sections and rectangular columns are considered. *The nominal shear strength is calculated in critical sections located at a distance d from the support face *The punching shear strength is calculated in a perimetral section located at a distance d12 from the support faces *Transverse reinforcement is not considered in footings *Values shown in red are not in compliance with a provision of the code *gprom=Mean compression pressure on soil. we ••• • • • • • •• *gmax=Maximum compression presore on sgtl. • •• • • • • ••• • *Amax=maximum total settlement(cartsidehil�an Alstictoil rfrodel(My the subgrade reaction modulus). *Mn=Nominal moment strength. • ••• • ••• ••• • • • • •• • • • • • • •• • • • •• • • ••• • ••• • • • ... . . . ... . rage4 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • n L