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MC-15-793 cC 16007c`4 L' 104*�f allow ILDING PERMIT SERVICES GROUP, INC. MC 5 7q nits and Plans Code Violations Liens Architecture Engineers {/ Unsafe Structures r 1 Court Recordings ✓ sem' v� S Inspection Worksheet Miami Shores Village 1 10050 N.E.2nd Avenue Miami Shores, FIL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-250289 Permit Number: MC-4-15-793 Scheduled Inspection Date: January 06,2016 Permit Type: Mechanical - Commercial Inspector: Perez,JanPierre Inspection Type: Final Owner: , BARRY UNIVERSITY Work Classification: New Job Address:11300 NE 2 Avenue Thompson Hall Miami Shores, FL 33138-0000 Phone Number Parcel Number 1121360010160-02 Project: BARRY UNIVERSITY Contractor: SMART AIR SYSTEMS INC Phone: (954)968-1288 Building Department Comments COOLING TOWER AND ASSOCIATED STEEL SUPPORT Infractio Passed Comments REPLACEMENT INSPECTOR COMMENTS False REMOVE COOLING TOWER&REPLACE WITH NEW 2 CELL TOWER l , Inspector Comments Passed go - Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. January 05,2016 For Inspections please call: (305)762-4949 Page 24 of 35 Miami Shores Village in7et'I", pe M—j ofnfCt �r 10050 N.E.2nd Avenue NEn'RE tC18S�£� Finn Miami Shores,FL 33138-0000 ' r Phone: (305)795-2204 Expiration: 023/2016 Project Address Parcel Number Applicant 11300 NE 2 Avenue Number: Thompson Hal 1121360010160-02 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: $ 219,463.00 SMART AIR SYSTEMS INC (954)968-1288 Total Sq Feet: 00 Tons: Available Inspections: Additional Info:COOLING TOWER AND ASSOCIATED STEEL Inspection Type: Classification:Commercial Final PE Certification Approved:In Review Window Door Attachment Comments: Date Approved::In Review Tie Beam Date Denied: Type of Work:REPLAC COOLING TOWER WITH 2 l' Slab Scanning:10 Termite Letter Framing Store Front Attachment Insulation Drywall Screw Fill Cells Columns Window and Door Buck Fees Due Amount Pay Date Pay Type Amt Paid AjDueCeiling Grid CCF $0.00 Review Planning CCF $132.00 Invoice# CC-4-15-55104 Review Electrical CO/CC Fee $200.00 07/27/2015 Check#:27449 $7,283.41 $ Review Electrical DBPR Fee $0.00 04/07/2015 Credit Card $200.00 $ Review Mechanical DBPR Fee $98.76 06/17/2015 Credit Card $50.00 $ Review Mechanical DCA Fee $98.76 06/17/2015 Credit Card $ 150.00 $ Review Building DCA Fee $0.00 Review Building Education Surcharge $44.00 Review Building Education Surcharge $0.00 Review Structural Permit Fee $0.00 Review Structural Permit Fee $6,583.89 Review Structural Plan Review Fee(Engineer) $160.00 Review Plumbing Plan Review Fee(Engineer) $160.00 Scanning Fee $0.00 Scanning Fee $30.00 Technology Fee $0.00 Technology Fee $176.00 Total: 83.41 July 27, 2015 Authoriz ignature:Owner / Applicant / Contractor / Agent Date Building Department Copy July 27,2015 2 Miami Shores e Villag Building Department JUN 17 2015 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 - -- Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 W� F BC 20 BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING MECHANICAL F-1 PUBLIC WORKS ❑ CHANGE OF [-] CANCELLATION ❑ SHOP CONTRACTOR l DRAWINGS JOB ADDRESS: 1 bo City: Miami Shores County: Miami Dade Zia• 3S Folio/Parcel#: o��3 W� Is the Building Historically Designated:Yes NO ✓ Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder): Vt9t-St Phone#: O 2qu r Address: 113 0® P C 9— N V r_ IN l)i- City: State: Zip: 3 � �� Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name f� Z' C • Phone#: Address: 11 City: �(➢.C� � State: T L Zip: .3]13 (43 Qualifier Name: C_�\Cky- h if S1 Phone#: 5Ht—W 4 _ 0:ES State Certification or Registration#: Certificate of Competency#: DESIGNER:Architect/Engineer: 11,C. 8"/&)t1MA)6- Phone#: 305-166-(p 5_S3 Address:_�5757 Riae4Aemow b1Z, 1�OL tsu,rig ) City: MrA�I l State: FL zip: 33/Z(o Value of Work for this Permit:$ —,)19 , 4(jj3.OO Square/Linea7R(epair/Replace age of Work: 1,0�O Type of Work: El Addition El Alteration ❑ New ❑ Demolition Description of Work: PEM046 COOLING- 7V U-N 72 4-9-EPL.f)'LE WITW A)ELJ 2 CEI 1 'rTnwm Specify color of color thru tile: An Submittal Fee$5 O 'Cso Permit Fee$ ' 6'c $ I ' CO/CC$ -700-�O Scanning Fee$ Radon Fee$ 1 DBPR$ (o=- Notary$ Technology Fee$ �� -®� Training/Education Fee$ 4 Double Fee$ Structural Reviews$. 1 U0.03 V00.00 Bond$ TOTAL FEE NOW DUE$ /��• (Revised02J24J2014) 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. Signature Signatu OWNER or AGENT CONTRA OR The foregoing instrument was acknowledged before mme—^this The foregoing instrument was acknowledged before me this 7 day of V -1?40 20 �✓ by r1a _day of J U IN ,20 15' by or ZeJC o is personally known to �j�-2v e,r�C hG rn�,who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: \\N111N111IH!/�j �: a SSIONE'J • Print �� A v .• S Isint• 0q7 i dr P h #FF 22( QSy JOANN SGAMNIATO Seal: �� +° i ��•.' d%t� .-069F - �• Nelly�Ik•$00 01 Florida •'•.. .... ►•o��`\� . .� My Comte.E*m Nov 21.2018 ��i/ BCIC,STAB\�� ..• CommieSIN•FF 144787 '�kl1i1111111N\\ wxx��xxaexxwx*x+saxxxssaxxwax�wa+sx`+a�wwsax*xwxxwsx.axxawx��x��xs�xx*xaxwwxxaxxxww xw ss APPROVED BY Y s Examiner Zoning `/0 IS Structural Review Clerk (Revised02/24/2014) C (S-- -7-q3 CERTIFICATEAC CPR& DATE( I" 12/17 1 THIS CERTIFICATE IS ISSUED ASA TTER OF INFOR TION 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 ondorsW. 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 endorsemggyl PRODUCER Bateman Gordon and Sands PHONEFAx 3050 North Federal Hwy -vW2,=954!S41-0900 _M06 Lighthouse Point FL 33064 ADM INSURER s AFFORDING COVERAGE MAIC® I A-AMfidsurg Insurance Go. RM INSURED SMAAi INSURER B: r Smart Air Systems,Inc. INSLINERcAmerisure MutuaLhsUranC&Co. Z3396 1731 Banks Rd. Margate FL 33063 INSURERD: INSURER E: INSURERP: COVERAGES CERTIFICATE NUMBER:1640898559 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 REOUIREMENT,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. IIm NBR TYPE OF py EWYNIMsER EFF P EXP UMITSCx A GENERAL LIABILITY Y Y GL20SM30401 1/112016 111/2017 EACH OCCURRENCE $1000000 X COMMERCIAL GENERAL LIABILITY DAMNGE TO RENTED $1001r...000 CLAIMS-MADE X OCCUR AGED EXP t ale rsoo $5.000 X XCU/Coa92radtlal PERSONAL BADV INJURY S1000 Xi;;;BOOD ;Form PO GENERAL AGGREGATE $2.MWQ GERL AGGREGATE UL41T APPLIES PER P ROOUCTS-COMPIOP AGG $2.000.000 POLICY X - LOC $ B AUTOMOBILE LIABILITYv CA20663780705 111/016 1/1/2017 1000 000 (EM accidmi s . , ANY AUTO BODILY INJURY(per person) Is ALL OWNED SCHE AUtOS AUTOS°U D BODILY INJURY(Per accidents I$ X HIREDAUTOS X AUTO"S 'EO PE=gAMAGE '$ $ C X UMSMLLA Lab X SUR Y CU2066383OW2 1/112016 1/1/2017 EACH OCCURRENCE $5,000.000 EXCESS LIAB CLAIMS-MADE AGGREGATE $5,000.000 OED-1X I RETE N o $ WORKERS COMPENSATION A ANDS LOPERS'UAB .Y WC2o683840701 1/1/2016 ''.1/112017 X WCSTATU• OTH- ANY F+ROPRIETORIPARTNERIEXECUTIVE YIN EL EACH ACCipENi $1.000 000 OF'FICERfM1REMLfEREXCLUDEDT Q NIA; {e9andaescrib wd EL.DISEASE-CAEMPLOYE $1,000.000 N pp��describe calcar DES/MF OMRATIONS below ELMSEASE-POLICY LIMIT $1,000.000 DESCRIPTION OF OPERATIONS i LOCATIONS I VEHICLES(AUacll ACORD 109,AdfBtl"R=Wks ScItedge,H mos space is Footrace 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 0913. Waiver of Subrogation as required by written contract,per CG70491109. 30 Days Notice of Cancellation other than non-payment of premium per Notice per Form IL 70 45 05107 See Attached... CERTIFICATE BOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Miami Shores Village Building Dept ACCORDANCE WITH THE POLICY PROVISION& 10050 NE 2nd Avenue Miami Shores Miami FL 33138 ZSENTATIMEND REP� log 01 -2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010105) The ACORD name and logo are registered marks of ACORD 1 AGENCY CUSTOMER ID:SMAAI LOC#: ate. !J►' ADDITIONAL REMARKS SCHEDULE Page 1 of 1 A�wcv "MEDINSURED Bateman Gordon and Sands Smart Air Systems,Inc. 1731 Banks Rd. P°UCY" � Margate FL 33063 CARMER e+ac conE EFFECTIVE DATE: ADDITIONAL REMARKS THIS ADDITIONAL REMARKS FORM IS A SCHEDULE TO ACORD FORM, FORM NUMBER: 25 FORM TITLE: CERTIFICATE OF LIABILITY INSURANCE Auto Liability: Additional Insured,and Waiver of Subrogation,as required by written contract,per CA7171 0508. Workers'Compensation: Waiver of Subrogation as required by written contract,per WC000313. Umbrella Liability: Umbrella liability extends coverage to underlying General Liability(excludes the general liability per project aggregate),Auto Liability and Workers Compensation coverages. General Information: The General Liability policy contains no specific residential exclusions. Independent Contractors Liability is included in the General Liability per form CGO001 0413, ALL COVERAGE IS SUBJECT TO THE POLICY TERMS, CONDITIONS AND EXCLUSIONS echanical Contract License#CAC056916 ACORD 101(2008101) 0 2M ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD INE6S TA X RECEIPT 115 S.Andrews Ave., Rm.A-100, Ft. Lauderdale, FL 33301-1895—954-831-4040 ` �y VALID OCTOBER 1, THROUGH SEPTEMBER 30,2016 DOA: Business Name:SMART AIR SYSTEMS INC Receipt#-183-:HEAT46AIRCONDITI11 ON CONTRA 'R „i Business Type:(AIRCONDITION CONTRACTR) Owner Name:STEVEN R CHARNEY Business Op@tied'03/01!1999 Business Location:1731 BANKS RD State/Coon /Cepen MARGATE tY eg:CA-CO5G916 Business Phone:954-968-1288 Ex ption Code: Room seats Employees Machines Professionals 2 For Vending Business only Number ofMachines: Yendi T �? ng Ype: Tax Amount Transfer Fee NSF Fee Penalty Prior Years Collection Cost Tota€Paid R 27.40 0.00 0.44 0.00 43 0.00 4.04 27.00 'g ..t THIS RECEIPT MUST BE POSTED CONSPICUOUSLY IN YOUR PLACE OF BUSINESS THIS BECOMES A TAX RECEIPT This tax is levied for theeg g privit a of loin business within Broward County and is non-regulatory in nature. You must meet all County and/or Municipality planning WHEN VAUDATED and zoning requirements. This Business Tax Receipt must be transferred when the business is sold, business name has changed or you have mover) the business location.This receipt does not indicate that the business is legal or that �z it is in compliance with State or local laws and regulations. Mailing Address: SMART AIR SYSTEMS INC 1731 BANKS RD Receipt #O1A-14-00008356 MARGATE, FL 33063 Paid 07/23/2415 27.00 j 2015 1 � .u. w. f AEASIPITM, AAdrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 No6h Palm Beach FL 33408 Project Descr: T.561 881 8999 amorganservices@gmail.com _ Printed'2DEC 201Q'rlHrhf Project Information ___-- — - -------- - Fle=c:�wiYU-1�coouN-t,r rn,n ENERCALC,INC.1983-2014,Buik1:6.14.11.18,Yer.6.14.11.18 Project Tale :Cooling tower Description I.D. : 1426 Address :Barry University, , Project Leader :AJM Phone Fax : entail Project Notes Suite 109,513 US 1, North Palm Beach, Florida 33408 —� Phone:561-881-8999 Ap,frew MorL.ir s-r,�ce6 Email:amorganservices@gmail.com December 2nd,2014. Barry University Cooling Tower Calculations Table of Contents Particular page Wind design on cooling tower Al Screen Column 2 Top beam 4 Screen brace support 6 Cooling Tower Beam B1 8 Beam B2 10 Beam B3 12 Column 14 Base plate 16 Preliminary handrail design 19 Access ladder info 20 Prepared by Andrew Morgan,PE57171 LIop �i-OTE OF F9 A a` ®®dtfllltO�� 5AU-i' Exposure Category C Basic Ultimate velocity wind pressures Reference ASCE T10 i ----_-- Risk Category Ill � -__ Enclosure Classification Enclosed �- _ f---- Topographic Factor Kzt 1.00 Basic Wind Speed Y 186 mph jJ _ _ ! - Wind Dilrectionality Factor Kd 0.85 Table 26.6 page 250 FOR Wind only Kd=1.0 for combinations Kd=0.85 Height above grade ft 15.0 16 17 18 19 20 - Velocity Pressure Exposure Coe ff Kz Kh Table 6.5 0.85 0.86 0.87 0.88 0.89 0.90 Basic Wind Velocity Pressure qz psf 64.0 64.7 65.5 66.2 67.0 67.8 z =0.00256*Kz Kzt Kd 1 V"2 Height above grade ft 20.0 21 22 23 24 25 29 0.90 0.91 26 27 28 _30 Velocity Pressure Exposure Coeff Kz Kh Table 6.5 0.92 0.92 0.93 0.94 0.95 0.96 0.96 Basic Wind Velocity Pressure qz psf 67.8 68.4 69.0 69.6 70.2 70.8 71.4 72.0 72.6 73.2- Height above grade ft 30.0 31.0 32.0 33.0 34.0 35.0 36.0 37.0 38.0 39.0 1_40.0 Velocity Pressure Exposure Coeff Kz Kh-Table 6.5 0.98 0.99 0.99 1.00 1.00 1.01 1.02 1.02 1.03 _1.03 1.04 Basic Wind Velocity Pressure qz psf 73.8 74.2 74.7 75.1 75.6 76.0 76.5 76.9 77.4 77.8 78.3 Height above rade ft 40.0 41.0 42.0 43.0 44.0 45.0 46.0 47.0 I 48.0 49.0 50.0 Velocity Pressure Exposure Coeff Kz Kh Table 6.5 1.04 1.05 1.05 1.06 1.06 1.07 1.07 1.08 1.08 1.09 T 1 .0 Basic Wind Veioci Pressure z sf 78.3 78.7 79.0 79.4 79.8 80.2 80.6 80.9 81.3 81.7 1-82.1 �-- 2010 Design Wind Exp C 185 mph angle 7 deg velocity pressure 12/3/2014 513 US 1,#109, North Palm Beach FL 33408. t. 561 881 8999 f. 561 881 0087 Andrew Morgan Services Cooling tower for Barry University Wind Design Information: Ref ASCE 710 Ultimate loads County Palm Beach Basic Wind Speed 185 mph Mean roof height h = 28 ft Width of building B= 22 ft 0.113h= 61.6 sf Velocity pressure= 69 psf Af= 247.7 sf GCr 3.1 FBC 1609.8 Design wind load = 213.9 psf Lateral Wind on Roof Top Units Wind on unit Along length Along width Height Length Width W1 Uplift W2 Uplift in in in HxL ea side HxW ea side lbs lbs lbs lbs 171.375 208.13 143.75 52981 31581 36593 15066 Weight of unit 12000 lbs Unit supported on all four sides Net uplift along length -29452 .-ve uplift Net uplift along width -13595 513 US 1,#109, North Palm Beach FL 33408. t. 561 881 8999 f. 561 881 0087 Andrew Morgan Services Cooling tower for Barry University Wind Design Information: Ref ASCE 7 10 Ultimate loads County Broward Basic Wind Speed 185 mph Mean roof height h = 28 ft Width of building B= 22 ft 0.1 Bh = 61.6 sf Velocity pressure= 69 psf Af= 247.7 sf GCr 1.5 Design wind load= 103.5 psf ult 62.1 psf ASD Uplift Wind on Roof Top Units Total Uplift lbs Height Length Width W1 in in in HxL lbs 171.375 208.13 143.75 21504 Weight of unit 12000 lbs Unit supported on all four sides Net uplift along length -3165 .-ve uplift Net uplift along width -2186 ,A3 Suite 109,513 US 1, North Palm Beach, Florida 33408 Phone:561-881-8999 Andre-Morgan Services Email:amorganservices@gmail.eom Screen. Ref:ASCE 710 Fig 29.4-1. B=36'-4",s= 16-10", H= 17'-2". Velocity pressure(ultimate)=68 psf. s/H=0.97, B/s=2.22,Cf= 1.4,G=0.85. WL=80.9 psf. Center Post. Effective length=18 ft. H= 16-10". Wind loading on screen=24.5 Kips ultimate, 14.7 kips ASD.WL= 1456 plf ultimate. Use W10x12. Brace. Length= 14.14 ft. Axial load=+/-14 kips ultimate Use L3x3x3/8. Allowable compression=27 kips ultimate. Horizontal Beam. Span=18 ft. WL=778 plf. Use W10x22. Brace support Beam. Span=21 ft. P=brace reaction= 14 kips. Use W12x14. Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1126 North Palm Beach FL 33408 Project Descr: • T.5618818999 amorganservices@gmail.com --- _ ____ Printed:2DEC 201�4,7.26PM Sisal Beam He=C.TARRYU-11COOLIN-llbar 'ni .ec6 ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver.6.14.11.18 o.oe. ® e • Description: Screen Column CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 1.456 1. W Span-3.0 ft Span=10.o ft Span=4.330 ft w1W2 w10x12 -. wtoxl2 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: W=1.456 k/ft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: W=1.456 k/ft, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: W=1.456 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.262: 1 Maximum Shear Stress Ratio= 0.124: 1 Section used for this span W10x12 Section used for this span W10x12 Ma:Applied 8.190 k-ft Va:Applied 4.639 k Mn/Omega:Allowable 31.207 k-ft Vn/Omega:Allowable 37.506 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 10.000ft Location of maximum on span 10.000 ft Span#where maximum occurs Span#2 Span#where maximum occurs Span#2 Maximum Deflection Max Downward Transient Deflection 0.070 in Ratio= 1,474 Max Upward Transient Deflection -0.004 in Ratio= 8,437 Max Downward Total Deflection 0.042 in Ratio= 2458 Max Upward Total Deflection -0.003 in Ratio= 14062 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios _ Summary of Moment Values Su_mmaryof Shear Values Segment Length - Span# M-7-- Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 3.00 It 1 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 10.00 ft 2 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 4.33 It 3 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 +D+L+H Dsgn.L= 3.00 it 1 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 10.00 It 2 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 4.33 ft 3 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 +D+U+H Dsgn.L= 3.00 it 1 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 10.00 ft 2 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 4.33 It 3 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 +D+S+H Dsgn.L= 3.00 it 1 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 10.00 ft 2 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 4.33 ft 3 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 +D+0.750Lr-4750L+4i Dsgn.L= 3.00 ft 1 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 10.00 ft 2 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Protect Descr: • T.5618818999 amorganservices@gmail.com • _ Prn,ed:2 CEC 2014.726PM Steel Beam ----- --- - --- File=C:18ARRYU-11COOLIN-ltharry ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver.6.14.11.18 1.01. _ ®• �- Description: Screen Column Load Combination Max Stress Ratios Summary of Moment Values _Summary of Shear Values_ Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Am- Va Max Vnx VnxtOmega Dsgn.L= 4.33 ft 3 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 +D+0.750L+0.750S+H Dsgn.L= 3.00 ft 1 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 10.00 ft 2 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 4.33 ft 3 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 +D+0.60W+H Dsgn.L= 3.00 ft 1 0.176 0.109 -5.48 5.48 52.12 31.21 1.00 1.00 4.10 56.26 37.51 Dsgn.L= 10.00 ft 2 0.262 0.124 4.13 -8.19 8.19 52.12 31.21 1.00 1.00 4.64 56.26 37.51 Dsgn.L= 4.33 ft 3 0.262 0.101 -8.19 8.19 52.12 31.21 1.00 1.00 3.78 56.26 37.51 +D+0.70E+H Dsgn.L= 3.00 ft 1 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 10.00 ft 2 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 4.33 ft 3 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 +D+0.750Lr+0.750L40.450W+H Dsgn.L= 3.00 It 1 0.132 0.082 -4.11 4.11 52.12 31.21 1.00 1.00 3.07 56.26 37.51 Dsgn.L= 10.00 ft 2 0.197 0.093 3.10 -6.14 6.14 5212 31.21 1.00 1.00 3.48 56.26 37.51 Dsgn.L= 4.33 It 3 0.197 0.076 -6.14 6.14 52.12 31.21 1.00 1.00 284 56.26 37.51 +D+0.750L+0.750S+0A50W+H Dsgn.L= 3.00 ft 1 0.132 0.082 -4.11 4.11 52.12 31.21 1.00 1.00 3.07 56.26 37.51 Dsgn.L= 10.00 ft 2 0.197 0.093 3.10 -6.14 6.14 5212 31.21 1.00 1.00 3.48 56.26 37.51 Dsgn.L= 4.33 ft 3 0.197 0.076 -6.14 6.14 52.12 31.21 1.00 1.00 284 56.26 37.51 +D+0.750L+0.750S40.5250E+H Dsgn.L= 3.00 It 1 0.000 5212 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 10.00 ft 2 0.000 5212 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 4.33 It 3 0.000 5212 31.21 1.00 1.00 -0.00 56.26 37.51 +0.60D+0.60W+0.60H Dsgn.L= 3.00 ft 1 0.176 0.109 -5.48 5.48 52.12 31.21 1.00 1.00 4.10 56.26 37.51 Dsgn.L= 10.00 ft 2 0.262 0.124 4.13 -8.19 8.19 52.12 31.21 1.00 1.00 4.64 56.26 37.51 Dsgn.L= 4.33 It 3 0.262 0.101 -8.19 8.19 52.12 31.21 1.00 1.00 3.78 56.26 37.51 +0.60D+0.70E+0.60H Dsgn.L= 3.00 It 1 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 10.00 ft 2 0.000 52.12 31.21 1.00 1.00 -0.00 56.26 37.51 Dsgn.L= 4.33 ft 3 0.000 5212 31.21 1.00 1.00 -0.00 56.26 37.51 _ Overall Maximum Deflections Load Combination Span Max 7-'Defl Location in Span Load Combination Max.°+`Defl Location in Span 1 0.0000 0.000 W Only -0.0043 1.861 W Only 2 0.0531 4.810 0.0000 1.861 W Only 3 0.0705 4.330 0.0000 1.861 Vertical Reactions _ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum -0.859 12.055 14.037 Overall MINimum -0.386 5.425 6.316 +D+H 4D+L+H +O+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D40.750L+0.750S+H +D+0.60W+H -0.515 7.233 8.422 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H -0.386 5.425 6.316 +0+0.750L+0.750S+0.450W+H -0.386 5.425 6.316 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H -0.515 7.233 8.422 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only -0.859 12.055 14.037 E Only H Only Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: T.5618818999 amorganservices@gmail.com Panted:2 DEC 2074,726PM [Steel Beam --- RL-=C:tiBARRYU-11000LIN-l%arrO.ec6 r.oe ENERCALC,INC.19n2014,Build.6.14.11.18,Ver.6.14.11.18 . �. am ®„ Description: Screen top beam CODE REFERENCES ------- -------- Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Span=18.0 ft W 10#2 Applied Loads - Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added - Uniform Load: W=0.7780 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.291: 1 Maximum Shear Stress Ratio= 0.086: 1 Section used for this span W10x22 Section used for this span W10x22 Ma:Applied 18.905 k-ft Va:Applied 4.201 k Mn!Omega:Allowable 64.870 k-ft VnfOmega:Allowable 48.960 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 9.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.540 in Ratio= 399 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.325 in Ratio= 665 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary o-f SShear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb i& Va Max Vnx Vnx/Omega +p+H Dsgn.L= 18.00 ft 1 0.000 108.33 64.87 1.00 1.00 -0.00 73.44 48.96 +D+L+H Dsgn.L= 18.00 ft 1 0.000 108.33 64.87 1.00 1.00 -0.00 73.44 48.96 +D+Lr+H Dsgn.L= 18.00 ft 1 0.000 108.33 64.87 1.00 1.00 -0.00 73.44 48.96 +D+S+H Dsgn.L= 18.00 ft 1 0.000 108.33 64.87 1.00 1.00 -0.00 73.44 48.96 +D+0.750Lr+0.750L+H Dsgn.L= 18.00 It 1 0.000 108.33 64.87 1.00 1.00 -0.00 73.44 48.96 +D+0.750L+0.750S+H Dsgn.L= 18.00 ft 1 0.000 108.33 64.87 1.00 1.00 -0.00 73.44 48.96 +D+0.60W+H Dsgn.L= 18.00 It 1 0.291 0.086 18.91 18.91 108.33 64.87 1.00 1.00 4.20 73.44 48.96 +D+0.70E+H Dsgn.L= 18.00 It 1 0.000 108.33 64.87 1.00 1.00 -0.00 73.44 48.96 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 18.00 it 1 0.219 0.064 14.18 14.18 108.33 64.87 1.00 1.00 3.15 73.44 48.96 +D+0.750L+0.750S+0.450W+H Dsgn.L= 18.00 ft 1 0.219 0.064 14.18 14.18 108.33 64.87 1.00 1.00 3.15 73.44 48.96 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 18.00 It 1 0.000 108.33 64.87 1.00 1.00 -0.00 73.44 48.96 +0.60D+0.60W+0.60H Dsgn.L= 18.00 It 1 0.291 0.086 18.91 18.91 108.33 64.87 1.00 1.00 4.20 73.44 48.96 Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: • T.5618818999 amorganservices@gmail.com _ Printed:2 DEC 2014.7:26PM [Steel Beam Fde=C:%BARRYU-ncoouN-1urmryuni.ec6 - i ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver.6.14.11.18 ®. ®e Description: Screen top beam Load Combination Max Stress Ratios Summary of Moment Values __ _Summary of Shear Values_ Segment Length Span# M V Mmax+ Mmax- M--a--Ma--x Mnx Mnx10mega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+0.60H --- -- --------- -- Dsgn.L= 18.00 ft 1 0.000 108.33 64.87 1.00 1.00 -0.00 73.44 48.96 _Overall Maximum Deflections Load Combination Span Max"--"Detl Location in Span Load Combination Max."+Defl Location in Span W Only 1 0.5413 9.090 —0.00000.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 erall AX•imum --7-W2-70-02 7.002 —— --_-- — Overall MINimum 3.151 3.151 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 4.201 4.201 +D+0.70E+H +0+0.750Lr+0.750L+0.450W+H 3.151 3.151 +D+0.750L+0.750S+0.450W+H 3.151 3.151 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 4.201 4.201 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 7.002 7.002 E Only H Only J Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: T.561 8818999 amorganservices@gmail.com r - - - - _ Ped: 2014, i Steel Beam File=CBARRYU-11COOLNZ1brtni.eC6 ENERCALC,INC.19n2014,Build:6.14.11.18,Ver.6.14.11.18 ®. �o Description: Screen Brace support beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 W(14) Span=21.0ft W12x14 Applied Loads -_ - Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: W=14.0 k @ 0.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.018: 1 Maximum Shear Stress Ratio= 0.003 : 1 Section used for this span 1N12x14 Section used for this span W12x14 Ma:Applied 0.781 k-ft Va:Applied 0.1487 k Mn/Omega:Allowable 43.413k-ft Vn/Omega:Allowable 42.754 k Load Combination +D+0.750Lr+0.750L+0.450W+H Load Combination +D+H Location of maximum on span 10.500ft Location of maximum on span 0.000 It Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.024 in Ratio= 10366 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations_ Load Combination Max Stress Ratios Summary of Moment Values _ Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H --- --- -.------ - Dsgn.L= 21.00 ft 1 0.018 0.003 0.78 0.78 72.50 43.41 1.00 1.00 0.15 71.40 42.75 +D+L+H Dsgn.L= 21.00 ft 1 0.018 0.003 0.78 0.78 72.50 43.41 1.00 1.00 0.15 71.40 42.75 +D+Lr+H Dsgn.L= 21.00 It 1 0.018 0.003 0.78 0.78 72.50 43.41 1.00 1.00 0.15 71.40 42.75 +D+S+H Dsgn.L= 21.00 ft 1 0.018 0.003 0.78 0.78 72.50 43.41 1.00 1.00 0.15 71.40 42.75 +D+0.750Lr+0.750L+H Dsgn.L= 21.00 ft 1 0.018 0.003 0.78 0.78 72.50 43.41 1.00 1.00 0.15 71.40 42.75 +D+0.750L+0.750S+H Dsgn.L= 21.00 ft 1 0.018 0.003 0.78 0.78 72.50 43.41 1.00 1.00 0.15 71.40 42.75 +D+0.60W+H Dsgn.L= 21.00 ft 1 0.018 0.003 0.78 0.78 72.50 43.41 1.00 1.00 0.15 71.40 42.75 +D+0.70E+H Dsgn.L= 21.00 it 1 0.018 0.003 0.78 0.78 72.50 43.41 1.00 1.00 0.15 71.40 42.75 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 21.00 ft 1 0.018 0.003 0.78 0.78 72.50 43.41 1.00 1.00 0.15 71.40 42.75 +D+0.750L+0.750S+0.450W+H Dsgn.L= 21.00 ft 1 0.018 0.003 0.78 0.78 72.50 43.41 1.00 1.00 0.15 71.40 42.75 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 21.00 It 1 0.018 0.003 0.78 0.78 72.50 43.41 1.00 1.00 0.15 71.40 42.75 +0.60D+0.60W+0.60H Q Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: - T.5618818999 amorganservices@gmail.com Printed:2 DEG 2014,7:26PM Steel Beam File=C:1BARRYU-M00LIN-1%aquni.ec6 ba ENERCALC,INC.19n2014,Build:6.14.11.18,Ver.6.14.11.18 DOZEN= Description: Screen Brace support beam Load Combination Max Stress Ratios Summary of Moment Values _ Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 21.00 ft 1 0.011 0.002 0.47 0.47 72.50 43.41 1-.66-1-.0-0 -0.0-9 71.40 42.75 +0.60D+0.70E+0.60H Dsgn.L= 21.00 ft 1 0.011 0.002 0.47 0.47 72.50 43.41 1.00 1.00 0.09 71.40 42.75 Overall Maximum Deflections Load Combination Span Max°"Defl Location in Span Load Combination Max."+'Defl Location in Span D Only 1 0.0243 10.605 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Gmum 14.000 0.14 Overall MINimum 0.089 0.089 +D+H 0.149 0.149 +D+L+H 0.149 0.149 +D+Lr+H 0.149 0.149 +D+S+H 0.149 0.149 +D+0.750Lr+0.750L+H 0.149 0.149 +D40.750L+0.750S+H 0.149 0.149 +D+0.60W+H 8.549 0.149 +D+0.70E+H 0.149 0.149 +D40.750Lr+0.750L+0.450W+H 6.449 0.149 +D+0.750L+0.750S+0.450W+H 6.449 0.149 +0+0.750L+0.750S40.5250E+H 0.149 0.149 40.60D+0.60W40.60H 8.489 0.089 +0.60D+0.70E+0.60H 0.089 0.089 D Only 0.149 0.149 Lr Only L Only S Only W Only 14.000 0.000 E Only H Only Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. T.561881 8999 amorganservices@gmail.com _ Printed2 DEC 2014,7:26PM Steef�� --- --- ---- File=C:1BARRYU•-11000LIN-flbarryum.ec6 ENERCALC,INC.1902014,Build:6.14.11.18,Ver.6.14.11.18 Description: Cooling tower support B1 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 D(O.212 W 1.29 Span=11.0 ft W1W4 Applied Loads - Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.5450, W=1.290 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.455: 1 Maximum Shear Stress Ratio= 0.168: 1 Section used for this span W12x14 Section used for this span W12x14 Mu:Applied 29.660 k-ft Vu:Applied 10.785 k Mn*Phi:Allowable 65.250 k-ft Vn*Phi:Allowable 64.260 k Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Load Combination +1.20D+0.5OLr+0.50L+W+1.60H Location of maximum on span 5.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.167 in Ratio= 791 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.172 in Ratio= 766 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu +- max Mu- Mu Max Mnx Phi`Mnx Cb FG VUMax Vnx Phi"Vnx +1.40D+1.60H Dsgn.L= 11.00 ft 1 0.181 0.067 11.84 11.84 72.50 65.25 1.00 1.00 4.31 71.40 64.26 +1.20D+0.5OLr+1.60L+1.60H Dsgn.L= 11.00 it 1 0.156 0.057 10.15 10.15 72.50 65.25 1.00 1.00 3.69 71.40 64.26 +1.20D+1.60L+0.50S+1.60H Dsgn.L= 11.00 ft 1 0.156 0.057 10.15 10.15 72.50 65.25 1.00 1.00 3.69 71.40 64.26 +1.20D+1.6OLr+O.50L+1.60H Dsgn.L= 11.00 ft 1 0.156 0.057 10.15 10.15 7250 65.25 1.00 1.00 3.69 71.40 64.26 +1.20D+1.60Lr+4.50W+1.60H Dsgn.L= 11.00 ft 1 0.305 0.113 19.90 19.90 72.50 65.25 1.00 1.00 7.24 71.40 64.26 +1.20D+1.6OLr-0.50W+1.60H Dsgn.L= 11.00 It 1 0.006 0.002 0.39 0.39 7250 65.25 1.00 1.00 0.14 71.40 64.26 +1.20D+0.50L+1.60S+1.60H Dsgn.L= 11.00 ft 1 0.156 0.057 10.15 10.15 72.50 65.25 1.00 1.00 3.69 71.40 64.26 +1.200+1.60S+0.50W+1.60H Dsgn.L= 11.00 ft 1 0.305 0.113 19.90 19.90 72.50 65.25 1.00 1.00 7.24 71.40 64.26 +1.20D+1.60S-0.50W+1.60H Dsgn.L= 11.00 ft 1 0.006 0.002 0.39 0.39 72.50 65.25 1.00 1.00 0.14 71.40 64.26 +1.20D+0.5OLr+0.50L+W+1.60H Dsgn.L= 11.00 It 1 0.455 0.168 29.66 29.66 72.50 65.25 1.00 1.00 10.79 71.40 64.26 +1.20D+0.5OLr+0.50L-1.OW+1.60H Dsgn.L= 11.00 ft 1 0.143 0.053 -9.36 9.36 72.50 65.25 1.00 1.00 3.40 71.40 64.26 +1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 11.00 ft 1 0.455 0.168 29.66 29.66 72.50 65.25 1.00 1.00 10.79 71.40 64.26 Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: T.561 8818999 amorganservices@gmail.com PrinW:2 DEC 2014.'26PM Steel Beam --- ---- File=CABARRYU-11000LIN-11[wryuni.eo6 - ENERCALC,INC.19832014,Build:6.14.11.18,Ver.&14.11.18 Description: Cooling tower support B1 Load Combination Max Stress Ratios _ Summary of Moment Values _ Sum_ _m_ary of Shear Values Segment Length Span# k--\(- max Mu+ -Max Mu- Mu Max Mnx Phl'krix Cl_Rm VuMax Vnx Phi'Vnx +1.20 D+0.50L+0.50S-1.OW+1.60H - -� - -- Dsgn.L= 11.00 ft 1 0.143 0.053 -9.36 9.36 72.50 65.25 1.00 1.00 3.40 71.40 64.26 +1.20 D+0.50 L+0.20 S+E+1.60 H Dsgn.L= 11.00 ft 1 0.156 0.057 10.15 10.15 72.50 65.25 1.00 1.00 3.69 71.40 64.26 +0.90D+W+0.90H Dsgn.L= 11.00 ft 1 0.416 0.153 27.12 27.12 72.50 65.25 1.00 1.00 9.86 71.40 64.26 +0.90D-1.0W+0.90H Dsgn.L= 11.00 ft 1 0.182 0.067 -11.90 11.90 72.50 65.25 1.00 1.00 4.33 71.40 64.26 +0.90D+E+0.90H Dsgn.L= 11.00 ft 1 0.117 0.043 7.61 7.61 72.50 65.25 1.00 1.00 2.77 71.40 64.26 _Overall Maximum Deflections _ Load Combination Span Max.%'Dell Location in Span Load Combination Max."+"Detl Location in Span +6+0.60W+H 1 0.1723 5.555 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAAi um 7.332 7.332 ---- -"- ---- ---- -- Overall MlNimum 1.845 1.845 +D+H 3.075 3.075 +D+L+H 3.075 3.075 +D+Lr+H 3.075 3.075 +D+S+H 3.075 3.075 +D+0.750Lr+0.750L+H 3.075 3.075 +D+0.750L+0.750S+H 3.075 3.075 +D+0.60W+H 7.332 7.332 +D+0.70E+H 3.075 3.075 +D+0.750Lr+0.750L+0.450W+H 6.268 6.268 +D+9.750L+0.750S+0.450W+H 6.268 6.268 +D+0.750L+0.750S+0.5250E+H 3.075 3.075 +0.60D+0.60W+0.60H 6.102 6.102 +0.60D+0.70E+0.60H 1.845 1.845 D Only 3.075 3.075 Lr Only L Only S Only W Only 7.095 7.095 E Only H Only Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: T.561 881 8999 amorganservices@gmail.com Prnted:2 DEC 2014,726PM Steel Beam - - --- File=C:1BARRYU-11COOLIN-llb VP1U.ec6 l ENERCALC,INC.19n2014,Build:6.14.11.18,Ver.6.14.11.18 Description: Cooling Tower support B2 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 EXQIMML 0.3 W(1.796) D(0.11),L(0.66) .- Span=21.0 ft W12x40 ._.. Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: D=0.110, L=0.660 k @ 17.330 ft Uniform Load: D=0.3460, L=0.30, W=1.796 k/ft,Extent=0.0->>17.333 ft, Tributary Width=1.0 ft DESIGN SUMMARY l�•. Maximum Bending Stress Ratio = 0.589: 1 Maximum Shear Stress Ratio= 0.234: 1 Section used for this span W12x40 Section used for this span W12x4Q Mu:Applied 125.799 k-ft Vu:Applied 24.619 k Mn*Phi:Allowable 213.750 k-ft Vn*Phi:Allowable 105.315 k Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of maximum on span 10.185ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.824 in Ratio= 305<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.677 in Ratio= 372 ""' de_ Max Upward Total Deflection 0.000 in Ratio= 0<180 _Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios _ Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H --- - ---- ---- ------- - Dsgn.L= 21.00 ft 1 0.133 0.053 28.45 28.45 237.50 213.75 1.00 1.00 5.54 105.32 105.32 +1.20D+0.5OLr+1.60L+1.60H Dsgn.L= 21.00 it 1 0.239 0.093 51.16 51.16 237.50 213.75 1.00 1.00 9.82 105.32 105.32 +1.20 D+1.60 L+0.50 S+1.60 H Dsgn.L= 21.00 It 1 0.239 0.093 51.16 51.16 237.50 213.75 1.00 1.00 9.82 105.32 105.32 +1.20D+1.6OLr-450L+1.60H Dsgn.L= 21.00 ft 1 0.153 0.060 32.75 32.75 237.50 213.75 1.00 1.00 6.34 105.32 105.32 +1.20D+1.6OLr+0.50W+1.60H Dsgn.L= 21.00 ft 1 0.332 0.132 70.91 70.91 237.50 213.75 1.00 1.00 13.89 105.32 105.32 +1.20D+1.6OLr-0.50W+1.60H Dsgn.L= 21.00 it 1 0.104 0.042 -22.15 22.15 237.50 213.75 1.00 1.00 4.39 105.32 105.32 +1.20D+0.50L+1.60S+1.60H Dsgn.L= 21.00 ft 1 0.153 0.060 32.75 32.75 237.50 213.75 1.00 1.00 6.34 105.32 105.32 +1.20D+1.60S+0.50W+1.60H Dsgn.L= 21.00 It 1 0.332 0.132 70.91 70.91 237.50 213.75 1.00 1.00 13.89 105.32 105.32 +1.20D+1.60S-0.50W+1.60H Dsgn.L= 21.00 ft 1 0.104 0.042 -22.15 22.15 237.50 213.75 1.00 1.00 4.39 105.32 105.32 +1.20D+0.5OLr+0.5OL+W+1.60H Dsgn.L= 21.00 ft 1 0.589 0.234 125.80 125.80 237.50 213.75 1.00 1.00 24.62 105.32 105.32 +1.20D+0.5OLr+0.50L-1.OW+1.60H Dsgn.L= 21.00 ft 1 0.282 0.113 -60.32 60.32 237.50 213.75 1.00 1.00 11.95 105.32 105.32 10 f Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: T.561881 8999 amorganservices@gmail.com Panted:2 DE;2011,726PM LSte�e�l &earn i --- --- ----- Re=CABARRYU-11COWN-Iiiff-uni•ec6 ENERCALC,INC.19832014,Build:6.14.11.18,Vec6.14.11.18 c• Description: Cooling Tower support B2 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi`Mnx Cb Rm VuMax Vnx Phi'Vnx +1.20 D+0.50L.+0.5OS4W+1.60H- ------ --- --" -- Dsgn.L= 21.00 ft 1 0.589 0.234 125.80 125.80 237.50 213.75 1.00 1.00 24.62 105.32 105.32 +1.20D-0.50L+0.50S-1.0W+1.60H Dsgn.L= 21.00 It 1 0.282 0.113 -60.32 60.32 237.50 213.75 1.00 1.00 11.95 105.32 105.32 +1.20 D+O.50 L+O.20 S+E+1.60 H Dsgn.L= 21.00 ft 1 0.153 0.060 32.75 32.75 237.50 213.75 1.00 1.00 6.34 105.32 105.32 +0.90D+W+0.90H Dsgn.L= 21.00 ft 1 0.521 0.207 111.34 111.34 237.50 213.75 1.00 1.00 21.85 105.32 105.32 +0.90D-1.OW+0.90H Dsgn.L= 21.00 It 1 0.350 0.140 -74.77 74.77 237.50 213.75 1.00 1.00 14.72 105.32 105.32 +0.90D+E+0.90H Dsgn.L= 21.00 ft 1 0.086 0.034 18.29 18.29 237.50 213.75 1.00 1.00 3.56 105.32 105.32 Overall Maximum Deflections Load Combination Span Max'°Defl Location in Span Load Combination Max.°+'Deft Location in Span W Only 1 0.8262 10.395 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 18.283 12.847 - ---` - Overall MINimum 2.376 1.790 +D+H 3.960 2.984 +D+L+H 7.129 5.675 +D+Lr+H 3.960 2.984 +D+S+H 3.960 2.984 +D40.750Lr+0.750L+H 6.337 5.002 +D+0.750L+0.750S+H 6.337 5.002 +D+0.60W+H 14.929 10.692 +D+0.70E+H 3.960 2.984 +D+0.75OLr40.75OL+0.450W+H 14.564 10.783 +D+0.750L+0.750S+0.450W+H 14.564 10.783 +D+0.750L+0.750S+0.5250E+H 6.337 5.002 +0.60D+0.60W+0.60H 13.346 9.499 +0.60D+0.70E+0.60H 2.376 1.790 D Only 3.960 2.984 Lr Only L Only 3.169 2.691 S Only W Only 18.283 12.847 E Only H Only 1� Andrew,Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer. AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: T.561 8818999 amorganservices@gmail.com Pnnted.2 DEC 2014,7 26P Steel eam ---- - -- Rio=C:1BNRRYU-11C000N-1lbergwfz 6 1. ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver.6.14.11.18 Description: Cooling tower support B3 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 MOM LEIW0.796) 0(2.93)L(2.7)W(12.9) ---- - ------ -.._ .. Span=19.0ft W12x40 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: D=2.930, L=2.70, W=12.90 k @ 11.0 ft Uniform Load: D=0.20, L=0.30, W=1.796 klft,Extent=0.0->>11.0 ft, Tributary Width=1.0 ft DESIGN SUMMARY4r4®: Maximum Bending Stress Ratio = 0.655: 1 Maximum Shear Stress Ratio= 0.238: 1 Section used for this span W12x40 Section used for this span {11112x40 Mu:Applied 140.033 k-ft Vu:Applied 25.020 k Mn*Phi:Allowable 213.750 k-ft Vn"Phi:Allowable 105.315 k Load Combination +1.20D+0.5OLr+0.50L+W+1.60H Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of maximum on span 10.925ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.720 in Ratio= 316<360 �l Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.566 in Ratio= 403 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values _ Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H ----- - ------- --- - -------- ---- Dsgn.L= 19.00 ft 1 0.133 0.042 28.53 28.53 237.50 213.75 1.00 1.00 4.45 105.32 105.32 +1.20D+0.5OLr+1.60L+1.60H Dsgn.L= 19.00 ft 1 0.265 0.089 56.66 56.66 237.50 213.75 1.00 1.00 9.38 105.32 105.32 +1.20D+1.60L+0.50S+1.60H Dsgn.L= 19.00 It 1 0.265 0.089 56.66 56.66 237.50 213.75 1.00 1.00 9.38 105.32 105.32 +1.20D+1.6OLr+0.50L+1.60H Dsgn.L= 19.00 ft 1 0.161 0.053 34.52 34.52 237.50 213.75 1.00 1.00 5.55 105.32 105.32 +1.20D+1.6OLr+0.50W+1.60H Dsgn.L= 19.00 it 1 0.361 0.129 77.21 77.21 237.50 213.75 1.00 1.00 13.54 105.32 105.32 +1.20D+1.6OLr-0.50W+1.60H Dsgn.L= 19.00 ft 1 0.135 0.056 -28.76 28.76 237.50 213.75 1.00 1.00 5.92 105.32 105.32 +1.20D+0.50L+1.60S+1.60H Dsgn.L= 19.00 It 1 0.161 0.053 34.52 34.52 237.50 213.75 1.00 1.00 5.55 105.32 105.32 +1.20D+1.60S+0.50W+1.60H Dsgn.L= 19.00 ft 1 0.361 0.129 77.21 77.21 237.50 213.75 1.00 1.00 13.54 105.32 105.32 +1.20D+1.60S-0.50W+1.60H Dsgn.L= 19.00 ft 1 0.135 0.056 -28.76 28.76 237.50 213.75 1.00 1.00 5.92 105.32 105.32 +1.20D+0.5OLr+0.50L+W+1.60H Dsgn.L= 19.00 ft 1 0.655 0.238 140.03 140.03 237.50 213.75 1.00 1.00 25.02 105.32 105.32 +1.20D+0.5OLr+0.50L-1.OW+1.60H Dsgn.L= 19.00 ft 1 0.334 0.132 -71.31 71.31 237.50 213.75 1.00 1.00 13.92 105.32 105.32 Andrew Morgan Services Project Title: Cooling towner 513 US 1,#109 Engineer. AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: T.561 8818999 amorganservices@gmail.com Steel- p - Printed 2 DEC 2014.726PM Steel Beam --- - File=C:18ARRYU-10001-IN-fl rtYUni.ec6 L ENERCALC,INC.19n2014,Build:6.14.11.18,Ver..6.14.tt18 Description: Cooling tower support B3 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# --k--V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuIV6 Vnx Phi'Vnx Dsgn.L= 19.00 It 1 0.655 0.238 140.03 140.03 237.50 213.75 1.00 1.00 25.02 105.32 105.32 +1.20D+0.50L+0.50S-1.OW+1.60H Dsgn.L= 19.00 ft 1 0.334 0.132 -71.31 71.31 237.50 213.75 1.00 1.00 13.92 105.32 105.32 +1.20D+0.50L+0.20S+E+1.60H Dsgn.L= 19.00 it 1 0.161 0.053 34.52 34.52 237.50 213.75 1.00 1.00 5.55 105.32 105.32 +0.90D+W+0.90H Dsgn.L= 19.00 it 1 0.579 0.212 123.85 123.85 237.50 213.75 1.00 1.00 22.33 105.32 105.32 +0.90D-1.OW+0.901-1 Dsgn.L= 19.00 It 1 0.408 0.158 87.31 87.31 237.50 213.75 1.00 1.00 16.61 105.32 105.32 +0.90D+E+0.90H Dsgn.L= 19.00 ft 1 0.086 0.027 18.34 18.34 237.50 213.75 1.00 1.00 2.86 105.32 105.32 Overall Maximum Deflections Load Combination Span Max."-°Dell Location in Span Load Combination Max.°+°Dell Location in Span W Only 1 0.7204 9.500 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 OYBrall MAXimum 19.469 13.187 Overall MINimum 1.905 1.627 +D+H 3.175 2.712 +D+L+H 6.657 5.230 +D+Lr+H 3.175 2.712 +D+S+H 3.175 2.712 +D+0.750Lr+0.750L+H 5.786 4.600 +D+0.750L+0.750S+H 5.786 4.600 +D+0.60W+H 14.856 10.624 +D+0.70E+H 3.175 2.712 +D+O.75OLr+0.750L+0.450W+H 14.547 10.535 +D+0.750L+0.750S+0.450W+H 14.547 10.535 +D+0.750L+0.750S+0.5250E+H 5.786 4.600 +0.60D+0.60W+0.60H 13.586 9.539 +0.60D+0.70E+0.60H 1.905 1.627 D Only 3.175 2.712 Lr Only L Only 3.482 2.518 S Only W Only 19.469 13.187 E Only H Only Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: T.5618818999 amorganservices@gmaii.com _Printed:2 DEC 2074,7 26P Steel Column -- - File=C:tBARRYU-11000LIN-Itanyun.ec6 ENERCALC,INC.1983.2014,Build:6.14.11.18,Ver.6.14.11.18 W=Ma.oa. = i-g. Description: W8x24 Code References Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Steel Section Name: W8x24 L Overall Column Height 5.0 ft Analysis Method: Load Resistance Factor Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=5.0 ft,K=1.0 Load Combination: ASCE 7-10 Y-Y(depth)axis: Un raced Length for Y-Y Axis buckling=5.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:120.502 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 5.0 ft,Xec c= 4.000 in,D=3.10,L=3.50,W=19.50 k _DESIGN SUMMARY Bending&Shear Check Results --- ---- PASS Max.Axial+Bending Stress Ratio = 0.0 :1 Maximum SERVICE Load Reactions.. Load Combination 0.0 Top along X-X 0.0 k Location of maxabove base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pu 0.0 k Bottom along Y-Y 0.0 k 0.9*Pn 0.0 k Mu-x 0.0 k-ft Maximum SERVICE Load Deflections... 0.9*Mn-x: 0.0 k-ft Along Y-Y 0.0 in at 0-oft above base Mu-y 0.0 k-ft for load combination: 0.9*Mn-y: 0.0 k-ft Along X-X 0.0 in at O.Oft above base for load oombination PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination 0.0 Location of maxabove base 0.0 It At maximum location values are... Vu:Applied 0.0 k Vn*Phi:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios _Load Combination Stress Ratio Status Location Stress Ratio Status Location 0.000 PASS 0.00 It 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max Y-Y Deflection Distance Steel Section Properties : W8x24 l� Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: T.5618818999 amorganservices@gmail.com _ Printed:2 DEC 2014.7'26PM Steel Column -- ---- ---- File=C:13ARRYU-11000LIN-1lbarryuni.ec6 ENERCALC,INC.1983014,Build:6.14.11.18,Ver.6.14.11.18 ® e Description: W8x24 Steel Section Properties : W8x24 Depth = 7.930 in I xx = 82.70 in^4 J = 0.346 in^4 Web Thick = 0.245 in S xx = 20.90 in^3 CW = 259.00 106 Flange Width = 6.500 in R xx = 3.420 in Flange Thick = 0.400 in Zx = 23.100 in^3 Area = 7.080 in^2 I yy = 18.300 in^4 Weight = 24.100 plf S yy = 5.630 in-13 Wno = 12.200 in12 Kdesign = 0.794 in R yy = 1.610 in SW = 7.950 Wit K1 = 0.563 in ZY = 8.570 in"3 Qf = 4.710 in^3 its = 1.820 in rT = 1.760 in QW = 11.300 in^3 Ycg = 0.000 in MIR C9 dl �. t 1_- Y 6.501n Loads are total entered value.Arrows do not reflect absolute direction. Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer. AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: T.561 8818999 amorganservices@gmail.com - Printed•Z CEC 2014.72uPM �Descd � ��se (�,�� — --- --- RIe=C:18ARRYU-1\COOUN-1@�arryRCALC,INC.19832014,au ld.6.14.11.18,Uer.6.1ption: To W8x24 Code References Calculations per AISC Design Guide#1, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 --- -- --- ---- ------------ ---- General Information 1 Material Properties ------- --------------- - AISC Design Method Load Resistance Factor Design (D c :LRFD Resistance Factor 0.60 Steel Plate Fy = 36.0 ksi Concrete Support Pc = 3.0 ksi Assumed Bearing Area:Full Bearing Allowable Bearing Fp per J8 0.0 ksi Column-&--P--1a-te Column Properties --- ---------------------- ---- -- ----a Steel Section: W8x24 Depth 7.93 In Area 7.08 in"2 -- — -- .---f- Width 6.5 in box 82.7 in"4 _ Flange Thickness 0.4 in lyy 18.3 in^4 Web Thickness 0.245 in _ Plate Dimensions Support Dimensions N:Length 10.0 in Width along"X" 12.0 in B:Width 10.0 in Length along"Z 12.0 in Thickness 0.750 in Column assumed welded to base plate. r Applied Loads +p P-Y V-Z M-X +M X D:Dead Load....... 3.50 k k k-ft +X +X L:Live....... 3.50 k k k-ft Lr:Roof lave......... k k k_ft S:Snow................ k k k-ft VV:Wind................ 19.50 k k k-ft +Vz E:Earthquake.............. k k k-ft H:Lateral Earth......... k k k-ft +� F� P°=Gravity load,"+"sign is downward. °+ Moments create higher soil pressure at+Z edge. Shears push plate towards+Z edge. Anchor Bolts — Anchor Bolt or Rod Description 5/8° Max of Tension or Pullout Capacity........... 3.60 k Shear Capacity......................................... 4.50 k Edge distance:bolt to plate................... 1.0 in Number of Bolts in each Row................... 2.0 Number of Bolt Rows........................ 1.0 z * Andrew Morgan Services Project Title: Cooling tower y 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: T.561 8818999 amorganservices@gmail.com Printed:2 DEC 2014.'-)GPM �De ' �� t� -- =C:18ARRYU1C000N-1U�anytmi.ec6ENERCALC,INC.19832014,Build:6.14.1.18,Ver6.14.11.18a.oe.scnptton. To W8x24 GOVLRIUING DLSir;tV LOAD ASL SUMMARY Mu:Max.Moment..................... 0.733 k-in Plate Design Summer fb:Max.Bending Stress............... 5.212 ksi Design Method Load Resistance Factor Design Fb:Allowable: 32.400 ksi Governing Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Fy"Phi Governing Load Case Type Axial Load Only Bending Stress Ratio 0.161 Design Plate Size 10"x 10"x 0-3/4" Bending Stress OK Pu:Axial......... 25.450 k fu:Max.Plate Bearing Stress.... 0.255 ksi Mu:Moment........ 0.000 k-ft Fp:Allowable: 1.530 ksi 0.0 Bearing Stress Ratio 0.166 Bearing Stress OK Load Comb. :+1.40D+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 4.900 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 10.000 in fu:Max.Bearing Pressure 0.049 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.032 Will be different from entry d partial bearing used. Plate Bending Stresses Al:Plate Area......... 100.000 in^2 Mmax=Fu*L^2/2................... 0.141 k-in A2:Support Area.................. 144.000 In^2 fb:Actual................................ 1.004 ksi sgrt(A2/A1) 0.000 Fb:Allowable.............................. 32.400 ksi Distance for Moment CalculationStress Ratio..................... 0.031 "m'..................... 1.233 in "n°..................... 2.400 in X.............................. 0.032 in^2 Lambda...................... 0.180 n'........................................ 1.795 in n'*Lambda.................................. 0.322 in L=max(m,n,n")......................... 2.400 in Load Comb. : +1.20D+0.50Lr+1.60L+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 9.800 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 10.000 in fu:Max.Bearing Pressure 0.098 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.064 1,16111 be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area......... 100.000 in^2 Mmax=Fu*1-12/2................... 0.282 k-in A2:Support Area.................. 144.000 In"2 fb:Actual................................ 2.007 ksi sgrt(A2/A1) 0.000 Fb:Allowable.............................. 32.400 ksi Distance for Moment Calculation Stress Ratio..................... 0.062 "m"..................... 1.233 in °n°..................... 2.400 in X.............................. 0.063 in^2 Lambda...................... 0.256 n'............................I........... 1.795 in n'*Lambda.................................. 0.459 in L=max(m,n,n")......................... 2.400 in f� 4 Ahdrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: T.561 8818999 amorganservices@gmail.com Printed 2 DEC 2014,7-,26PM Steel ase Plate ----- -- FIe=C:IBARRYU-11C00LIN-llbarryuWW6� a p q ENERCALC,INC.1983.2014,Build:6.14.11.18,Ver.6.14.11.18 Description: To W8x24 ®� . Load Comb. :+1.20D+1.60L+O.SOS+1.60H Axial Load Only,No Moment Loa in Bearing Stresses Pu:Axial......... 9.800 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 10.000 in fit:Max.Bearing Pressure 0.098 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.064 WiN be different from entry if partial bearing used Plate Bending Stresses Al:Plate Area......... 100.000 1n"2 Mmax=Fu*L"2/2................... 0.282 k-in A2:Support Area.................. 144.000 in^2 fb:Actual................................ 2.007 ksi sgrt(A2/A1) 0.000 Fb:Allowable.............................. 32.400 ksi Distance for Moment Calculation Stress Ratio..................... 0.062 " in...................... 1.233 in "n...................... 2.400 in X.............................. 0.063 in^2 Lambda...................... 0.256 n'........................................ 1.795 in n'*Lambda.................................. 0.459 in L=max(m,n,n")......................... 2.400 in Load Comb. : +1.20D+1.60Lr+0.SOL+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 5.950 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 10.000 in fu:Max.Bearing Pressure 0.060 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.039 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area......... 100.000 in^2 Mmax=Fu*L12/2................... 0.171 k-in A2:Support Area.................. 144.000 in^2 fb:Actual................................ 1.219 ksi sgrt(A2/A1) 0.000 Fb:Allowable.............................. 32.400 ksi Distance for Moment Calculation Stress Ratio..................... 0.038 .M*..................... 1.233 in n"..................... 2.400 in X.............................. 0.039 in^2 Lambda...................... 0.198 n'........................................ 1.795 in n'*Lambda.................................. 0.356 in L=max(m,n,n")......................... 2.400 in Load Comb. : +1.20D+1.60Lr+0.SOW+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 13.950 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 10.000 in fu:Max.Bearing Pressure 0.140 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.091 WV be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area......... 100.000 in^2 Mmax=Fu*L^212................... 0.402 k-in A2:Support Area.................. 144.000 in^2 fb:Actual................................ 2.857 ksi sgrt(A2/A1) 0.000 Fb:Allowable.............................. 32.400 ksi Distance for Moment Calculation Stress Ratio..................... 0.088 "m'..................... 1.233 in "n"..................... 2.400 in X.............................. 0.090 in^2 Lambda...................... 0.308 n'........................................ 1.795 in n'*Lambda.................................. 0.552 in L=max(m,n,n")......................... 2.400 in 13 LZ 16- sl-o -zoo 1.Li 1 2-" ZL, ab -7 z" ro suifor-:—1 Rte. � i��' ��t` � �� 1/ 2oo Z- -goo -SA, i v, f • Fixed Roof Access Ladder _-- Features: o Handrail extending 42 inches above the top rung i 4 Cage begins about eight feet from ground [ o Cage flared at bottom tY' m o 3010 Ib. capacity � j ' o 18" gide steps =4 o 1" diameter wall rungs o Medium-gray enamel paint o Ships all-welded o Meet or exceed OSHA &ANSI standards Design Your Own Call or Fax us your special requirements Phone.1-888-242-3045 a Fax:727-347-4830 ao a SP-6 Security Panel - 6' hinged w/padlock hasp(covers loaner rungs of ladder) 225 SP-8 Security Panel - 8'hinged ,v/padlock hasp (covers loaner rungs of ladder) 350 SG Security Gate located at bottom of cage. Hinged w/padlock hasp 471 Please click column header to scat. No of Rungs Overall Length . t^;eight(lbs.) . Cage . Clear Filter Model # No of Rungs Overall Length Weight(lbs.) Cage Price($USD) FC10 10 12' 8" 187 With Cage 605 FC12 12 14' 8" 223 With Cage 791 FC14 14 16'8" 261 With Cage 920 FC16 16 18' 8" 299 With Cage 1,082 FC18 18 20' 8" 339 With Cage 1,214 FC20 20 22' 8" 368 With Cage 1,295 FC22 22 24' 8" 405 With Cage 1,423 FC24 24 26 8" 442 With Cage 1,546 FV10 10 12' 8" 124 Without Cage 390 FV12 12 14' 8" 142 Without Cage 445 FV14 14 16' 8" 161 Without Cage 499 FV16 16 18' 8" 181 Without Cage 567 FV18 18 20, 8" 194 Without Cage 616 FV20 20 22' 8" 213 Without Cage 671 �l� oR,Es •••• Miami shores Village _ Building Department �OIRI@A 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I(We)have been retained by Barry University to perform special inspector services under the FloridaBuilding Code at the Thompson Hall Cooling Tower project on the below listed structures as of May 12,2015 (date).I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: CC-4-15-793 ❑ SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(R4404.6.1.20) U SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319.17.2.4.2(R4409.6.17.2.4.2) ❑ SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(R4407.5A) X SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218,2(84408.5.2) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(84404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4405.9.12) ❑ SPECIAL INSPECTOR FOR None:Only the marked boxes apply. The following individual(s)employed by this firm or me are authorized representatives to perform inspection 1. 2. 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. I, (we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we)understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code,must be performed by the County.The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department.Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that,to the best of my knowledge,belief and o ose portions of the project outlined above meet the intent of the Florida Building Code and are in e approved plans, prw, EngineedArchitect Name f)'NWr W /1'LG7LLAlu `rw"' Address 613 US I t C)9 "t PAUL► b.+ FL,3;q'08 Phone No. Creat�� Suite 109,513 US 1, North Palm Beach, Florida 33408 Phone:561-881-8999• Email:amorganservices@gmail.com Certificate of authorization#26093 Andrew Moran Services Date:April 23rd,2015. Barry University Cooling tower. Permit#: 0015-793 Building Department Comments. 1. Provide existing structural layout. Show how proposed structure is superimposed on it. Answer:See SI00 existing concrete column layout and framing plans.5101 shows elevations of new framing and how it sits on the existing structure. 2. Provide layout of all structural elements. Answer:SI00 shows all layouts. Details added to drawings to show ALL connections of the new framing to the existing structure. 0000 . . 0000 0000.. 3. State the design assumptions. • 0000 . Answer. Design information and scope added to sheet 5100 attached. •••••• *0:0 000000 0000.. � • 0000 •000.. 4. Check masonry for lateral load from ladder. •. • Answer. The allowable shear on an 8"mason wall, with#S rebar at 96-'�." •. masonry ttuhCenters i,��8,¢ • 0000. pounds per foot. The lateral load on the ladder is 400 pounds maximum. ..'..' . • .. 0000.. 0000.. • S. Design ladder connections. 0 0 0 *see:* 0000.. Answer: The ladder is connected to the wall with Hilti anchors.Note that Ae design of the 0 •• ladders is by the supplier and the ladder rests on a footing. Design requirement Aighlig4t�en '. SI02. 6. Detail structure with notes etc. Answer.Each member of the structure has been detailed. 7. Verify the existing structure. Answer. This is a replacement project The unit is to be replaced with one of similar dimensions and weight. However, the existing column, assuming nominal reinforcing, have been check for the tower and support load. See attached calculations. Avlh� Andrew Morgan,P.E. Suite 109,513 US 1, North Palm Beach, Florida 33408 Phone:561-881-8999 Andrew Moran Services Email:amorganservices@gmail.com April 27th,2015. Bary University Cooling Tower Calculations Revision 1 Table of Contents Particular page Cooling Tower framing Beams .� Column Base plate •0000• Existing column checker •6.6 0000.. .. 0000 • 0000.. 0000 0000.. 0000.. • 0000 • 0000.. 6 .. . 0000. 60 66 000 06060 666666 • 6. 666666 00 666666 • • • 6 6 • 6 6 666666 66 • • 666 6 • 66 0 Prepared by Andrew Morgan, PE57171 ��t1e1t9Btd9p�6 gem 16410 V A-eV,� vNW026 r"l 15'-4'ACCESS LADDER 11AODER LOF � �Vv ' O HAS C, KB HANDRAIL W12x26 a C1 a , CQ AccEss w,2,�o 4 O o 0 LADDER 2 FLOOR DEM LD co as MddCHOLS GHB 150 m , 1/4' HEAVY WELDED 3 STEEL GRA'IM 3 �3 3 W12x65 2 Cl Cl cco co 3 r � 0000 ••. 0000 000.0. B4 .. •. 0000.. W12x50 12'-0` • 0000 0.000. 0000.. 0 • ACCESS LADDER o .•••• •• • �••••� LADDER 3 'n 0000• 0 ..• 0000. U• .0000. .. 0 •0.0 Cl . . . 0003 � . .. .. 0 0000.6 ...... • $ Cl : • 0 • . ..0.:. ...... • • • • • • • . 0000.s o O c. Sc•(��l . W10x22 WlOX22 4 FA777 C2 C2 g C W44VA wto)= te.o k D W tbX14 IS �K wtu►4 b•4 k- t�. S wt2Xs° t3• o tq' K W12x6� �.�.•g 3u•� Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.5618818999 screens. amorganservices@gmail.com Pdnte0.27 APR 2015,11:38AM Steel Beam He=QftffiYU-11Co0LW1ftayunLw6 ENEFICALG,INC.1983-2015 Build fi.15.1.19,Ver:6.15.1.19 Description: Screen top beam continuous CODE REFERENCES Calculations per AISC 360-10,IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 7 span-16.330ftk`' ' 0000• Span=14.83Afl� • • • w8x10 J wax10 °• • •*00 • 000.•96 0000 0000•• 0000 •0000• Applied Loads Service loads entered.Load FactofS'*M be appllbd f&talculatidtts!•• Beam self weight NOT internally calculated and added •••••• °•• • 9.9•• Load for Span Numbers 9•°•9• 00 0 00.00 0 Uniform Load: W=0.7290 k/ft, Tributary Width=1.0 It •••••• • •• Load for Span Number 2 ; Uniform Load: W=0.7290 k/ft, Tributary Width=1.0 ft • • •••••• DESIGN SUMMARY •• Macdmum Bending Stress Ratio = 0.631: 1 Maximum Shear Stress Ratio Section used for this span W8x10 Section used for this span W8x10 Mu:Applied 20.739 k-ft Vu:Applied 6.941 k Mn'Phi:Allowable 32.871 k-ft Vn'Phi:Allowable 40.239 k Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of maximum on span 15.330ft Location of maximum on span 15.330 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.446 in Ratio= 412 Max Upward Transient Deflection -0.001 in Ratio= 175920 Max Downward Total Deflection 0.268 in Ratio= 687 Max Upward Total Deflection -0.001 in Ratio= 293200 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx +1.40D+1.60H Dsgn.L= 15.33 It 1 0.000 36.52 32.87 1.00 1.00 -0.00 40.24 40.24 Dsgn.L= 14.83 ft 2 0.000 36.52 32.87 1.00 1.00 -0.00 40.24 40.24 +120D+0.50Lr+1.60L+1.60H Dsgn.L= 15.33 ft 1 0.000 36.52 32.87 1.00 1.00 -0.00 40.24 40.24 Dsgn.L= 14.83 ft 2 0.000 36.52 32.87 1.00 1.00 -0.00 40.24 40.24 +120D+1.60L+0.50S+1.60H Dsgn.L= 15.33 ft 1 0.000 36.52 32.87 1.00 1.00 -0.00 40.24 40.24 Dsgn.L= 14.83 ft 2 0.000 36.52 32.87 1.00 1.00 -0.00 40.24 40.24 +120D+1.60Lr+0.50L+1.60H Dsgn.L= 15.33 it 1 0.000 36.52 32.87 1.00 1.00 -0.00 4024 4024 Dsgn.L= 14.83 ft 2 0.000 36.52 32.87 1.00 1.00 -0.00 40.24 40.24 +120D+1.60Lr+0.50W+1.60H Dsgn.L= 15.33 It 1 0.315 0.086 6.15 -10.37 10.37 36.52 32.87 1.00 1.00 3.47 40.24 40.24 Dsgn.L= 14.83 ft 2 0.315 0.085 5.51 -10.37 10.37 36.52 32.87 1.00 1.00 3.40 4024 40.24 +120D+0.50L+1.60S+1.60H Dsgn.L= 15.33 ft 1 0.000 36.52 32.87 1.00 1.00 -0.00 40.24 40.24 Dsgn.L= 14.83 ft 2 0.000 36.52 32.87 1.00 1.00 -0.00 40.24 40.24 +120D+1.60S+0.50W+1.60H Dsgn.L= 15.33 ft 1 0.315 0.086 6.15 -10.37 10.37 36.52 32.87 1.00 1.00 3.47 40.24 4024 Dsgn.L= 14.83 ft 2 0.315 0.085 5.51 -10.37 10.37 36.52 32.87 1.00 1.00 3.40 40.24 40.24 Z Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561881 8999 screens. amorganserAces@gmail.com Printed:27 APR 2015,11:MM Steel Beam Re=C.�16ARRYU-l=LlN-1%nyA=6 ENERCALC,INC.1983-2015,Build 6.15.1.19,Ver�:f5.1.19 •. Description: Screen top beam continuous Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values ma Segment Length Span# M V x Mu+ max Mu_ Mu Max Mnx Phi'Mnx Cb Rm VUMax Vnx Phi`Vnx +1200+0.50Lr+0.50L+W+1.60H - - - Dsgn.L= 15.33 ft 1 0.631 0.172 12.30 -20.74 20.74 36.52 32.87 1.00 1.00 6.94 40.24 4024 Dsgn.L= 14.83 ft 2 0.631 0.169 11.01 -20.74 20.74 36.52 32.87 1.00 1.00 6.80 4024 40.24 +1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 15.33 ft 1 0.631 0.172 12.30 -20.74 20.74 36.52 32.87 1.00 1.00 6.94 4024 4024 Dsgn.L= 14.83 ft 2 0.631 0.169 11.01 -20.74 20.74 36.52 32.87 1.00 1.00 6.80 40.24 4024 +120D+0.50L+0.20S+E+1.60H Dsgn.L= 15.33 ft 1 0.000 36.52 32.87 1.00 1.00 -0.00 40.24 40.24 Dsgn.L= 14.83 It 2 0.000 36.52 32.87 1.00 1.00 -0.00 40.24 4024 +0.90D+W+0.90H Dsgn.L= 15.33 ft 1 0.631 0.172 12.30 -20.74 20.74 36.52 32.87 1.00 1.00 6.94 40.24 40.24 Dsgn.L= 14.83 ft 2 0.631 0.169 11.01 -20.74 20.74 36.52 32.87 1.00 1.00 6.80 4024 40.24 +0.90D+E+0.90H Dsgn.L= 15.33 ft 1 0.000 36.52 32.87 1.00 1.00 -0.00 ••404 40.24 Dsgn.L= 14.83 ft 2 0.000 36.52 32.87 1.00 J.00 • -0.00" • VA •• Overall Maximum Deflections _ 60*0 • Load Combination Span Max.='Dell Location in Span Load Combination ••ft x:4'Deft ••Iroeation in Spas•••:• W Only 1 0.4462 6.604 ••0:0 5.0000 • 0.000 • • W Only 2 0.3520 8.670 W Only ••••0-0.0010 • •! 0.228 Vertical Reactions Support notation:Far left is#1 VAt iM KIPS • •• ••••• Load Combination Su • ••• •, • • Support 1 Support 2 Support 3 OveraQ MAXanum 4.235 13.745 4.007 � • � �z--�...•� Overall MINimum 1.906 6.185 1.803 •••s•• • • +D+H • • • • • +D+L+H • •• �•••i• ±•••°: +D+Lr+H • • •••��• +D+S+H •• • • ••• • • +D+0.750Lr+0.750L+H ••• i +D+0.750L+0.750S+H +D+0.60W+H 2.541 8.247 2.404 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 1.906 6.185 1.803 +D+0.750L+0.750S+0.450W+H 1.906 6.185 1.803 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 2.541 8.247 2.404 +0.60D+0.70E+0.60H D Only Lr Orly L Only S Only W Only 4.235 13.745 4.007 E Only H Only • Andrew Morgan Services Project Tdle: Cooling tower 513 US 1,#109 Engineer. AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561881 8999 screens. amorganseMcos@gmaii.com Pnnled:27 APR 2015,11:38AM He=C;V"YU-1=UN- tee Beam s: ENERCALC,INC.1883-2015,aulld�.15,1,19 V1 er6151.19_„ 1.11.. Description: Screen top beam(bottom beam similar) CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel 1 ield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 9 729) ';,�`'?�"�. '`�"�' ,y,'�y�t�§'+�•.ev",Yg�'� 'Y"§�yi'�x2w '� 1 � ,_ea ��t'�a�. �' � '' s ,�#.' � � �'� �^ '+ '�ay�T"� Span-15.330 ft W10x12 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: W=0.7290 klft, Tributary Width=1.0 ft DESIGN SUMMARY - • Maximum Bending Stress Ratio = 0.457: 1 Maximum Shear Stress Ratio= 0.099 : 1 Section used for this span W10x12 Section used for this span W10x12 Mu:Applied 21.415 k-ft Vu:Applied 5.588 k Mn'PH:Allowable 46.904 k-ft Vn`Phi:Allowable 56.259 k Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of maximum on span 7.665ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.584 in Ratio= o i i Max Upward Transient Deflection 0.000 in Ratio= y 0<240 Max Downward Total Deflection 0.351 in Ratio= 524 Max Upward Total Deflection •••• P 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations •••• .... • Load Combination Max Stress Ratios Summary of Moment Values •••••• Summ ol-of Shear Valvas.•:• Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi'Mnx Cb •He1••• VuMax 4/nx Phi'Vnx +1.40D+1.60H •••• •• • ••• • • Dsgn.L= 15.33 it 1 0.000 52.12 46.90 1.00.1w00••• -0.01: •br&26 5riv• +120D+0.50Lr+1.60L+1.60H •••••• • • Dsgn.L= 15.33 it 1 0.000 52.12 46.90 1.00x.00••• -0.0(# • ••6 96 ��•• +1.20D+1.60L+0.50S+1.60H •• • .•..•• Dsgn.L= 15.33 it 1 0.000 52.12 46.90 1.00:?.M.-• -0.00 66.26 56.26.• +1.20D+1.60Lr+0.50L+1.60H •••• • Dsgn.L= 15.33 ft 1 0.000 52.12 46.90 1.00.1.00 •• -0.02••".26 •56.26 • +1.20D+1.60Lr+0.50W+1.60H • • • •••••• Dsgn.L= 15.33 it 1 0.228 0.050 10.71 10.71 52.12 46.90 1.00 1.60 • 2.7$• E $6.26 • +120D+0.50L+1.60S+1.60H •• • Dsgn.L= 15.33 it 1 0.000 52.12 46.90 1.00 1.00 -0.00 56.26 5626 +120D+1.60S+0.50W+1.60H Dsgn.L= 15.33 it 1 0.228 0.050 10.71 10.71 52.12 46.90 1.00 1.00 2.79 56.26 56.26 +120D+0.50Lr+0.50L+W+1.60H Dsgn.L= 15.33 it 1 0.457 0.099 21.42 21.42 52.12 46.90 1.00 1.00 5.59 56.26 56.26 +1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 15.33 ft 1 0.457 0.099 21.42 21.42 52.12 46.90 1.00 1.00 5.59 56.26 56.26 +120D+0.50L+0.20S+E+1.60H Dsgn.L= 15.33 ft 1 0.000 52.12 46.90 1.00 1.00 -0.00 56.26 56.26 +0.90D+W+0.90H Dsgn.L= 15.33 ft 1 0.457 0.099 21.42 21.42 52.12 46.90 1.00 1.00 5.59 56.26 56.26 +0.90D+E+0.90H Dsgn.L= 15.33 it 1 0.000 52.12 46.90 1.00 1.00 -0.00 56.26 56.26 Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561 881 8999 screens. amorganservices@gmail.com Printed 27 APR 2015,11:38AM Steel Beam He=C.IBARRYU-1\c0ouN-1%arry„rae0 ENERCALC,INC.1983.2015,BuUd:6.15.1.19,Vec6.151.15,: Description: Screen top beam(bottom beam similar) Overall Maximum Deflections Load Combination Span Max.-'Dell Location in Span Load Combination Max.'+'Del Location in Span W fly 1 0.5853 7.742 ---------W0-000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall WA um 5.588 5.588 — - — Overall MINimum 2.515 2.515 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 3.353 3.353 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 2.515 2.515 +D+0.750L+0.750S+0.450W+H 2.515 2.515 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 3.353 3.353 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 5.588 5.588 E Only H Only sees • • ••e• sees•• •• • sees e •••e•• sees sees•• • 000000 . • • sees ••000• sees • •• ••e•e sees•• • • •• • •see• •00 • • • • sees•• � • sees•• • Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: Replacement of cooling tower and structural framing.New T.561881 8999 screens. amorganseMces@gmaii.com Primed:27 APR 2015,11:38AM Steel Beam He=CBAaRYu-1\0001lnl-twa�ec6. ENERC&G,INC.1902016,Build:6.15.1.19,VOM15:1.19 Description: B1 walkway beam CODE REFERENCES Calculations per AISC 360-10,IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties _ Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 span a C=ft ww Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.050, L=0.50 k(ft, Tributary Width=1.0 ft DESIGN SUMMARY e Maximum Bending Stress Ratio 0.080: 1 Maximum Shear Stress Ratio- 0.058 : 1 Section used for this span W6x9 Section used for this span W6x9 Ma:Applied 1.242 k-ft Va:Applied 1.169 k Mn/Omega:Allowable 15.540 k-ft Vn/Omega:Allowable 20.060 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 2.125ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0,008 in Ratio= 6,55C- Max ,556Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.009 in Ratio= 5960 Max Upward Total Deflection 0.000 in Ratio= 0<180 see* •••• •••••• Maximum Forces&Stresses for Load Combinations •..` ..,. • Load Combination Max Stress Ratios Summary of Moment Values ••••e• Sunm4j1f Shear Valve*..;. Segment Length Span# M V Mmax+ Mmax• Ma-Max Mnx MnxJOmega Cb •itrn••• Va Max .Unx VnxJOglega , Dsgn.L= 4.25 ft 1 0.007 0.005 0.11 0.11 25.95 15.54 1.00•'6Q6•' 0.1t••34� Z4�• +D+L+H •• • • Dsgn.L= 425 ft 1 0.080 0.058 124 124 25.95 15.54 1.00 1.80 • 1.3••-ga gg Q��•• +D+Lr+H •• •• •• • ...... Dsgn.L= 425 ft 1 0.007 0.005 0.11 0.11 25.95 15.54 1.00:t n• 0.11 80.09 20.06,• +D+S+H • • . Dsgn.L= 425 ft 1 0.007 0.005 0.11 0.11 25.95 15.54 1.00.1.00 • 0-+01169 i 0006... +D+0.750Lr+0.750L+H • • • ••• `• Dsgn.L= 425 It 1 0.062 0.045 0.96 0.96 25.95 15.54 1.00 t.e0 • 0.9Q• wA.19 420.06 • +D+0.750L+0.750S+H •• Dsgn.L= 425 ft 1 0.062 0.045 0.96 0.96 25.95 15.54 1.00 1.00 0.90 30.09 20.06 +D+0.60W+H Dsgn.L= 425 ft 1 0.007 0.005 0.11 0.11 25.95 15.54 1.00 1.00 0.11 30.09 20.06 +D+0.70E+H Dsgn.L= 425 ft 1 0.007 0.005 0.11 0.11 25.95 15.54 1.00 1.00 0.11 30.09 20.06 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 425 ft 1 0.062 0.045 0.96 0.96 25.95 15.54 1.00 1.00 0.90 30.09 20.06 +D+0.750L+0.750S+0.450W+H Dsgn.L= 425 ft 1 0.062 0.045 0.96 0.96 25.95 15.54 1.00 1.00 0.90 30.09 20.06 +D+0.750L+0.750S+0.5250 E+H Dsgn.L= 425 ft 1 0.062 0.045 0.96 0.96 25.95 15.54 1.00 1.00 0.90 30.09 20.06 +0.60D+0.60W+0.60H Dsgn.L= 425 ft 1 0.004 0.003 0.07 0.07 25.95 15.54 1.00 1.00 0.06 30.09 20.06 f� W • Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561881 8999 screens. amorganservices@gmaii.com Pnnted 27 APR 2015,11:38AM Steel Seam 1�11e.=C.-tsaRRn,_ncmoLIN-lbarryunl.eW ENERCALC,[:¢,;1963.2015,Build:6.15.1.19,Ver.6.15.1.19 1.11.. _ �� •. Description: Bt walkway beam Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# _M V --km-ax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega +O.60D+0.70E+0.60H -- -- --- -- -- - Dsgn.L= 4.25 ft 1 0.004 0.003 0.07 0.07 25.95 15.54 1.00 1.00 0.06 30.09 20.06 Overall Maximum Deflections Load Combination Span Max.='Dell Location in Span Load Combination Max.'+'Defl Location in Span +O+L+H 1 0.0086 2.146 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support1 Support 2 -- Overall MAXimum 1.169 -- Overall MINimum 0.064 0.064 +D+H 0.106 0.106 +D+L+H 1.169 1.169 +D+Lr+H 0.106 0.106 +D+S+H 0.106 0.106 +D+0.750Lr+0.750L+H 0.903 0.903 +D+0.750L+0.750S+H 0.903 0.903 +D+0.60W+H 0.106 0.106 +D+0.70E+H 0.106 0.106 +D+0.750Lr+0.750L+0.450W+H 0.903 0.903 +D+0.750L+0.750S+0.450W+H 0.903 0.903 +D+0.750L+0.750S+0.5250E+H 0.903 0.903 +0.60D+0.60W+0.60H 0.064 0.064 +0.60D+0.70E+0.60H 0.064 0.064 D Only 0.106 0.106 Lr Only •••• LOnly 1.063 1.063 • • •••• ••••0• SOnly •••• ; ••.• • W Only • • E Only H Only • ..••.• Andrew Morgan services Project Title: Cooling tower 513 US 1,#109 Engineer. Aim Project ID: 1426 North Palm Beach FL 33408 Project Descr: Replacement of cooling tower and structural framing.New T.561881 8999 screens. amorganservices O gmail.com Printed:27 APR 2015,11:38AM Steel Beam Re=oAeAAR,vAMOLIN-ltbarryumec8 ENERCALC,INC.1 3 2015,Build .15.1.19,Yer.&15.1.19 o- Description: B8 walkway beam w12x26 CODE REFERENCES Calculations per AISC 360-10,IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Span=14.630 ft W 12x26 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT intemally calculated and added Uniform Load: D=0.0220, L=0.220 klft, Tributary Width=1.0 ft DESIGN SUMMARY . Maximum Bending Stress Ratio 0.075: 1 Maximum Shear Stress Ratio= 000166033: 1 Section used for this span W12x26 Section used for this span • . •.Ory 6 ***G:* Mu:Applied 10.403 k-ft Vu:Applied • • • .• • Mn*Phi:Allowable 139.500 k-ft - Vn*Phi:Allowable •••••• ••:84.180 k•••••• Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination •-61g$W.5OLr+1.60k+1.60H �••••; Location of maximum on span 7.415ft Location of maximum on span 14.830 ft. • .000 •• Span#where maximum occurs Span#1 Span#where maximum occurs .••••. •Spoff#1 **see Maximum Deflection ..... ...... Max Downward Transient Deflection 0.041 in Ratio= x,082 • • •••• • Max Upward Transient Deflection 0.000 in Ratio= V 0<360 •• •• •• • •••••• • Max Downward Total Deflection •••.•• 0.045 in Ratio= 3966 • Max Upward Total Deflection 0.000 in Ratio= 0<180 : • • • ••000:••• •••••• Maximum Forces&Stresses for Load Combinations : 000 • 0.0 Load Combination Max Stress Ratios Summary of Moment Values Sum%9f S ar Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VUMax Vnx Phi*Vnx +1.40D+1.60H - Dsgn.L= 14.83 ft 1 0.006 0.003 0.85 0.85 155.00 139.50 1.00 1.00 023 84.18 84.18 +120D+0.50Lr+1.60L+1.60H Dsgn.L= 14.83 It 1 0.075 0.033 10.40 10.40 155.00 139.50 1.00 1.00 2.81 84.18 84.18 +120D+1.60L+0.50S+1.60H Dsgn.L= 14.83 ft 1 0.075 0.033 10.40 10.40 155.00 139.50 1.00 1.00 2.81 84.18 84.18 +120D+1.60Lr+0.50L+1.60H Dsgn.L= 14.83 It 1 0.027 0.012 3.75 3.75 155.00 139.50 1.00 1.00 1.01 84.18 84.18 +1.20D+1.60Lr+0.50W+1.60H Dsgn.L= 14.83 ft 1 0.005 0.002 0.73 0.73 155.00 139.50 1.00 1.00 020 84.18 84.18 +120D+0.50L+1.60S+1.60H Dsgn.L= 14.83 ft 1 0.027 0.012 3.75 3.75 155.00 139.50 1.00 1.00 1.01 84.18 84.18 +120D+1.60S+0.50W+1.60H Dsgn.L= 14.83 It 1 0.005 0.002 0.73 0.73 155.00 139.50 1.00 1.00 020 84.18 84.18 +120D+0.50Lr+0.50L+W+1.60H Dsgn.L= 14.83 ft 1 0.027 0.012 3.75 3.75 155.00 139.50 1.00 1.00 1.01 84.18 84.18 +1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 14.83 ft 1 0.027 0.012 3.75 3.75 155.00 139.50 1.00 1.00 1.01 84.18 84.18 +120D+0.50L+0.20S+E+1.60H Dsgn.L= 14.83 It 1 0.027 0.012 3.75 3.75 155.00 139.50 1.00 1.00 1.01 84.18 84.18 +0.90D+W+0.90H Dsgn.L= 14.83 ft 1 0.004 0.002 0.54 0.54 155.00 139.50 1.00 1.00 0.15 84.18 84.18 +0.90D+E+0.90H Dsgn.L= 14.83 ft 1 0.004 0.002 0.54 0.54 155.00 139.50 1.00 1.00 0.15 84.18 84.18 19 Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561881 8999 screens. amorganservices @ gmail.com Pnnted 27 APR 2015,1-1:38AM Steel Bea1.11m He=CA§ARRYt1-IXC00LIN-1lbarryurd.ec6 FKACALC,,INC.IW3-2015,BWld:6.16.1.19,Vgr:6.15.1.19 .. �- •' Description: B8 walkway beam W12x26 Overall Maximum Deflections Load Combination Span Max.='Detl Location in Span Load Combination Max.'+'Deft Location in Span +D+L+H 1 0.0449 7.489 ---- - 0.0000 0.000 - Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAximum 1.794 1.794 -------- ---- - Overall MINimum 0.098 0.098 +D+H 0.163 0.163 +D+L+H 1,794 1,794 +D+Lr+H 0.163 0.163 +D+S+H 0.163 0.163 +D+0.750Lr+0.750L+H 1.387 1.387 +D+0.750L+0.750S+H 1.387 1.387 +D+0.60W+H 0.163 0.163 +D+0.70E+H 0.163 0.163 +D+0.750Lr+0.750L+0.450W+H 1.387 1.387 +D+0.750L+0.750S+0.450W+H 1.387 1.387 +D+0.750L+0.750S+0.5250E+H 1.387 1.387 +0.60D+0.60W+0.60H 0.098 0.098 +0.60D+0.70E+0.60H 0.098 0.098 D Only 0.163 0.163 Lr Only L Only 1.631 1.631 S Only W Only E Only HOnly •°••'• • • •••• •••••• •••••• •••• •••••• • • • • •so ••••• •••••• •• • ••••• •• •• •• • • ° of • Andrew Morgan Services Project TiiGe: Cooling tower 513 US 1,#109 Engineer. AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561 881 8999 screens. amorgameMces@gmaii.com Pnnted 27 APR 2015,11.3MM Steel Beam rue=.e-WRRru-ltcoouN-1Ixs ENEAGALC,INC:I98'i-22015,Build:6.15.1.19,Ver.6.15.1.19 Description: B2 cooling tower support W12x14 CODE REFERENCES Calculations per AISC 360-10,IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 s7 °- span=9.60 fl --. w12X14 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.8370, L=0.150, W=1.133 Vill, Tributary Width=1.0 ft DESIGN SUMMARY . -- - Maximum Bending Stress Ratio 6.316: 1 Maximum Shear Stress Ratio= 0.149: 1 Section used for this span W12x14 Section used for this span W12x14 Mu:Applied 20.611 k-ft Vu:Applied 9.586 k Mn*Phi:Allowable 65.250 k-ft Vn*Phi:Allowable 64.260 k Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Load Combination +1.20D+0.5OLr+0.50L+W+1.60H Location of maximum on span 4.300ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.055 in Ratio- !,BBC Max Upward Transient Deflection 0.000 in Ratio= V 0<360 Max Downward Total Deflection 0.074 in Ratio= 1396 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations •.•• Load Combination Max Stress Ratios Summary of Moment Values e • SUIMIN"al Shear Values.••e Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb •%n : VuMax a eyrw Phi*Vruu,• +1.40D+1.60H • •ee••e •ee• •eeeee Dsgn.L= 8.60 ft 1 0.169 0.080 11.02 11.02 72.50 65.25 1.00,1.QQ,•e 5.12 •71.4Q 64.26 • +120D+0.50Lr+1.60L+1.60H *****a Dsgn.L= 8.60 It 1 0.179 0.084 11.66 11.66 72.50 6525 1.00•�.Qtl"• 5.41 e• 71.40 64.26 e +120D+1.60L+0.5OS+1.60H 0000 • e• e•••• Dsgn.L= 8.60 ft 1 0.179 0.084 11.66 11.66 72.50 65.25 1.00*4.10• 5.42 e e7 0.40 IAP•• +120D+1.60Lr+0.50L+1.60H Dsgn.L= 8.60 ft 1 0.155 0.073 10.14 10.14 72.50 65.25 1.00 1.00 00 e e 4.71 00 e e " 0000 31.40 64.26.•e +1.20D+1.60Lr+0.50W+1.60H Dsgn.L= 8.60 ft 1 0225 0.106 14.68 14.68 72.50 65.25 1.00.1.00 • 6.8,:..JS.4o ".28"' +120D+1.60Lr-0.50W+1.60H . . . . . Dsgn.L= 8.60 ft 1 0.064 0.030 421 421 72.50 65.25 1.00'LQO' : 1.96• .11.40 +120D+0.50L+1.60S+1.60H . • • Dsgn.L= 8.60 ft 1 0.155 0.073 10.14 10.14 72.50 65.25 1.00 1.00 4.71 a 71. 0 64.26 +120D+1.60S+0.50W+1.60H Dsgn.L= 8.60 it 1 0.225 0.106 14.68 14.68 72.50 65.25 1.00 1.00 6.83 71.40 6426 +1.20D+1.60S-0.50W+1.60H Dsgn.L= 8.60 ft 1 0.064 0.030 421 4.21 72.50 65.25 1.00 1.00 1.96 71.40 64.26 +120D+0.5OLr+0.50L+W+1.60H Dsgn.L= 8.60 ft 1 0.316 0.149 20.61 20.61 72.50 65.25 1.00 1.00 9.59 71.40 64.26 +1.20D+0.5OLr+0.50L-1.OW+1.60H Dsgn.L= 8.60 ft 1 0.005 0.002 -0.34 0.34 72.50 6525 1.00 1.00 0.16 71.40 64.26 +1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 8.60 ft 1 0.316 0.149 20.61 20.61 72.50 6525 1.00 1.00 9.59 71.40 6426 io Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561 881 8999 screens. amorganservices@gmail.com Printetl:27 APR 2015,11:38AM Steel Beam Fge=C.WRRvtt-1�OLIN-1lbarrymd.ec6 ENERCALC,INC.1983.2015,atdlt1c6:15,1.19,Ver:6.15.1.19 • 1.11 :.... _ Description: B2 Cooling tower support W12x14 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M Vmax Mu+ max Mu- Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx +120 D+0.50L+0.50S-1.0W+1.60H --- Dsgn.L= 8.60 ft 1 0.005 0.002 -0.34 0.34 72.50 65.25 1.00 1.00 0.16 71 AO 64.26 +120D+0.50L+0.20S+E+1.60H Dsgn.L= 8.60 ft 1 0.155 0.073 10.14 10.14 72.50 6525 1.00 1.00 4.71 71.40 64.26 +0.90D+W+0.90H Dsgn.L= 8.60 ft 1 - 0.269 0.127 17.56 17.56 72.50 65.25 1.00 1.00 8.17 71.40 64.26 +0.90D-1.OW+0.90H Dsgn.L= 8.60 ft 1 0.052 0.025 -3.39 3.39 72.50 65.25 1.00 1.00 1.58 71.40 64.26 +0.90D+E+0.90H Dsgn.L= 8.60 ft 1 0.109 0.051 7.08 7.08 72.50 65.25 1.00 1.00 329 71.40 64.26 Overall Maximum Deflections Load Combination Span Max ='Dell Location in Span Load Combination Max.'+'Defl Location in Span +D+0.60W+H 1 0.0739 4.343 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.583 6.583 -- -- - - Overall MINimum 0.645 0.645 +D+H 3.660 3.660 +D+L+H 4.305 4.305 +D+Lr+H 3.660 3.660 +D+S+H 3.660 3.660 +D+0.75OLr+0.750L+H 4.144 4.144 +D+0.750L+0.750S+H 4.144 4.144 +D+0.60W+H 6.583 6.583 +D+0.70E+H 3.660 3.660 +D+0.750Lr+0.750L+0.450W+H 6.336 6.336 +D+0.750L+0.750S+OA50W+H 6.336 6.336 +0+0.750L+0.750S+0.5250E+H 4.144 4.144 +0.60D+0.60W+0.60H 5.119 5.119 +0.600+0.70E+0.60H 2.196 2.196 D Only 3.660 3.660 Lr Only L Only 0 945 0.645 S Only W Only 4.872 4.872 E Only H Only •••• • • • • •96• 0960•0 •• • 0000 • 0.0.90 6.0000*0 0• •9600• • 0000 •• • :9090: • • 0 • • 006• • •• 00090 • •0069• •• • •06•• •• •• •• • •9696• • •9.09• • • • • • 9 • • • • 0000•• 0.0.00 • • • 69990• • 9 • F Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: Replacement of cooling tower and structural framing.New T.561881 8999 screens. amorgansewicesOgmail.com Printed.27 APR 2015,11:38AM Steel Beam F;ffe=c:Wfflnru_1i000UN-1bwrpra.eW ENERCALC,INC.1902015.;$uild6:15.1.19,Ver:6:15:1.19 Description: 134 cooling tower support beam WINK CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Unbraced Lengths First Brace starts at 12.0 ft from Left-Most support Regular spacing of lateral supports on length of beam= ft D(3.7)L(0.7)W(4.9) WH Znl 111111011 Spee=14.830 ft W 12x50 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.8220, L=0.40, W=1.529 k/ft, Tributary Width=1.0 ft Point Load: D=3.70, L=0.70, W=4.90 k @ 12.0 It DESIGN SUMMARY Maximum Bending Stress Ratio = 0.364: 1 Maximum Shear Stress Ratio= 0.210 : 1 Section used for this span W12x50 Section used for this span W12x50 Mu:Applied 90.616 k-ft Vu:Applied 28,418 k Mn*Phi:Allowable 248.897 k-ft Vn•Phi:Allowable 135.420 k Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Load Cnmbination +??0D+0.50Lr+0.50L+W+1.60H Location of maximum on span 8.082ft Location of maximum on span 14.830 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.176 in Ratio= 1,012 Max Upward Transient Deflection 0.000 in Ratio= 0<360 •••• Max Downward Total Deflection 0.217 in Ratio= 822 • • •••• •••••• Max Upward Total Deflection 0.000 in Ratio= 0<180 •• • •••• • Maximum Forces&Stresses for Load Combinations 990:0* 00 99 00 00:6 Load Combination Max Stress Ratios Summary of Moment Values 000000 Summary of Shear Vaftre�•• Segment Length Span# M V max Mu+ max MU__ Mu Max Mnx Phi*Mnx Cb• m • VuMaK • VnK Phi*Vnx 0 +1.40D+1.60H •••• • •• 0 • Dsgn.L= 14.83 ft 1 0.166 0.098 4128 41.28 276.31 248.67 1.12"IV 0; 13.24*0 AJ2 f3t.lf 0 +120D+0.50Lr+1.60L+1.60H 00 00 00 0 000000 Dsgn.L= 14.83 ft 1 0.219 0.126 54.55 54.55 276.80 249.12 1.12,3.Gfi 9• 17.00 135.42 135.42 0 +120D+1.60L+0.50S+1.60H • • • • Dsgn.L= 14.83 ft 1 0.219 0.126 54.55 54.55 276.80 249.12 1.120 1.00 0 17.000• •A.,42 35.42 - +120D+1.60Lr+0.50L+1.60H 000000 Dsgn.L= 14.83 It 1 0.166 0.097 41.37 41.37 276.31 248.67 1.12 t.00 0 13.1 J 0 33.12 135.42 0 +1.20D+1.60Lr+0.50W+1.60H 00 0 Dsgn.L= 14.83 It 1 0.241 0.140 60.00 60.00 276.31 248.67 1.12 1.00 19.00 135.42 135.42 +120D+1.60Lr-0.50W+1.60H Dsgn.L= 14.83 ft 1 0.044 0.027 10.81 10.81 276.06 248.45 1.12 1.00 3.70 135.42 135.42 +120D+0.50L+1.60S+1.60H Dsgn.L= 14.83 ft 1 0.166 0.097 41.37 41.37 276.31 248.67 1.12 1.00 13.12 135.42 135.42 +120D+1.60S+0.50W+1.60H Dsgn.L= 14.83 ft 1 0.241 0.140 60.00 60.00 276.31 248.67 1.12 1.00 19.00 135.42 135.42 +1.20D+1.60S-0.50W+1.60H Dsgn.L= 14.83 It 1 0.044 0.027 10.81 10.81 276.06 248.45 1.12 1.00 3.70 135.42 135.42 +120D+0.50Lr+0.50L+W+1.60H Dsgn.L= 14.83 ft 1 0.364 0.210 90.62 90.62 276.55 248.90 1.12 1.00 28.42 135.42 135.42 Andrew Morgan Services Project Title: Cooling tower 513 us 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.5618818999 screens. amorganservices @ gmail.00m Printed 27 APR 2015,11:38AM Steel Beam ENERCALC,INC.19*2015,Build:6.15.1.19, 'e File=CIBARRYU-11COOLIN-1 Ver:61.19 Description: 134 cooling tower support beam W1 260 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu-+ max Mu- Mu Max Mnx Phi`Mnx Cb Rm VuMax Vnx Phi'Vnx +120D+0.5OLr+0.50L-1.OW+1.60H - - Dsgn.L= 14.83 ft 1 0.036 0.016 -7.94 7.94 247.14 222.43 1.00 1.00 2.19 135.42 135.42 +1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 14.83 ft 1 0.364 0.210 90.62 90.62 276.55 248.90 1.12 1.00 28.42 135.42 135.42 +120D+0.50L+0.50S-1.OW+1.60H Dsgn.L= 14.83 It 1 0.036 0.016 -7.94 7.94 247.14 222.43 1.00 1.00 2.19 135.42 135.42 +120D+0.50L+0.20S+E+1.60H Dsgn.L= 14.83 ft 1 0.166 0.097 41.37 41.37 276.31 248.67 1.12 1.00 13.12 135.42 135.42 +0.90D+W+0.90H Dsgn.L= 14.83 ft 1 0.304 0.176 75.78 75.78 276.55 248.90 1.12 1.00 23.81 135.42 135.42 +0.90D-1.OW+0.90H Dsgn.L= 14.83 ft 1 0.102 0.050 -22.75 22.75 247.14 222.43 1.00 1.00 6.79 135.42 135.42 +0.90D+E+0.90H Dsgn.L= 14.83 ft 1 0.107 0.063 26.54 26.54 276.31 248.67 1.12 1.00 8.51 135.42 135.42 Overall Maximum Deflections Load Combination Span Max.°-°Doff Location in Span Load Combination Max.Y Dell Location in Span +D+0.750L+0.750S+0.450W+H 1 0.2166 7.637 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 15.017 18.993 - - Overall MINimum 3.100 3.532 +D+H 7.170 9.458 +D+L+H 10.269 12.990 +D+Lr+H 7.170 9.458 +D+S+H 7.170 9.458 +D+0.75OLr+0.750L+H 9.494 12.107 +D+0.750L+0.750S+H 9.494 12.107 +D+0.60W+H 14.533 18.639 +D+0.70E+H 7.170 9.458 +D+0.75OLr+0.750L+0.450W+H 15.017 18.993 +D+0.750L+0.750S+0.450W+H 15.017 18.993 +D+0.750L+0.750S+0.5250E+H 9.494 12.107 +0.60D+0.60W+0.60H 11.665 14.856 +0.60D+0.70E+0.60H 4.302 5.675 D Only 7.170 9.458 Lr Only L Only 3.100 3.532 S Only W Only 12.273 15.302 • • EOnly i ••• •••• 0.006 HOnly •• • 0000 • 0000•• 0000 0000•• 0 000 • 0000•• • • • 00.00• 0000 •• • • • 0000 • •• 0000• 0000•• •• • •e••• •• •• •• • 0000•• • 0000•• • • • • • • 0000•• 0000•• • • • 000.0• 1 � Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer. AJM Project ID: 1426 North Palm Beach FL 33408 Protect Descr. Replacement of cooling tower and structural framing.New T.561 8818999 screens. amorganservices@gmail.com Panted:27 APR 2015,11.38AM Steep Beam M= Yu-1tCoounl-I%anytlnLec6 ENERCALC,INC.1983.2015,EBUId6;15,L19,Ver615.1.19. Description: B3 cooling tower support beam W1245 mum CODE REFERENCES _ Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Unbraced Lengths First Brace starts at 12.0 ft from Left-Most support -- Regular spacing of lateral supports on length of beam= ft D(7.4)L(1.4)W(9.8) 4 s. i Span=14.830 ft W 12x85 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=1.643, L=0.40, W=3.057 k(ft, Tributary Width=1.0 ft Point Load: D=7.40, L=1.40, W=9.80 k @ 12.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.490: 1 Maximum Shear Stress Ratio= 0.389: 1 Section used for this span W12x65 Section used for this span W12x65 Mu:Applied 174.594 k-ft Vu:Applied 55.030 k Mn*Phi:Allowable 356.217 k-ft Vn'Phi:Allowable 141.570 k Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Load Combination +?20D+0.50Lr;0.50L+W+1.60F! Location of maximum on span 8.082ft Location of maximum on span 14.830 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.258 in Ratio= 690 Max Upward Transient Deflection 0.000 in Ratio= 0<360 ••••• Max Downward Total Deflection 0.307 in Ratio= 580 • • •.•• •"•••+ Max Upward Total Deflection 0.000 in Ratio= 0<180 • • • • •• • ..•• • Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Vaiu"••+ Segment Length Span# __M_V max Mu-+ max Mu- Mu Max Mnx Phi*Mnx Cb. m . VUMro Phi*Vnx • +1.40D+1.60H *ease* Dsgn.L= 14.83 ft 1 0.228 0.184 81.21 8121 395.80 356.22 1.12•f od": 26.14 *V%7 ATA?` +120D+0.50Lr+1.60L+1.60H •• .. *• • ***of* Dsgn.L= 14.83 ft 1 0.254 0.204 90.51 90.51 395.80 356 22 1.12•;6"9• 28.94 141.57 141.57•• +120D+1.60L+0.50S+1.60H • • • • Dsgn.L= 14.83 ft 1 0.254 0.204 90.51 90.51 395.80 35622 1.12 1.00 •• 28.4••1,4+.#7 1�157• +120D+1.60Lr+0.50L+1.60H 0 0 Dsgn.L= 14.83 ft 1 0.214 0.173 76.14 76.14 395.80 356.22 1.12.1.00 • 24.41. 1.4t.:7 1;157 •• +120D+1.60Lr+0.50W+1.60H •• • Dsgn.L= 14.83 ft 1 0.334 0.266 118.83 118.83 395.80 35622 1.12 1.00 37.68 141.57 141.57 +120D+1.60Lr-0.50W+1.60H Dsgn.L= 14.83 It 1 0.058 0.050 20.51 20.51 395.80 35622 1.12 1.00 7.08 141.57 141.57 +120D+0.50L+1.60S+1.60H Dsgn.L= 14.83 ft 1 0.214 0.173 76.14 76.14 395.80 356.22 1.12 1.00 24.43 141.57 141.57 +120D+1.60S+0.50W+1.60H Dsgn.L= 14.83 ft 1 0.334 0.266 118.83 118.83 395.80 356.22 1.12 1.00 37.68 141.57 141.57 +120D+1.60S-0.50W+1.60H Dsgn.L= 14.83 ft 1 0.058 0.050 20.51 20.51 395.80 356.22 1.12 1.00 7.08 141.57 141.57 +120D+0.50Lr+0.50L+W+1.60H Dsgn.L= 14.83 ft 1 0.490 0.389 174.59 174.59 395.80 35622 1.12 1.00 55.03 141.57 141.57 14 Andrew Morgan Services Project Title: Cooling tower 513 us 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561 881 8999 screens. amorganservices@gmail.com Printed:27 APR 2015,11:38AM Steel.Beam FUe=c 1BARRYU-11CoouN-lVxmyuni.ec6 1.11.. .: ENERCALC;.INC.1983-2015,at ild.6.15.1.19,Ver.6.15.1.19 Description: B3 cooling tower support beam W1245 Load Combination Max Stress Ratios __ Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi-Vnx +120 D+0.50Lr+0.50L-1.0W+1.60H Dsgn.L= 14.83 ft 1 0.066 0.044 -22.51 22.51 378.32 340.49 1.00 1.00 6.16 141.57 141.57 +1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 14.83 It 1 0.490 0.389 174.59 174.59 395.80 356.22 1.12 1.00 55.03 141.57 141.57 +120D+0.50L+0.50S-1.0W+1.60H Dsgn.L= 14.83 It 1 0.066 0.044 -22.51 22.51 378.32 340.49 1.00 1.00 6.16 141.57 141.57 +120D+0.50L+020S+E+1.60H Dsgn.L= 14.83 ft 1 0.214 0.173 76.14 76.14 395.80 356.22 1.12 1.00 24.43 141.57 141.57 +0.90D+W+0.90H Dsgn.L= 14.83 ft 1 0.423 0.335 150.66 150.66 395.80 356.22 1.12 1.00 47.39 141.57 141.57 +0.90D-1.OW+0.90H Dsgn.L= 14.83 ft 1 0.136 0.098 -46.34 46.34 378.32 340.49 1.00 1.00 13.81 141.57 141.57 +0.90D+E+0.90H Dsgn.L= 14.83 ft 1 0.147 0.119 52.21 52.21 395.80 356.22 1.12 1.00 16.79 141.57 141.57 Overall.Maximum Deflections Load Combination Span Max.-'Dell Location in Span Load Combination Max.Y Dell Location in Span +D+0.60W+H 1 0.3069 7.637 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 -- Overall MAXenum 28.800 37.011 -- - -- Overall MINimum 3.233 4.099 +D+H 14.077 18.653 +D+L+H 17.310 22.752 +D+Lr+H 14.077 18.653 +D+S+H 14.077 18.653 +D+0.75OLr+0.750L+H 16.502 21.727 +D+0.750L+0.750S+H 16.502 21.727 +D+0.60W+H 28.800 37.011 +D+0.70E+H 14.077 18.653 +D+0.75OLr+0.750L+0.450W+H 27.544 35.496 +D+0.750L+0.750S+0.450W+H 27.544 35.496 +D+0.750L+0.750S+0.5250E+H 16.502 21.727 +0.60D+0.60W+0.60H 23.169 29.550 +0.60D+0.70E+0.60H 8.446 11.192 D Only 14.077 18.653 Lr Only L Only 3.233 4.099 Sonly �•�� W Only 24.538 30.598 • • EOnly i ••• 0000 ••••�• HOnly •• • 0090 • 000••0 0000 0000•9 • 00.090 • • • 0000 •• • :0000: 0 • • • 0 0000 • •• 0000• 66.00• •• • 0000• 06 00 00 • 0000•• • 0000•• • • • • • • •••••• 00.000 • • • • • 00 • Andrew Morgan Services Project Tale: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561 8818999 screens. amorganseMces@gmail.com PrhW:27 APR 2015,11.38AM Steel Beam File=C:1BARRYUAWOLIN-Abarryunlec6 ENERCALC,WC.1983-2015,&dld:6.15.1.19,Ver615.1.19 Description: B5 cooling tower support beam W12x50 CODE REFERENCES _ Calculations per AISC 360-10,IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties _ Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Unbraced Lengths First Brace starts at 8.50 ft from Left-Most support ----- ---- Regular spacing of lateral supports on length of beam= ft D(1.3)Q3.3)W(10.5) r y Span=13.50 It T W 12x50 ---- Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: D=1.30, L=3.30, W=10.50 k @ 8.50 ft DESIGN SUMMARYe- s Maximum Bending Stress Ratio = 0.165: 1 Maximum Shear Stress Ratio= 0.067: 1 Section used for this span W12x50 Section used for this span W12x50 Mu:Applied 44.385 k-ft Vu:Applied 9.035 k Mn'Phi:Allowable 269.625 k-ft Vn'Phi:Allowable 135.420 k Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Load Combination +12nn+0.54Lr+0.50L+W+1.60H Lavation of maximum on span 8.505ft Location of maximum on span 13.500 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.075 in Ratio= 2,145 00000 Max Upward Transient Deflection • P 0.000 in Ratio= 0<3600000 Max Downward Total Deflection 0.064 in Ratio= 2516 •• • ; .... • Max Upward Total Deflection 0.000 in Ratio= 0<180 • • • Maximum Forces&Stresses for Load Combinations •••••• :Soo*: Load Combination Max Stress Ratios Summary of Moment Values •••••• Sr $hear Values • Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi'Mnx Cb. Afi•• VuMaft qIAx Phi rali 0• +1.40D+1.60H 000000 •• Dsgn.L= 13.50 ft 1 0.027 0.012 720 720 299.58 269.63 1.32.100•• 1.62 •'139!42 135:42';' +120D+0.50Lr+1.60L+1.60H • Dsgn.L= 13.50 ft 1 0.084 0.035 22.78 22.78 299.58 269.63 1.38:.00• 0 4.71. 135„42 13U2*:* +120D+1.60L+0.50S+1.60H 0 0•*0• Dsgn.L= 13.50 ft 1 0.084 0.035 22.78 22.78 299.58 269.63 1.38-.1-00,0, 4.71' 135.42 I UI•• +120D+1.60Lr+0.50L+1.60H •• • . •.. . • Dsgn.L= 13.50 ft 1 0.042 0.018 11.36 11.36 299.58 269.63 1.36 1.00 2.42•4A5.48 135.42 +1.20D+1.60Lr+0.50W+1.60H Dsgn.L= 13.50 ft 1 0.084 0.035 22.68 22.68 299.58 269.63 1.38 1.00 4.69 135.42 135.42 +120D+1.60Lr-0.50W+1.60H Dsgn.L= 13.50 It 1 0.045 0.016 -10.34 10.34 255.96 230.37 1.00 1.00 222 135.42 135.42 +I 20D+0.50L+1.60S+1.60H Dsgn.L= 13.50 ft 1 0.042 0.018 11.36 11.36 299.58 269.63 1.36 1.00 2.42 135.42 135.42 +120D+1.60S+0.50W+1.60H Dsgn.L= 13.50 ft 1 0.084 0.035 22.68 22.68 299.58 269.63 1.38 1.00 4.69 135.42 135.42 +1.20D+1.60S-0.50W+1.60H Dsgn.L= 13.50 ft 1 0.045 0.016 -10.34 10.34 255.96 230.37 1.00 1.00 222 135.42 135.42 +120D+0.50Lr+0.50L+W+1.60H Dsgn.L= 13.50 ft 1 0.165 0.067 44.38 44.38 299.58 269.63 1.39 1.00 9.03 135.42 135.42 16 Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Protect Descr. Replacement of cooling tower and structural framing.New T.561 881 8999 screens. amorganservices@gmail.com Pnnted:27 APR 2015,11.38AM Steel Beam He=C:1BARRYU-1nW0.uNA1barryuW.ec6 ENERCALC,INC.1983-2015,Build:6.15.1 19,yer.6.15.1.19 Description: 135 doling tower support beam W12x50 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx +120D+0.50Lr+0.50L-1.0W+1.60H -- - - Dsgn.L= 13.50 ft 1 0.094 0.033 -21.66 21.66 255.96 230.37 1.00 1.00 4.49 135.42 135.42 +1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 13.50 ft 1 0.165 0.067 44.38 44.38 299.58 269.63 1.39 1.00 9.03 135.42 135.42 +120D+0.50L+0.50S-1.OW+1.60H Dsgn.L= 13.50 ft 1 0.094 0.033 -21.66 21.66 255.96 230.37 1.00 1.00 4.49 135.42 135.42 +120D+0.50L+020S+E+1.60H Dsgn.L= 13.50 ft 1 0.042 0.018 11.36 11.36 299.58 269.63 1.36 1.00 2.42 135.42 135.42 +0.90D+W+0.90H Dsgn.L= 13.50 ft 1 0.140 0.056 37.65 37.65 299.58 269.63 1.39 1.00 7.65 135.42 135.42 +0.90D-1.OW+0.90H Dsgn.L= 13.50 It 1 0.123 0.043 -28.39 28.39 255.96 230.37 1.00 1.00 5.80 135.42 135.42 +0.90D+E+0.90H Dsgn.L= 13.50 ft 1 0.017 0.008 4.63 4.63 299.58 269.63 1.32 1.00 1.04 135.42 135.42 Overall Maximum Deflections _ Load Combination Span Max.-'Deft Location in Span Load Combination Max Y Doff Location in Span W OnIY 1 0.0755 7.290 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support i Support 2 Overall MAXimum 3.889 ---- Overall MINimum 0.490 0.692 +D+H 0.817 1.154 +D+L+H 2.039 3.232 +D+Lr+H 0.817 1,154 +D+S+H 0.817 1.154 +D+0.75OLr+0.750L+H 1.734 2.712 +D+0.750L+0.750S+H 1.734 2.712 +0+0.60W+H 3.150 5.121 +D+0.70E+H 0.817 1.154 +D+0.75OLr+0.750L+0.450W+H 3.484 5.687 +D+0.750L+0.750S+0.450W+H 3.484 5.687 +D+0.750L+0.750S+0.5250E+H 1.734 2.712 +0.60D+0.60W+0.60H 2.824 4.659 +0.60D+0.70E+0.60H 0.490 0.692 D Only 0.817 1.154 Lr Only L Only 1.222 2.078 S Only ••"' WOnly 3.889 6.611 • • 9999 9999•• EOnly 9999 : •.•• �• HOnlY 9999•• 0•i• ••••i• 990•• •0 • :000*: 000* 0 • • • • 9999 • •• •••9• •9.9.0 00 • 09••0 •• •• •• • 9999•• • ••0.0• 9 • • • • • • Y-7 Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: Aim Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561881 8999 screens. amorganservices@gmail.com Printed:27 APR 2015,11:38AM Steel Beam File=GAsARRYU-1\COOUN-1WIftyUreeo6 D JMALC,INC.,IW3.2015,Burlid:6.15.1.19,ver:6,15.1.19 Description: B6 cooling tower support beam W12x50 CODE REFERENCES Calculations per AISC 360-10,IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Unbraaced Lengths First Brace starts at 8.50 ft from Left-Most support - Regular spacing of lateral supports on length of beam= ft D(3.6)L(3.8)W(13.3) �'+t -4 �� `;� �' e -'., r ,a � 'ATs 2�r4 t rf i c,-� 7R�`�'t' .^,aY�a�,r' � ,,�� 1 � .• � * .` "' Span=12.830 ft W 12x50 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: D=3.60, L=3.80, W=13.30 k @ 8.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.211: 1 Maximum Shear Stress Ratio= 0,098:1 Section used for this span W12x50 Section used for this span W12x50 Mu:Applied 56.886 k-ft Vu:Applied 13.315 k Mn'PH:Allowable 269.625 k-ft Vn•Phi:Allowable 135.420 k Load Combination +1.20D+0.5OLr+0.50L+W+1.60H Load Combination a-1.20M.5OLr+0,50L+W+1.60,H Location of maximum on span 8.468ft Location of maximum on span 12.&10 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.078 in Ratio= 1,978 0000 Max Upward Transient Deflection 0.000 in Ratio= 0<360 • • •••••• •.•..• Max Downward Total Deflection 0.075 in Ratio= 2041 • • • • Max Upward Total Deflection 0.000 in Ratio= 0<180 •• • :••• •• 000.0• 0000 0000•• Maximum Forces&Stresses for Load Combinations 00000* • 0000.. Load Combination Max Stress Ratios Summary of Moment Values *000• Su of hear ValOes • Segment Length Span# M V max Mu+ max Mu- Mu Max ---4n--x PhrMnx Cb fill»• VuMax IAx Ph10 ••0 +1.40D+1.60H 0000•• •• • •• Dsgn.L= 12.83 ft 1 0.058 0.028 15.69 15.69 299.58 269.63 1.37.UOt.•0 3.79••138,42 115!42•:- +120D+0.50Lr+1.60L+1.60H Dsgn.L= 12.83 ft 1 0.114 0.054 30.82 30.82 299.58 269.63 1.39*00 • 727• 135.42 1 Wg 0;0 +120D+1.60L+0.50S+1.60H .••••• Dsgn.L= 12.83 ft 1 0.114 0.054 30.82 30.82 299.58 269.63 1.39:.00.•. 727• 135.42 1Z.42..: +120D+1.60Lr+0.50L+1.60H •• . • ••• 0 . Dsgn.L= 12.83 ft 1 0.070 0.033 18.88 18.88 299.58 269.63 1.38 1.00 4.50'•435.4: 135.42 +1.20D+1.60Lr+0.50W+1.60H Dsgn.L= 12.83 ft 1 0.120 0.056 32.45 32.45 299.58 269.63 1.39 1.00 7.65 135.42 135.42 +120D+1.60Lr-0.50W+1.60H Dsgn.L= 12.83 ft 1 0.024 0.010 -5.56 5.56 260.41 234.37 1.00 1.00 1.42 135.42 135.42 +120D+0.50L+1.60S+1.60H Dsgn.L= 12.83 ft 1 0.070 0.033 18.88 18.88 299.58 269.63 1.38 1.00 4.50 135.42 135.42 +120D+1.60S+0.50W+1.60H Dsgn.L= 12.83 ft 1 0.120 0.056 32.45 32.45 299.58 269.63 1.39 1.00 7.65 135.42 135.42 +1.20D+1.60S-0.50W+1.60H Dsgn.L= 12.83 ft 1 0.024 0.010 -5.56 5.56 260.41 234.37 1.00 1.00 1.42 135.42 135.42 +120D+0.5OLr+0.50L+W+1.60H Dsgn.L= 12.83 ft 1 0.211 0.098 56.89 56.89 299.58 269.63 1.40 1.00 13.31 135.42 135.42 l�' Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: Replacement of cooling tower and structural framing.New T.561 881 8999 screens. amorgariservices@gmail.com Printed 27 APR 2015,1138AM --------------------- Steel Beam Fb=c:1epR YU-1acoOUN-116ariyurdec6 ENE RCALC,.INC.1983.2014 Build::6.15.1.19,Ver.6.15.1.19 _. 1.11.. - --_. ' �� •- Description: 86 cooling tower support beam W1260 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx +120D+0.50Lr+0.50L-1.0W+1.60H --- Dsgn.L= 12.83 ft 1 0.082 0.034 -19.13 19.13 260.41 234.37 1.00 1.00 4.56 135.42 135.42 +1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 12.83 ft 1 0.211 0.098 56.89 56.89 299.58 269.63 1.40 1.00 13.31 135.42 135.42 +120D+0.50L+0.50S-1.OW+1.60H Dsgn.L= 12.83 ft 1 0.082 0.034 -19.13 19.13 260.41 234.37 1.00 1.00 4.56 135.42 135.42 +120D+0.50L+020S+E+1.60H Dsgn.L= 12.83 ft 1 0.070 0.033 18.88 18.88 299.58 269.63 1.38 1.00 4.50 135.42 135.42 +0.90D+W+0.90H Dsgn.L= 12.83 ft 1 0.178 0.083 48.09 48.09 299.58 269.63 1.40 1.00 11.24 135.42 135.42 +0.900-1.OW+0.90H Dsgn.L= 12.83 It 1 0.119 0.049 -27.92 27.92 260.41 234.37 1.00 1.00 6.57 135.42 135.42 +0.90D+E+0.90H Dsgn.L= 12.83 ft 1 0.037 0.018 10.09 10.09 299.58 269.63 1.37 1.00 2.43 135.42 135.42 Overall Maximum Deflections Load Combination Span Max.=°Doff Location in Span Load Combination Max.Y Deft Location in Span -WO- 1 0.0778 6.992 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.516 - Overall MINimum 0.920 1.622 +D+H 1.534 2.704 +D+L+H 2.816 5.221 +D+Lr+H 1,534 P.704 +D+S+H 1.534 2.704 +D+0.75OLr+0.750L+H 2.496 4.592 +D+0.750L+0.750S+H 2.496 4.592 +D+0.60W+H 4.227 7.991 +D+0.70E+H 1.534 2.704 +D+0.75OLr+0.750L+0.450W+H 4.516 8.557 +D+0.750L+0.750S+0.450W+H 4.516 8.557 +D+0.750L+0.750S+0.5250E+H 2.496 4.592 +0.60D+0.60W+0.60H 3.613 6.909 +0.60D+0.70E+0.60H 0.920 1.622 D Only 1.534 2.704 Lr Only L Only 1.282 2.518 S Only 000.09 IN Only 4.489 8.811 • • •••• 0.0.0• EOnly 6006 i 0069 •• HOnly 00.0.0 ••i• ••••i• • 60 0000•• 0000 •• • • • 0000 • •• 0000• 0000•• •• • 0000• • • • • • •• •• •• • 000000 • 0000•• • • 0000•• • • • • • • • 000099 • • • 1� Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561881 8999 screens. amorganservices@gmall.com N tted:27 APR 2015,11:38AM Steel Beam FOO=C.MRRYu-1=OUN-UrlM.eos ENERCALC,INC.1983-2015,Build:6d5:1.19,Ver:6.15.1.19 Description: B7 cooling tower support beam W12x50 CODE REFERENCES Calculations per AISC 360-10,IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties _ Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Unbraced Lengths First Brace starts at 8.60 ft from Left-Most support Regular spacing of lateral supports on length of beam= ft D(3.6)L(3.8)W(13.3) A � ME _0141, l Spee 15.40 It W 12x50 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: D=3.60, L=3.80, W=13.30 k @ 8.50 ft DESIGN SUMMARY . Maximum Bending Stress Ratio 0.281: 1 Maximum Shear Stress Ratio= 0.083: 1 Section used for this span W12x50 Section used for this span W12x50 Mu:Applied 75.829 k-ft Vu:Applied 11.233 k Mn'Phi:Allowable 269.625 k-ft Vn`Phi:Allowable 135.420 k Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Load Combination 24D+0.50Lr0.50L+W+1.60H Location of maximum on span 8.470ft Location of maximum on span 15,400 ft Span If where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.153 in Ratio= 1,206 0000 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 • • Max Downward Total Deflection 0.149 in Ratio= 1242 ; .•. *000 •.••:. Max Upward Total Deflection 0.000 in Ratio= 0<180 --00* ' ;••• •• Maximum Forces&Stresses for Load Combinations 000:000 Load Combination Max Stress Ratios Summary of Moment Values 0090 Surareary of Shear Values • Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi'Mnx Cb •.Pi%.* VuMeor•••Wi P::tO +1.40D+1.60H 69090 Dsgn.L= 15.40 ft 1 0.079 0.024 21.17 21.17 299.58 269.63 1.34.�60..- 3.32..1135.12 16:4�••• +120D+0.50Lr+1.60L+1.60H Dsgn.L= 15.40 it 1 0.153 0.046 41.22 4122 299.58 269.63 1.35;f.9•; 6.20 135.42 135.4•• +1.20D+1.60L+0.50S+1.60H • • • • ••�60: •••••• Dsgn.L= 15.40 ft 1 0.153 0.046 41.22 41.22 299.58 269.63 1.35.1.00 • 620o 135.42 1�5 +120D+1.60Lr+0.50L+1.60H 0..* • -•- Dsgn.L= 15.40 ft 1 0.094 0.029 25.36 25.36 299.58 269.63 1.34 0 - 3.89'..135.* 135.42 - +1.20D+1.60Lr+0.50W+1.60H Dsgn.L= 15.40 ft 1 0.161 0.048 43.38 43.38 299.58 269.63 1.35 1.00 6.51 135.42 135.42 +1 20D+1.60Lr-0.50W+1.60H Dsgn.L= 15.40 ft 1 0.032 0.009 -7.09 7.09 243.36 219.03 1.00 1.00 124 135.42 135.42 +120D+0.50L+1.60S+1.60H Dsgn.L= 15.40 It 1 0.094 0.029 25.36 25.36 299.58 269.63 1.34 1.00 3.89 135.42 135.42 +120D+1.60S+0.50W+1.60H Dsgn.L= 15.40 ft 1 0.161 0.048 43.38 43.38 299.58 269.63 1.35 1.00 6.51 135.42 135.42 +1.20D+1.60S-0.50W+1.60H Dsgn.L= 15.40 It 1 0.032 0.009 -7.09 7.09 243.36 219.03 1.00 1.00 124 135.42 135.42 +120D+0.50Lr+0.50L+W+1.60H Dsgn.L= 15.40 ft 1 0.281 0.083 75.83 75.83 299.58 269.63 1.36 1.00 11.23 135.42 135.42 Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AIM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561 881 8999 screens. amorgatiservicos@gmalf.com Pdnted:27 APR 2015,11:38AM Steel Beam FBe=QSARRrU-1X000LIN-Ib-yure,e4 ENEIPIG",INC.1983-2016,Builft.15.1.19,Verr6.15:1.19,: Description: 67 cooling tower support beam W12x50 Load Combination Max Stress Ratios Summary of Moment Values _ Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx +120D+0.5OLr+0.50L-1.OW+1.60H - ---- -- - Dsgn.L= 15.40 it 1 0.115 0.028 -25.12 25.12 243.36 219.03 1.00 1.00 3.86 135.42 135.42 +1.20D+0.50L+0.50S+W+1.60H Dsgn.L= 15.40 it 1 0.281 0.083 75.83 75.83 299.58 269.63 1.36 1.00 11.23 135.42 135.42 +120D+0.50L+0.50S-1.OW+1.60H Dsgn.L= 15.40 it 1 0.115 0.028 -25.12 25.12 243.36 219.03 1.00 1.00 3.86 135.42 135.42 +120D+0.50L+0.20S+E+1.60H Dsgn.L= 15.40 it 1 0.094 0.029 25.36 25.36 299.58 269.63 1.34 1.00 3.89 135.42 135.42 +0.90D+W+0.90H Dsgn.L= 15.40 it 1 0.238 0.070 64.08 64.08 299.58 269.63 1.36 1.00 9.47 135.42 135.42 +0.90D-1.OW+0.90H Dsgn.L= 15.40 ft 1 0.168 0.041 -36.86 36.86 243.36 219.03 1.00 1.00 5.51 135.42 135.42 +0.90D+E+0.90H Dsgn.L= 15.40 it 1 0.050 0.016 13.61 13.61 299.58 269.63 1.34 1.00 2.13 135.42 135.42 Overall Maximum Deflections Load Combination Span Max.-'Dell Location in Span Load Combination Max.°+°Defl Location in Span W Only 1 0.1531 8.008 0.0000 0.000 Vertical Reactions _ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 OveraQ MAXimum 5.959 7.341 ------- - Overall MINimum 1.197 1.422 +D+H 1.996 2.370 +D+L+H 3.698 4.467 +D+Lr+H 1.996 2.370 +D+S+H 1.996 2.370 +D+0.75OLr+0.750L+H 3.273 3.943 +D+0.750L+0.750S+H 3.273 3.943 +0+0.60W+H 5.571 6.774 +D+0.70E+H 1.996 2.370 +D+0.75OLr+0.750L+0.450W+H 5.954 7.246 +D+0.750L+0.750S+0.450W+H 5.954 7246 +D+0.750L+0.750S+0.5250E+H 3273 3.943 +0.60D+0.60W+0.60H 4.773 5.826 +0.60D+0.70E+0.60H 1.197 1.422 D Only 1.996 2.370 Lr Only L Only 1.703 2.097 SOnly •••• WOnly 5.959 7.341 • • •••.•• •••••• E Onl • H Only • • •••••• •••• •••••• • •••• • •• ••••• •••••• •• • ••••• •• •• •• • •••••• • • • • • •••••• Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: ASM Project ID: 1426 North Palm Beach FL 33408 Project Descr: Replacement of cooling tower and structural framing.New T.561881 8999 screens. amorganservices@gmail.com Pnntee 27 APR 2015,11:38AM ' steel column File=C:IBARRYU-MOOLIN-1 W11411111,3111 R allow. , ENERCALci INC.1983-2015,NW:6.15.1.19,vers.151.19 Description: W8x24 Lai 33 Code References _ Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Steel Section Name: W8x24 Overall Column Height 5.20 ft Analysis Method: Load Resistance Factor Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Abs buckling=5.20 ft,K=1.0 Load Combination: ASCE 7-10 Y-Y(depth)axis: Unbraced Length for Y-Y Abs buckling=520 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:125.322 lbs'Dead Load Factor AXIAL LOADS... Axial Load at 5.20 ft,Xecc= 4.000 in,D=17.10,L=6.50,W=29.50 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.0 :1 Maximum SERVICE Load Reactions.. Load Combination 0.0 Top along X-X 0.0 k Location of max.above base 0.0 It Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pu 0.0 k Bottom along Y-Y 0.0 k 0.9•Pn 0.0 k Mu-x 0.0 k-ft Maximum SERVICE Load Deflections... 0.9'Mn-x: 0.0 k-ft Along Y-Y 0.0 in at 0.0ft above base Mu-y 0.0 k-ft for load combination: 0.9'Mn-y: 0.0 k-ft Along X-X 0.0 in at 0.0111 above base for load combination PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are... Vu:Applied 0.0 k Vn'Phi:Allowable 0.0 k Load Combination Results *00* Maximum Axial+Bending Stress Ratios Maximum0-4 SheQr Ralio� Load Combination Stress Ratio Status Location Stress Ratio Status" Location :••• •• 0.000 PASS 0.00 ft 0.000 PA•••X -0.00 ...••• Maximum Reactions Note:04%DGn-Zero raeetions are listed. • asRea aAxis Reaction ••••••ABa . •••• Load Combination @ Base Top @ B@ Tp @ p, Maximum Deflections for Load Combinations • .. .. .. . ...... Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance ••• • •. Steel Section Properties : W8x24 .••••• • .. • ••• Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: Replacement of cooling tower and structural framing.New T.5618818999 screens. amorganservices@gmail.com PdMed:27 APR 2015:11:38AM Steel Column sue=c:�aaRRYU-11GOOLly-1� rryuni.ec6 - ENERCALC,INC.1GIB3-2015,Build:6.15.1.19,Yer.6.15.1.19 Description: w8424 Steel Section Properties : W8x24 Depth = 7.930 in I roc _ = 82.70 inA4 J ---_— 0.346 inA4 Web Thick = 0.245 in S roc = 20.90 inA3 CW = 259.00 inA6 Flange Width = 6.500 in R xx = 3.420 in Flange Thick = 0.400 in Zx = 23.100 inA3 Area 7.080 inA2 I yy = 18.300 104 Weight 24.100 pif S yy = 5.630 inA3 Wno = 12.200 inA2 Kdesign = 0.794 in R yy = 1.610 in SW = 7.950 inA4 K1 = 0.563 in ZY = 8.570 inA3 Of = 4.710 inA3 rts = 1.820 in IT = 1.760 in QW = 11.300 inA3 Yc9 = 0.000 in Load 1 Nj n LO! i Y 6.501n Loads are total entered value.Arrows do not reflect absolute direction. • • •••••• •••• •••••• • •••••• •• • ••••• •• •• •• • •••••• • • • • • •••••• ,23• • Andrew Morgan Services Project Title: Cooling tower 513 us 1,#109 Engineer. AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr Replacement of cooling tower and structural framing.New T.561881 8999 screens. amorganseMc8s@gmail.com Printed*27 APR 2015.11:38AM Steel Base Plate ru$=ctaARRYu-1=01IN-tulanyWd.ece ENERCALfq NC.1983.2015,Bui CK15.1.19,Ver.6.15.1.19 1.11 _ - �. •. Description: To W8x24 Code References Calculations per AISC Design Guide#1, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 General Information Material Properties AISC Design Method Load Resistance Factor Design (D c :LRFD Resistance Factor 0.60 Steel Plate Fy = 36.0 ksi Concrete Support Pc 3.0 ksi Assumed Bearing Area:Full Bearing Allowable Bearing Fp per J8 0.0 ksi Column&Plate 1 _ Column Properties -- j Steel Section: W8x24 Depth 7.93 in Area 7.08 inA2 — ---+— Width 6.5 in Ixx inA4 Flange Thickness 0.4 in lyy inA4 Web Thickness 0.245 in Plate Dimensions Support Dimensions _ N:Length 10.0 in Width along°X° 12.0 in B:Width 10.0 in Length along°T 12.0 in Thickness 0.750 in Column assumed welded to base plate. r I i i i � ' i•- -moi I � Applied LoadsY P-Y V-Z M-X _ s,. D:Dead Load....... 17.10 k k k-ft s. L:Live....... 6.50 k k k-ft Lr:Roof Live......... k k k-ft S:Snow................ k k k-ft L,. �. � r a••• W:Wind................ • 29.50 k k k ft z ;r �� • E:Earthquake.............. • H:Lateral Earth......... k k k-ft ° °P°=Gravity load,°+'sign is downward. °+' Moments create higher soil pressure at+Z edge. " •'• +` Shears push plate towards+Z edge. • • • s • Anchor Bolts .•...• 00069 ' Anchor Bolt or Rod Description 5/8° • X0°0'" •••• Max of Tension or Pullout Capacity.......... 3.60 k • • •• Shear Capacity • • • ......................................... 4.50 k • • • •••••• •• ••• Edge distance:bolt to plate................... 1.0 in ■- - • • . • • Number of Bolts in each Row................... 2.0 • • ••• • • Number of Bolt Rows........................ 1.0 . • • • �• • z 2-4- Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New 15618818999 screens. amorganservices@gmail.com ftled.27 APR 2015,11:38AM Steel Base Plate Nib=C-MRRYU-1=0LIN-1barryunIwG INHWIMATATZINIIIIII �RCALG INC,1902011%Butld6.15.1.19,Ver611.t.19 Description: To W8x24 GOVERNING DESIGN LOAD CASE SIJMARY Mu:Max.Moment..................... 1.534 k-in Plate Design Summa rX fb:Max.Bending Stress............... 10.910 ksi Design Method Load Resistance Factor Design Fb:Allowable: 32AOO ksi Governing Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Fy'Phi Governing Load Case Type Axial Load Only Bending Stress Ratio 0.337 Design Plate Size 10"x 10"x 0-314" Bending Stress OK Pu:Axial......... 53270k fu:Max.Plate Bearing Stress.... 0.533 ksi Mu:Moment........ 0.000 k-ft Fp:Allowable: 1.530 ksi 0.0 Bearing Stress Ratio 0.348 Bearing Stress OK Load Comb. : +1.40D+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 23.940 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 10.000 in fu:Max.Bearing Pressure 0.239 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.156 wiabedffmwfrom envyYpartialt, ,ued Plate Bending Stresses Al:Plate Area......... 100.000 inA2 Mmax=Fu'LA2/2................... 0.689 k-in A2:Support Area.................. 144.000 inA2 fb•Actual 4.903 ksi . ................................ sgrt(A2/At) 0.000 Fb:Allowable.............................. 32.400 Id Distance for Moment Calculation Stress Ratio..................... 0.151 1.233 in 2.400 in X.............................. 0.155 inA2 Lambda...................... 0.410 1.795 in n''Lambda.................................. 0.736 in L=max(m,n,n')......................... 2.400 in Load Comb. : +1.20D+0.50Lr+1.60L+1.60H Axial Load Only,No Moment Loading Bearing Stresses 000000 Pu:Axial......... 30.920 k Fp:Allowable ............................... • • 1.'xib" •••• • Design Plate Height......... 10•000 in fu Max.Bearing Pressure •••• ; 0.3080• • Design Plate Width......... 10.000 in Stress Ratio....................... •••••• (� • ••••:• Wii®beffffiVfrom er"ifpartialb Vuset Plate Bending Stresses • • At:Plate Area......... 100.000 irrA2 Mmax=Fu.LA2/2................... •••••• 0.890 k-�1 •••• A2:Support Area.................. 144.000 inA2 fb:Actual................................ •••••• 8338 ksi- sgrt(A2/A1) 0.000 Fb:Allowable.............................. •••• 32.400 IV • • Distance for Moment Calculation Stress Ra0o..................... ••:••: ��g s•0 .................... 1.233 in •••••• • • • n ..................... 2.400 in � • � • •% •••••• X.............................. 0200 inA2 •••• Lambda...................... 0.472 ••� • i••••i n'................... 1.795 in •• • • ••• • • • • • n'*Lambda 0.848 in L=max(m,n,n'72.400 in ......................... J Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New " T.5618818999 screens. amorganservices@gmaii.com _ Pnnted:27 APR 2015,11:38AM Steel Base Plate Ftle=C:VeARRru-t>,coouN-tlbarrym,t.ec6 ENERCALC,INC.1983.2015,Bu9d"15.1.19,Yer615.1.19 •- Description: To W8x24 •- Load Comb. :+1.20D+1.60L+0.50S+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 30.920 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 10.000 in fu:Max Bearing Pressure 0.309 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.202 WN be different from entry ff partial bearing usl. Plate Bending Stresses Al:Plate Area......... 100.000 iM2 Mmax=Fu*LA2/2................... 0.890 k-in A2:Support Area.................. 144.000 inA2 fb:Actual................................ 6.332 ksi sgd(A2/At) 0.000 Fb:Allowable.............................. 32.400 ksi Distance for Moment Calculation Stress Ratio..................... 0.195 'm'..................... 1233 in 'n'..................... 2.400 in X.............................. 0.200 inA2 Lambda...................... 0.472 1.795 in n'*Lambda.................................. 0.848 in L=max(m,n,n") 2.400 in ......................... Load Comb. :+1.20D+1.60Lr+0.50L+1.60H Axial Load Only,No Moment Loading Bearing Stresseg Pu:Axial......... 23.770 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 10.000 in fu:Max Bearing Pressure 0.238 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.155 Wig bed#&&vfrom er"ifparrialbeafttisei. Plate Bending Stresses Al:Plate Area......... 100.000 iM2 Mmax=Fu*LA2/2................... 0.685 k-in A2:Support Area.................. 144.000 inA2 lb:Actual................................ 4.868 ksi sgrt(A2/A1) 0.000 Fb:Allowable.............................. 32.400 ksi Distance for Moment Calculation Stress Ratio..................... 0.150 'm'..................... 1.233 in 'n'..................... 2.400 in X.............................. 0.154 inA2 00*0 Lambda...................... 0.409 • • 0000 0000•• n'...., 1 795 in . • • • •• • 000• 00 n Lambda.................................. 0.733 in • L=max(m,n,n") 2.400 in •••�•• 0000 0000•• ......................... Load Comb. :+1.20D+1.60Lr+0.50W+1.60H ..Acial Load Only, Moment • • . Loading BearingStresses Pu:Axial......... 35.270 k Fp:Allowable ............................... 00:00: • • •*see Design Plate Height......... 10.000 in fu:Max Bearing Pressure •• •• 0.333ksi�• 0 0";• Design Plate Width........ 10.000 in Stress Ratio....................... •••••• 0.231 0 0 0 Wd be di ferw from entry if pwW heariny Lised Plate Bending Stresses • 0 0 0 0 0•• Al:Plato Area......... 100.000 inA2 Mmax=Fu*LA2/2................... . 1 ZIlMin 0 • • •000•• Support Area.................. 144.000 inA2 fb:Actual................................ •• i 7•2V k4•• • • sgrt(A2/Ai) 0.000 Fb:Allowable.............................. 32.4WJS Distance for Moment Calculation Stress Ratio..................... 0.223 1.233 in 'n'..................... 2.400 in X.............................. 0.228 iM2 Lambda...................... 0.509 1.795 in n'*Lambda.................................. 0.913 in L=max(m,n,n")......................... 2.400 in 26 Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: Aim Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561 881 8999 screens. amorganseivices@gmail.com Printed:27 APR 2A15,11:38AM Steel Base Plate FOB=C;ABARRYU-1XCOOUN-1#rerryunl.ec6 ENEICALC,INc,1583-2015,8dd:6.15,1.19,Yer6.15.1.19 �.- Description: To w8x24 Load Comb. :+1.20D+1.60Lr-0.50W+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 5.770 k Fp:Allowable ............................... 1.530 ksi Design Plate Heigh......... 10-000 in fu:Max Bearing Pressure 0.058 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.038 MR be Nuent from enlryifpaMalbearingused Plate Bending Stresses Al:Plate Area......... 100.000 inA2 Mmax=Fu'LA2/2................... 0.166 k-in A2:Support Area.................. 144.000 inA2 fb:Actual................................ 1.182 ksi sgd(A2/A1) 0.000 Fb:Allowable.............................. 32.400 ksi Distance for Moment Calculation Stress Ratio..................... 0.036 1.233 in 2.400 in X.............................. 0.037 inA2 Lambda...................... 0.195 1.795 in n'*Lambda.................................. 0.350 in L=max(m,n,n')......................... 2.400 in Load Comb. :+1.20D+0.50L+1.60S+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 23.770 k Fp:Allowable ............................... 1.530 ksi Design Plate Heigh......... 10.000 in fu:Max.Bearing Pressure 0.238 ksi Design Plate width......... 10.000 in Stress Ratio....................... 0.155 Wrnvedlri`ermrrfrom&vyitparialbmM Lsed. Plate Bending Stresses Al:Plate Area......... 100.000 iM2 Mmax=Fu'LA2/2................... 0.685 k-in A2:Support Area.................. 144.000 inA2 fb:Actual................................ 4.868 ksi sgrt(A2(A1) 0.000 Fb:Allowable.............................. 32.400 ksi Distance for Moment Calculation Stress Ratio..................... 0.150 1.233 in °n°..................... 2.400 in X.............................. 0.154 inA2 •.•. • • Lambda...................... 0.409 •••• ••••:• n'..................................... 1.795 in • • • 00 n'*Lambda.................................. 0.733 in • L=max(m,n,n") 2.400 in •••�•• •••• •••••• ......................... •• • i.... • • i Load Comb. : +1.20D+1.60S+0.50W+1.60H .,rgtr••ial LoadOnlp,No Moment • ..:..• Loading .••• . ..Bearing Stresses •••• Pu:Axial......... 35.270 k Fp:Allowable ............................... •••••. 1.5ktst•• Design Plate Heigh......... 10.000 in fu:Max Bearing Pressure •• .•• 053ks+ •..• • Design Plate Width......... 10.000 in Stress Ratio....................... ••.••. 0.231 • • Wig be d�ff&W from&"if partial bearB used. • • • • Plate Bending Stresses . 0 ..•••• At:Plate Area......... 100.000 inA2 Mmax=Fu*LA2/2................... 1 Dt6'k=ir;• • • A2:Support Area.................. 144.000 inA2 fb:Actual................................ • • . •••..• 7.27.3 Ick•• • • sgrt(A2/A1) 0.000 Fb:Allowable.............................. •• • 32.400 kei • Stress Ratio..................... 0.2f? • Distance for Moment Calculation 1.233 in °n°..................... 2.400 in X.............................. 0.228 inA2 Lambda...................... 0.509 1.795 in n''Lambda.................................. 0.913 in L=max(m,n,n")......................... 2.400 in 2-7 Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: Replacement of cooling tower and structural framing.New • T.5618818999 screens. amorgariservices@gmail.com Printed.27 APR 2015,11:38AM Steel Base_ Plate FDD=o: xu 11Cilt)UN-Rberryadecs iiiI . ,.. ENERCALC,INC.198320is,$u UCL&.15.1.19,Ver.6.15,1.19 Description: To W8x24 BE Load Comb. : +1.20D+1.60S-0.50W+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 5.770 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 10.000 in fu:Max.Bearing Pressure 0.058 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.038 w,nbedidere tfrwnerxryirparriaiaearftused. Plate Bending Stresses Al:Plate Area......... 100.000 inA2 Mmax=Fu'LA2/2................... 0.166 k-in A2:Support Area.................. 144.000 inA2 fb:Actual................................ 1.182 ksi sgn(A2(A1) 0.000 Fb:Allowable.............................. 32.400 W Distance for Moment Calculation Stress Ratio..................... 0.036 °m°..................... 1.233 in °n°....................1 2.400 in X.............................. 0.037 inA2 Lambda...................... 0.195 1.795 in n'*Lambda.................................. 0.350 in L=max(m,n,n")......................... 2.400 in Load Comb. :+1.20D+0.50Lr+0.50L+W+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 53.270 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 10.000 in fu:Max.Bearing Pressure 0.533 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.348 wintectnere tfraneroyirpaniareeaMused Plate Bending Stresses Al:Plate Area......... 100.000 inA2 Mmax=Fu'LA2/2................... 1.534 k-in A2:Support Area.................. 144.000 iM2 fb:Actual................................ 10.910 ksi sgn(A2/A1) 0.000 Fb:Allowable.............................. 32.400 ksi Distance for Moment Calculation Stress Ratio..................... 0.337 ° 1.233 in °n°..................... 2.400 in X.............................. 0.345 inA20 0 0 0 Lambda...................... 0.649 • • • • 0000 •soe:• n'........................................ 1.795 in • • • n"Lambda.................................. 1.165 in •• • :0 0• 0 0 L=max(m,n,n")......................... 2.400 in esoso: •000 *Goose Load ,,,Comb. :+1.20D+0.50Lr+0.50L-1.OW+1.60H •:*dual Load Only.No Morhgr3f e 0 Loading Bearing Stresses 0o00Go ' ooeo o0o00 Pu:Axial......... 0.000 k Fp:Allowable ............................... **:so: ti580'Ii• •s e•• Design Plate Height......... 10.000 in fu:Max BearingPressure • •• •e 0.090ksi• •soca• Design Plate Width......... 10.000 in Stress Ratio....................... 00.00• 0.000 • •• WO be ollferent from&"if pafial bwM used Plate Bending Stresses e • • • Al:Plate Area ....... 100.000 in Mmax=Fu'LA2/2................ • Oe e 000••0 .Q(10"f?• A2:Support Area .................. 144.000 inA2 fb:Actual................................ •o• 0. ksi 0 90**i sgrt(A2/Al) 0,000 Fb:Allowable.............................. 32.4 k9i•• • ••• • • • Distance for Moment Calculation Stress Ratio..................... 0.000' e ° 1.233 in 2.400 in X.............................. 0.000 inA2 Lambda...................... 0.000 1.795 in n"Lambda.................................. 0.000 in L=maxim,n,n")......................... 2.400 in Andrew Morgan Services Project Title: Cooling tower 513 us 1,#109 Engineer. Aim Project ID: 1426 North Palm Beach FL 33408 Project Descr: Replacement of cooling tower and structural framing.New T.561 8818999 screens. amorganservices@gmail.com Prhted.27 APR 2015,1138AM Steel Base Plate Re=c..WRRru-nCoouN 1,ft uN.eo6 e.ee ENERCALC,INC.1983-2015,BWkE6.1b.1.19,ver81.5:1.19 e- o- Description: To W8x24 Load Comb. :+1.20D+0.50L+0.50S+W+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 53.270 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 10.000 in fu:Max.Bearing Pressure 0.533 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.348 Wiffbe NMIfrom&WyrtparnafteaMLwd Plate Bending Stresses Al:Plate Area......... 100.000 inA2 Mmax=Fu.LA2/2................... 1.534 k-in A2:Support Area.................. 144.000 inA2 ib:Actual................................ 10.910 ksi sgrt(A2/A1) 0.000 Fb:Allowable.............................. 32.400 ksi Distance for Moment CalculAtinn Stress Ratio..................... 0.337 1.233 in .n* 2.400 in X.............................. 0.345 inA2 Lambda...................... 0.649 1.795 in n"Lambda.................................. 1.165 in L=max(m,n,n'l......................... 2.400 in Load Comb. : +1.20D+0.50L+0.50S-1.OW+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 0.000 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 10.000 in fu:Mat Bearing Pressure 0.000 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.000 Wig bedHfermfrom&"itpamalbexmused Plate Bending Stresses Al:Plate Area......... 100.000 inA2 Mmax=Fu'LA2/2................... 0.000 k-in A2:Support Area.................. 144.000 iM2 fb:Actual................................ 0.000 ksi sgrt(A2/A1) 0.000 Fb:Allowable.............................. 32.400 ksi Distance for Moment Calculation Stress Ratio..................... 0.000 °m°..................... 1.233 in °n°..................... 2.400 in X.............................. 0.000 inA2 •••• Lambda...................... 0.000 • • •:• • 6• 6666 •••• n'*Lambda..................................' 1.795 in 000 0.000 in •• • ••• • L=max(m,n,n")......................... 2.400 in 646••6 .••• 000.00 Load Comb. :+1.20D+0.50L+0.20S+E+1.60H 6 �Aial Load Qnly4 No Morl3gr3t6 4 Loading Bearing Stresses : 6 6 . • •.•. . .6 ..•.. Pu:Axial......... 23.770 k Fp:Allowable ............................... •••••• 1, • ••••• Design Plate Height......... 10.000 in fu:Max BearingPressure 6 ' � 0 Design Plate Width......... 10.000 in •• •• 0. • •••••• Stress Ratio....................... •••••• 0.155 • 00• W I to different f om&"d pamal bearing used Plate Bending Stresses Str • 6 66 ----- A1:Plate Area......... 100.000 inA2 Mmax=Fu'LA2/2................... 0,�*4,f• A2:Support Area.................. 144.000 inA2 fb:Actual................................ • • 4.&8 ksi i••••i sgn(A2/A1) 0.000 Fb:Allowable.............................. •• • 32.401 k!0; 0 0 Distance for Moment Calculation Stress Ratio..................... 0.15E 6 • °m° 1.233 in ° 2.400 in X.............................. 0.154 W2 Lambda...................... 0.409 1.795 in n'*Lambda.................................. 0.733 in L=max(m,n,n") 2.400 in ......................... Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr: Replacement of cooling tower and structural framing.New T.561 881 8999 screens. amorganservicp.s@gmail.com Pnnted 27 APR 2015,11:3M Steel Base Plate File=CAJIWYU-ncoouN-lummecs ENERCALC,INCL 1983-2015,Bulld:6.15.1.19,Ver:6.15.1.W • 1.11 Description: To W8x24 Load Comb. :+1.20D+0.5OL+0.20S-1.0E+1.60H Axial Load Only,No Moment Loading BearingStresses resses Pu:Axial......... 23.770 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 10.000 in fu:Max Bearing Pressure 0.238 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.155 Wi91e Ower#from envy if partial&adn9 used. Plate Bending Stresses At:Plate Area......... 100.000 inA2 Mmax=Fu°LA2/2................... 0.685 k-in A2:Support Area.................. 144.000 inA2 fb:Actual................................ 4.868 ksi sgrt(A2/A1) 0.000 Fb:Allowable.............................. 32.400 ksi Distance for Moment Calculation Stress Ratio..................... 0.150 °m°..................... 1.233 in °n°..................... 2.400 in X.............................. 0.154 inA2 Lambda...................... 0.409 1.795 in n"Lambda.................................. 0.733 in L=max(m,n,n')......................... 2.400 in Load Comb. : +0.90D+W+0.90H Axial Load Only,No Moment Loadina Bearing Stresses Pu:A1dal......... 44.890 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 10.000 in fu:Max Bearing Pressure 0.449 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.293 MO be d feranx from ermyif partial&&M usw• Plate Bending Stresses At:Plate Area......... 100.000 iM2 Mmax=Fu'LA2/2................... 1.293 k-in A2:Support Area.................. 144.000 inA2 fb:Actual................................ 9.193 ksi sgrt(A2(At) 0.000 Fb:Allowable.............................. 32.400 ksi Distance for Moment Calculation Stress Ratio..................... 0.284 1.233 in °n°..................... 2.400 in X.............................. 0.291 iM2 0000 Lambda...................... 0.585 0 • • • 0000 ••••�• 1.795 in • • • •0 • 0000 • n'*Lambda.................................. 1.050 in • • L=max(m,n,n")......................... 2.400 in •••0•• 0000 •••••• Load Comb. : +0.90D-1.OW+0.90H �Ai�Lai LoacLOn&.No Moigrst• Loading Bearing Stresses .••• . .. ••••• Pu:Abal......... 0.000 k Fp:Allowable .................. • 00:00* 9 9 in fu:Max BearingPressure 0 0+••• 1. i Design Plate Height......... 10.000• • • + Design Plate Width......... 10.000 •• •• 0.0004Csi• 000000 9 1n Stress Ratio....................... 0••••• 0.000 • • W°to r&lrme t fran enuy irpa tfal bewM Lsed• Plate Bending Stresses • • • • . . . . At:Plate Area......... 100.000 iM2 Mmax=Fu'LA2/2................... O.QN4k"• ...•.. A2:Support Area.................. 144.000 inA2 fb:Actual................................ ; 09* 0.600 ksi i••••i sgn(A2/A1) 0.000 •• • ••• • • Fb:Allowable.............................. 32.gpb kSI • Distance for Moment Calculation Stress Ratio..................... 0.00E• °m°..................... 1.233 in 2.400 in X.............................. 0.000 inA2 Lambda...................... 0.000 1.795 in n'°Lambda.................................. 0.000 in L=max(m,n,n")......................... 2.400 in Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561881 8999 screens. amorganserVices@gmall.com Phnied:27 APR 2015,11:38AM Steel Base Plate ENERCALC;IHe=C BARR BWid�uN-ltbarryuni.er6 Fne-c�eA6rtvu•1i -6.15.1.19,Ver.6.15.1.19 1.11.. Description: To W8x24 Load Comb. :+0.90D+E+0.90H Axial Load Only,No Moment lwgwft Bearing Stresses Pu:A1dal 0000..... 15.390 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 10.000 in fu:Max Bearing Pressure 0.154 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.101 w'°ter7rtrfrom envy;rparoat°e&MLeed Plate Bending Stresses Al:Plate Area......... 100.000 inA2 Mmax=Fu'LA2/2................... 0.443 k-in A2:Support Area.................. 144.000 inA2 fb:Actual................................ 3.152 ksi sgrt(A2/A1) 0.000 Fb:Allowable.............................. 32.400 ksi Distance for Moment Calculation Stress Ratio..................... 0.097 1.233 in 'n'..................... 2.400 in X.............................. 0.100 inA2 Lambda...................... 0.324 1.795 in n"Lambda.................................. 0.581 in L=max(m,n,n'7......................... 2.400 in Load Comb. :+0.90D-1.0E+0.90H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 15.390 k Fp:Allowable ............................... 1.530 ksi Design Plate Height......... 10.000 in fu:Max Bearing Pressure 0.154 ksi Design Plate Width......... 10.000 in Stress Ratio....................... 0.101 Wiff be Offin from&",fparVMbmM Lsed Plate Bending Stresses Al:Plate Area......... 100.000 inA2 Mmax=Fu'LA2/2................... 0.443 k-in A2:Support Area.................. 144.000 inA2 fb:Actual................................ 3.152 ksi sgrt(A2/A1) 0.000 Fb:Allowable.............................. 32.400 ksi Distance for Moment CalculationStress Ratio..................... 0.097 in'..................... 1.233 in 2.400 in X.............................. 0.100 inA2 •e e• Lambda...................... 0.324 • • 0000 ••••�• 1.795 in • • • n"Lambda.................................. 0.581 in .• . �••• • L=max(m,n,n")......................... 2.400 in 0000•• 0000 0000•• • goes** • • • 000.0• 0000 •• • • • g • • e • 0000 • •• •••g• 00#00• we*',& 0000• 00000 Oe 0.000• • • e � � 0000•• �1 Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561 881 8999 screens. amorganseMces@gmail.com Printed.27 APR 2015,11:38AM C©r�o a�11�mn �-c.�ARRYU, uuN , .ecs ENRCALC,INC."! . 2Q1�rf3uil5.15.1 19,Ver".tb.1.19 1.11 - 0' •' Description: Existing G4 Code References Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information f c:Concrete 28 day strength = 4.0 ksi Overall Column Height = 15.0 it E_ = 3,122.0 ksi End Fixity Top&Bottom Pinned Density = 145.0 pcf Brace condition for deflection(buckling)along columns: a = 0.0 X-X(width)axis: fy-Main Rebar = 60.0 ksi Unbraced Length for X-X Axis buckling=15.0 ft,K=1.0 E-Main Rebar = 29,000.0 ksi Y-Y(depth)axis: Allow.Reinforcing Limits A57MA615fts Used Unbraced Length for X-X Axis buckling=15.0 ft,K=1.0 Min.Reinf. = 1.0% Max.Reinf. = 8.0 Load Combination: ASCE 7-10 Column Cross Section Column Dimensions:12.Oin Square Column,Column Edge to Rebar Y Edge Cover=2.Oin Column Reinforcing:4-#6 bars @ comers, x x 0#6 •06 Y Applied Loads Entered loads are factored per load combinations Specified by user. Column self weight included:2,175.0 lbs'Dead Load Factor AXIAL LOADS... *see Axial Load at 15.0 It above base,D=23.10,LR=8.30,W=45.40 k • • BENDING LOADS... i ••• •••• ••••�• Lat.Uniform Load creating Mx-x,W=0.50 k/It •• • •..• •• • DESIGN SUMMARY ...;.. • 0 ••• Load Combination 0.0 Maximum SERVICE Load Reactions- •.+• •+ • • • Location of max.above base 0.0 ft Top along Y-Y k %MmJong Y-1b •• k ••;". Maximum Stress Ratio 0.0:1 Top along X-X k Botiawelong X-X •• • k ••••• Ratio=(PuA2+MuA2r.5 ••• •••••/(PhiPnA2+PhiMnA2)A.5 •. ••••• • • Pu= 0.0 k tp 'Pn= 0.0k •••••• • • Maximum SERVICE Load Deflections.s. i • • •+•• • Mu-x= 0.0 k-ft 9 'Mn-x= 0.0 k-ft ••••• Along Y-Y 0.0 in at . 0.0►ft abovetase • • Mu-y= 0.0 k-ft (P'Mn-y= 0.0 k-ft • • • •••••• for load combination:o.o .. . • ••• • • Mu Angle= 0.0 deg Along X-X O.Oin at 0.0 ft above bltsl3 • Mu at Angle= 30.565 k-ft cpMn at Angle= 31.248 k-ft for load combination:o.o Pn&Mn values located at Pu-Mu vector intersection with capacity curve Column Capacides... General Section Information. = 0.0 R =0.0 0 = 0.0 Pnmax:Nominal Max.Compressive Axial Capacity 0.0 k p :%Reinforcing 0.0 % Rebar<Min of 1.0% Pnmin:Nominal Min.Tension Axial Capacity 0.0 k Reinforcing Area 0.0 inA2 tp Pn,max:Usable Compressive Axial Capacity 0.0 k Concrete Area 0.0 inA2 rp Pn,min:Usable Tension Axial Capacity 0.0 k Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561 881 8999 screens. amorganseMces@gmall.com Printed,27 APR 2015,11:38AM Concrete Colu rnn =C:1tiARRYU-1Wo0uN-1twtyuni:ec6 ENMCALG,INC.1983-2015,Bulld:6.15a.19,Vec8.t5.1.19 Description: E)dsfing C3 Code References _ Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Pc:Concrete 28 day strength = 4.0 ksi Overall Column Height = 15.0 It E= = 3,122.0 ksi End Fixity Top&Bottom Pinned Density = 145.0 pcf Brace condition for deflection(buckling)along columns R = 0.0 X-X(width)axis: ty-Main Rebar = 60.0 ksi Unbraced Length for X-X Axis buckling=15.0 it,K=1.0 E-Main Rebar = 29,000.0 ksi Y-Y(depth)axis: Allow.Reinforcing Limits ASI MA615 ams Used Unbraced Length for X-X Axis buckling=15.0 ft,K=1.0 Min.Reinf. = 1.0 Max.Reinf. = 8.0 Load Combination: ASCE 7-10 Column Cross Section _ Column Dimensions 6.Oin high x 16.Oin Wide,Column Edge to Rebar Y Edge Cover=2.0in ••••• 0000.• • 666• 0;000 • • 0.0000 #6 #6 ®#G.�. Column Reinforcing:4-#6 bars @ comers„1.0-#6 bars top&bottom X- •••6 6• x 0 000.. between comer bars 000000 410 •• •• 6 • #6 40#666••6 #6• i 666•• • 0 •• 0 • 6666 • • 6.006 • 666 • • • •6666• Applied Loads •• •• • Entered loads are factored per load o"IM lions specified by user.*••••6 Column self weight included:1,933.33 lbs*Dead Load Factor • •- ••" • AXIAL LOADS... • 6 :••••6 Axial Load at 15.0 ft above base,D=14.10,LR=3.20,W=24.50 k • • 0 BENDING LOADS... Lat.Uniform Load creating Mx-x,W=0.6820 Wit DESIGN SUMMARY Load Combination 0.0 Maximum SERVICE Load Reactions.. Location of max.above base 0.0 ft Top along Y-Y k Bottom along Y-Y k Maximum Stress Ratio 0.0:1 Top along X-X k Bottom along X-X k Ratio=(PuA2+MuA2)A.5/(PhiPM2+PhiMn^2)A.5 Pu= 0.0 k cp *Pn= 0.0k Mu-x= 0.0 k-ft tp *Mn-x= 0.0 k-ft Maximum SERVICE Load Deflections... Mu-y= 0.0 k-ft (p*Mn-y= 0.0 k-ft Along Y-Y 0.0 in at 0.0 It above base for load combination:0.o Mu Angle= 0.0 deg Along X-X O.Oin at 0.0 ft above base Mu at Angle= 30.565 k-ft cpMn at Angle= 31.248 k-ft for load combination:o.0 Pn&Mn values bated at Pu Mu vector intersection with capacity curve Column Capacities... General Section Information. = 0.0 R =0.0 g = 0.0 Pnmax:Nominal Max.Compressive Axial Capacity 0.0 k p:%Reinforcing 0.0 % Rebar<Min of 1.0% Pnmin:Nominal Min.Tension Axial Capacity 0.0 k Reinforcing Area 0.0 inA2 cp Pn,max:Usable Compressive Axial Capacity 0.0 k Concrete Area 0.0 inA2 rp Pn,min:Usable Tension Axial Capacity 0.0 k 3� • Andrew Morgan Services Project Title: Cooling tower 513 US 1,#109 Engineer: AJM Project ID: 1426 North Palm Beach FL 33408 Project Descr. Replacement of cooling tower and structural framing.New T.561 881 8999 screens. amorganservices@gmail.com Pdnted.27 APR 2015,11:38AM Concrete Column FAe=C..AMRRYU-1+CODfJN-1lbanyuni.ec6 ENF-RCALC,ING-1983.2015,Build;6.15.1.19,Ver.6.15.1.19. 061MITA[flag Description: Existing C3 Govenning Load Combination Results Governing Factored Moment Source Dist.from Axial Load k Bending Analysis k-ft Utilization Load Combination X-X Y-Y base ft Pu (p*Pn 8x 8 x*Mux BY Sy*Muy Alpha (deg) g Mu (p Mn Ratio Maximum Reactions Note:Only non-zero reactions are listed. Reaction along-X--X Ards Reaction along Y-Y Abs Abal Reaction Load Combination @ Base @ Top @ Base 0 Top @ Base Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Sketches -- ----- --- — ----- y j � I �#s #6 dee j x r 9'I • • � �j • • 000.0• 0#6 #6 0#6 i g••• •• •• � 0000•• y 000.0,• • • I • ••• _ •�• • •0600 • a •• • • L.dit.tVX-XA." •••La•aYbiB~YAda•w • •••• 0000••• • 0000•••09 w•a••• •00 • • 0#00: 6800•• • • • •0.0•0• • • a• •