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RC-16-1684 (2)BUILDING PERMIT APPLICATION Miami Shores Village 1 �cPTN,�� Building Department CT 14 2016 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY Tel: (305) 795-2204 Fax: (305) 756-8972 001 �� INSPECTION LINE PHONE NUMBER: (30S) 762-4949 u FBC20t 44 Master Permit No. b -I GO Sub Permit No. KBUIEDIN"G I ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: L511 1116 Folio/Parcel#: Occupancy Type: Load: Construction Type OWNER: Name (Fee Simple Titleholder): Address: Zo S3 3 / C PA the Building Historically Designated: Yes NO Flood Zone: BFE: FFE: City: Zjt1-e,4JU`',)�— State: Zip: �51zo Tenant/Lessee Name: Phone#: �6 q (/ Ile 0 Email: A✓ � lot' h'k�� r CONTRACTOR: Company Name: a-7 ( �" I/ /� �� (,�—l:i Phone#: �� 4/'?o /I r A , Address: 1, /./" City: Qualifier Name: State Certification or Registration #: DESIGNER: Architect/Engineer: _ Zip: y�) Phone#:! WO / Certificate of Competency #: hone#: Address: Cit State d.� Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ® Addition Description of Work: ❑ Alteration ❑ New ❑ Repair/Replace M ❑ Demolition Specify color of color thru tile: Submittal Fee $ Permit Fee $ �+ CCF $ 2F�3. CO/CC $ ��--�//��LJ Scanning Fee $ U • (—)tl) Radon Fee $ aQ . QD6 DBPR $� (� .G Notai Technology Fee $ � 19 • Training/Education Fee $ — ( Q /0 14 • � Double Fee Structural Reviews $ i2�"�_1 3,0�j Bond $ TOTAL FEE NOW DUE $ 16,E .9e (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip 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 p7l� v . (/ OWNER or AGENT The foregoing instrument was acknowledged before me this _day A. 1edg �, 20 by ,4�P/t who is personally known to Signature '411;eA CONTRACTOR The foregoing instrument was acknowledged before me this 2n3 day of S� 1520 ` _ , by 29—& A.M `%/I jA 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 PU NOTARY PUBLIC: Sign: Sign: Print: Print: (/yam S (1 t �.•�•Q:w, CRISTY A GARCIA Seal: • ,,a... •�; ., Seal: ` CRISTY A G RCIA .n Commission # FF 926841 r My Commission Expires ?a .� �s Commission # FF 926841 ' ` my Commission Expires October 13, 2019-,_; �•��,� October 13, 2019 APPROVED BY i Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) 005302 °. ;Local Business Tax Receipt Miami -Dade County, State of Florida I -THIS IS NOT ABILL - DO NOT PAY 7IR7T, 1 7059090 BUSINESS NAMEILOCATION DLF SERVICES LLC 1 21945 SW 194 AVE MIAMI, FL 33170 RECEIPT NO. EXPIRES RENEWAL SEPTEMBER 30, 2017 7336787 Must be displayed at place of business_ Pursuant to County Code Chapter 8A - Art. 9 & 10 SEC. TYPE OF BUSINESS pAYMENT RECEIVE) ' OWNER 196 GENERAL BUILDING CONTRACTOR BY TAX COLLECTOR . - DLF'SERVICES LLC. CGC1515978 $75.00 08/04/2016 C/o BARBARA OLIVA MGR ECHECK-16-172545 Worker(s) 1 " not a This Local Bosiness7ax Receipt only confirms paym ent of the Local Business Tax. The Receipt any governmentalllicense' Reor o�ogovarn a'rrtal Holder mum holder u8I regulatoryfthe laws and requirementsifications,twh ch applyy to} the busincomply } The RECEIPT No. above must be displayed on all commercial vehicles -Miami-Dade Cada Sec Ba-276. For more information, visit vnm.mjamidade aovftexc01199 4 REY CERTIFICATE OF LIABILITY INSURANCE DATE4120D/YYYY) 5/4/2016 THIS CERTIFICATE 1S ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED, the pollcy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer n hts to the certificate holder In lieu of such endorsement(s). PRODUCER SUNZ Insurance Solutions, LLC. ID: (Cornerstone) c/o Cornerstone Capital Group, Inc. 10 Willow Road Building 3, Suite 151 Maple Shade, NJ 08052- CON AC NAME- Nick Jennings PHONE 809-451-0113 FAX .Nol: E-MAIL ADDRESS: nicholas.iennincis@,comerstonebrokeraqe.us INSURERS AFFORDING COVERAGE NAIL d WSURERA: SUNZ Insurance Corrivariv 34762 INSURED Cornerstone Capital Group, Inc. 10 W(Ilow Road Building 3 INSURERS: Aspen Re -London - Best Rating "A+" INsuRER c : Chaucer Syndicate - Uoyds -Best Rating ~a+" INSURER D :_ Faraday Syndicate,Lldy s -Best Rating "A+" Suite 151 Maple Shade NJ 08052 INSURERE: INSURER F : COVERAGES CERTIFICATE NUMBER: 29786224 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR TYPE OF INSURANCE POLICY NUMBER MIDCY EFF MMroo EXP LIMITS COMMERCIAL GENERAL LIABILITY EACHOCCURRENCE S CLAIMS MADE OCCUR GE TO RENTED FREMISES (Ea oecWenc, S MED EXP A one arson) S PERSONAL 6 ADV INJURY $ GENL AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ POLICY 7 JPERC lJ LOC PRODUCTS-COMP/OPAGG S $ OTHER: AUTOMOBILE LIABILITY NED IN ELIMIT a dent S BODILY INJURY (Per person) S ANY AUTO OWNED SCHEDULED ALTOS ONLY AUTOS HIRED NON -OWNED ALTOS ONLY ALTOS ONLY BODILY INJURY (Per accident S PROPE AMAGE r accident S $ UMBRELLA LIAB HOCCUR EACH OCCURRENCE S AGGREGATE _ _ S EXCESS LIAO CLAIMS -MADE DED RETENTIONS $ A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANYPROPRIETOR/PARTNER/EXECUTIVE Y f N OFFICERMEMBEREXCLUDED? aN (Mandatory In NH) N / A WCPE0000036201 1/1/2016 1/1/2017 / STATUTE ER E.L. EACH ACCIDENT $ 1,000,0W E.L. DISEASE - EA EMPLOYE 000 000 E.L. DISEASE • POLICY LIMIT _!,I $ 1,000,ODO It yyes descdbe under DESCRIPTION OF OPERATIONS below B Workers Compensation C Excess Coverage D DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached It more space Is required) Coverage provided for all leased employees but not subcontractors of: D.L.F. SERVICES LLC , Client Effective: 1/17/2016 Miami Shores Village Building Department 10050 NE 2ND AVENUE MIAMI SHORES FL 33138 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE Glen J Distefano %)18H5-2015 ACORD GVRFORA I IVN. All rignts reserves. ACORD 25 (2016103) The ACORD name and logo are registered marks of ACORD 2971622/ 1 r'.,acer Certificate I Jessi Crumb 1 5F1/2016 5:29:11 P11 (£DTJ I Page 1 of 1 �gcraASIMOF DEPARTMENT OF 3 w -.26ot . m '" 11 Ft.M99-0783 • Gongratulatioost WAh this ocenso you becom 006 of the rreettY tNu1* t+Wdt3hs licensed by me beparimer tof SusWrss and �Zmo,,a saton�'Rse gt ttionOurprotezlnk—was vangt rchto ya�t btoa s, hde•staraertnd they keep Ftonde c eco/ rx+y s Every day we work to im rcra the #a l do bushess In zsa der to seree you better. For for efittin A= our servicms. please log onto www.my#oridantens*.com Tbeft yg�ou can find trite irhumabon abort rdMVotla and the regulaf�ns (hot impact you, autntcribe to department newstetterx-and teard m0e about the ofprtmenfs h4stivea. lour mrasaon at the Department is. t.3c nse F-Mb AW, Regutute F e constantly strive to serve you better so that yatr t serve your customers 'Tharp you for dotr business in Ftcffda, and wNratubtions. on your new ticensel` 1* ' 3 E,0F Fi.0F 10X CtStS9F,E t6§.UEQ, 'OWShOW CERTIFIED GENE iiAtC6aj", f0A OLNA- AARA- M4F, aE VICESI.M. ✓ � k�sa t8 ert l 'a rs vt;�S«r the Aro,islan DETAbi HERE tvAtoRSARA 2045ZW194AVQW 0041 Mv y t .aL 41 t � � 'CEO # Gibt�St�k7C V 4 � t 4A7- S DLF SERVICES LLC Burkhardt - 1201 NE 96th Street Construction Contract Budget Estimate 150,166 Total Labor 8,061 304,916 Line Subtotal 17,542 tMason Item Quantity un 1600 SF1 FEen Carpentry 65,845 65,845 Insulation 8000 SF 9,180 15,352 Stucco 4000 SF 10,680 35,690 Windows 57 EA 10,390 36,984 Doors 4 EA 810 9,370 Lumber Finish 6000 SF 12,840 16,200 29,040 Hardware 30 EA 3,210 1,215 4,425 Drywall 8000 SF 15,480 16,580 32,060 Shower Tub / Toilet 22 EA 23,540 5,940 29,480 Concrete 4110 23,863 5,265 29,128 142016 PO Box 138904 Hialeah FL 33013 Tel: 305-420-8135 Email: DLFServicesLLC@gmail.com License# CGC1515978 1 of 1 Grand Total ( Pending Item in Yellow) $ 688,340.17 II 12% $ 73,750.73 Subtotal S 614.5R9.44 Phase Description Totals Interior Walls Baseboards $ 2,000.00 Preconstruction - SiteWork Pool Cover / Protection $ 300.00 Preconstruction - SiteWork Temp Signs $ 300.00 Roof Roof Covering $ 15 000.00 Solar Panel Solar Panel $ 30,000.00 Structural Structural pending revised plans $ 170,000.00 Windows and Doors Interior Door - Material $ 10,000.00 Windows and Doors Windows - Material $ 40,000.00- Windows and Doors Shower Doors $ 4,000.00 Interior finishes Shelving $ 15,000.00 Roof Trusses - 2620 $ 10,000.00 Cabinets Kitchen - Cabinet, Countertop, sink, handles (exclude appliance) $ 26,000.00 Electrical Electrical $ 58,000.00 Exterior Walls Stucco ( includes material and labor) $ 28,933.33 Flooring Tile $ 12,000.00 Flooring Wood $ 4,800.00 HVAC HVAC $ 12,800.00 Interior Walls Framing, Drywall & Compound Finish $ 35,000.00 Interior Walls Insulation $ 2,500.00 Interior Walls 2 sided Wall - framing and drywall - 2143 $ 6,562.55 Interior Walls 1 sided Wall - framing and drywall - 2143 $ 3,925.79 Interior Walls Denglass Walls - Bathrooms $ 20,206.90 Paint Interior and Exterior Paint $ 18,000.00 Plumbing Plumbing $ 29,000.00 Preconstruction - SiteWork Demolition $ 37,525.86 Preconstruction - SiteWork Local Storage $ 600.00 Preconstruction - SiteWork Temp Electrical $ 2,500.00 Preconstruction - SiteWork Temp Fence $ 2,400.00 Preconstruction - SiteWork Temp Plumbing $ 2,100.00 Preconstruction - SiteWork Temp. Toilet $ 1,460.00 SiteWork Termite Treatment $ 1,375W Windows and Doors Garage Door :'000..00 Windows and Doors Interior Door Installation $•••••4,800.00 Windows and Doors Windows Installation ...••4,500.0 $• • r3 3 �3 w�a , BfIELDING PERMIT APPLICATION Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 11'' INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 2(0^ t Master Permit No. I V Sub Permit No. V;LIBUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION RENEWAL ❑PLUMBING ❑ MECHANICAL D PUBLIC WORKS ❑ CHANGE OF [:]CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 1201 NE 96TH STREET City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO X Occupancy Type: Vacant Load: Construction Type: Flood Zone: Y BFE: FFE: OWNER: Name (Fee Simple Titleholder): BKT HOLDING LLC Phone#:305-904-1608 Address: 20533 BISCAYNE BLVD S E 143 Twp' City: AVENTURA ate: FL Zip: 33180 Tenant/Lessee Name: Phone#: Email: AB@BURKMIAMI.CO "& 11 CONTRACTOR: Company Name: 1-9 Phone#: Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration #: 7rtificate ofkCoetency #: DESIGNER: Architect/Engineer: Phone#: Address: City: IState: Zip: Value.of-Wo k for_this Permit: $1 �OO,000, Oo Square/Linear Footage of Work:I If0 'C Type of Work: Addition Alteration ❑ New ❑Repair/Replace ❑ Demolition Description of Work: �SctSile.6 57�.�6Li 5A�0•I �.s►D�CT wy1L_I3� ��3�'A►�"►�iuy ?� �nt'11 A N60 —VA6140 Vocs. 9,tt.A -124t U SQP'C*.S A.,-P i3 tQ► Specify color of color thru tile: Submittal Fee $ Scanning Fee $ Permit Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ jCQ Q CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ 2C�p - Cp (Revised02/24/2014) TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bond;ng Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip 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 a a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this Vday of �J ll 20 t � by P�LF)a�yj)' P,6 6" who is personally known to me or who has produced _ identification and who did take an oath. NOTARY Sign:_ Print: -i—CRISTY A GARCIA Seal: Commission # FF 926841 My Commission Expires APPROVED BY The foregoing instrument was acknowledged before me this day of , 20 by as me or who has produced who is personally known to identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: as Plans Examiner 7A Zoning Structural Review Clerk (Revised02/24/2014) Property Search Application - Miami -Dade County Page 1 of 1 l 0!" 0 x 'u 1 F THE Summary Report Property Information Folio: 11-3206-014-3830 Property Address: _.. 1201 NE 96 ST Miami Shores, FL 33138-2553 Owner BKT HOLDING LLC Mailing Address 700 NE 90 ST MIAMI, FL 33138 USA Primary Zone 1400 SGL FAMILY - 3001-3250 SQ Primary Land Use 0101 RESIDENTIAL -SINGLE FAMILY: 1 UNIT Beds / Baths / Half 2/2/0 Floors 1 Living Units 1 Actual Area ........._. Sq.Ft Living Area _ ------ Sq.Ft Adjusted Area 2,286 Sq.Ft Lot Size 12,823.44 Sq.Ft Year Built 1948 Assessment Information Year 2016 2015 2014 Land Value $474,724 $391,574 $243,647 Building Value $159,106 $159,106 $154,991 XF Value $37,889 $24,801 $25,141 Market Value $671,719 $575,481 $423,779 Assessed Value $671,719 $311,726, $309,252 Benefits Information Benefit Type 2016 2015 2014 Save Our Homes Cap Assessment Reduction $263,755 $114,527 Homestead Exemption $25,000 $25,000 Second Homestead Exemption $25,000 $25,000 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). 'Short Legal Description 565342 MIAMI SHORES SEC 3 PB 10-37 LOT 17 & W1/2 LOT 16 BLK 83 LOT SIZE IRREGULAR OR 18810-4312 09 1999 1 Generated On 6/16/2016 Taxable Value Information 2016 2015 2014 County Exemption Value $0 $50,000 $50,000 Taxable Value i $671,719 $261,726 $259,252 School Board Exemption Value $0 $25,000 $25,000 Taxable Value $671,719 $286,726 $284,252 City Exemption Value $0 $50,000 $50,000 Taxable Value $671,719 $261,726 $259,252 Regional Exemption Value $0 $50,000 $50,000 Taxable Value $671,719, $261,726 $259,252 Sales Information Previous OR Book - Price Qualification Description Sale Pa a 9 02/05/2016 $570,000 29955-2655 Financial inst or "In Lieu of Forclosure" stated 04/30/2015 $366,500 29602-2491 Financial inst or "In Lieu of Forclosure" stated 09/01/1999 $223,0�1848ul-3001 4312 _......_._._............. ....... Sales which are qualified 02/01/1999 $165,0 Sales which are qualified The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp Version: http://www.miamidade.gov/propertysearch/ 6/16/2016 Detail by Entity Name Page 1 of 2 Detail by Entity Name Florida Limited Liability Company Filina Information Document Number L13000174332 FEI/EIN Number 46-4401483 Date Filed 12/18/2013 Effective Date 12/18/2013 State FL Status ACTIVE Principal Address 20533 BISCAYNE BLVD SUITE 143 AVENTURA, FL 33180 Changed: 03/23/2014 Mailing Address 20533 BISCAYNE BLVD SUITE 143 AVENTURA, FL 33180 Changed: 03/23/2014 Registered Agent Name & Address 20533 BISCAYNE BLVD SUITE 143 AVENTURA, FL 33180 Address Changed: 03/23/2014 Authorized Person(s) Detail Name & Address Title MGR BURKHARDT,ALEXANDRE 20533 BISCAYNE BLVD SUITE 143 AVENTURA, FL 33180 http://search. sunbiz. org/Inquiry/CorporationSearchISearchRe sultDetail?inquirytype=Entity... 6/ 16/2016 Detail by Entity Name Page 2 of 2 Annual Reports Report Year Filed Date 2014 03/23/2014 2015 01 /07/2015 2016 01/22/2016 Document Images 01/22/2016 -- ANNUAL REPORT View image in PDF for 01/07/2015 -- ANNUAL REPORT View image in PDF format 03/23/2014 -- ANNUAL REPORT View image in PDF for 12/18/2013 -- Florida Limited Liability View image in PDF format CaI�y.F t, and P,wa-'./.,FoNdee; State of Florida, Del)artment of State http://search. sunbiz.org/Inquiry/CorporationSearchISearchResultDetail?inquirytype=Entity 6/16/2016 r U FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Burkhardt Residence Builder Name: Street: 1201 NE 96th Street Permit Office: • • •. City. State, Zip: Miami Shores . FL. 33138 Permit Number: . . ' 0 0 * 0' • 0 * 0 - Owner: Jurisdiction: • • • • � � 0 * • 0 0 Design Location: FL, Miami County:: miami-Dade (Florida �1"a4%7•one 1 t • • 0000 . New construction or existing New (From Plans) 9. Wall Types (5425.8 sgft.) • • • insulation. Area ; a. Concrete Block - Int Insul, Exteriar. �' 7.1 ;35.8fj ft2 2. Single family or multiple family Single-family b. N/A . • . • ft2 3. Number of units, if multiple family 1 c. N/A •••• •••• ••:• • � • • ft2 •• • •• • • •••• 4. Number of Bedrooms 5 d. N/A R= ft2 10. Ceiling Types (2032.0 sgft.) �: TrIulatlon• 'Area 5. Is this a worst case? No a. Roof Deck (Unvented) R�30.0 �?JQ3j49OQ ft 2 • • •: 6. Conditioned floor area above grade (ft2) 3662 b. N/A • R= • ft2 • Conditioned floor area below grade (f12) 0 c. N/A 11. Ducts • • R« • • • • ft2 :"' • • T3 , ft2 7. Windows(1061.6 sqft.) Description Area a. Sup: 1st Floor. Ret: 1st Floor. AH: 1st Floor 6 1 a. U-Factor: Dbl, U=0.75 1061.60 ft2 b. Sup: Attic, Ret: Attic. AH: 2nd Floor 6 1.5 SHGC: SHGC=0.25 b. U-Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 60.0 SEER:16.00 b. Central Unit 48.0 SEERA6.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Strip Heat 34.1 COP:1.00 SHGC: b. Electric Strip Heat 34.1 COP:1.00 Area Weighted Average Overhang Depth: 1.063 ft. Area Weighted Average SHGC: 0.250 14. Hot water systems a. Electric Cap: 40 gallons 8. Floor Types (2032.0 sgft.) Insulation Area EF: 0.920 a. Slab -On -Grade Edge Insulation R=0.0 2032.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.290 Total Proposed Modified Loads: 171.45 PASS �11r♦�� Total Baseline Loads: 176.97 I hereby certify that a"i��red by .---P%�e Review of the plans and `iy�ll� calculation are f�wcompliance witrgy + No. 6 specifications covered by this calculation indicates compliancewith o�VI l\this � , OV,Code. the Florida Energy Code.PREPARED BY, STAthis Before construction is completed`p • 0 . � .n�. buildin will be ins ected forDATE: g p compliance with Section 553.908 I herebycertify that t s�'compliance Y � 9ra5_17� p Florida Statutes. f*` Cry' cn with the Florida Energy �jQ oNAL e OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. /2i2016 1:50 PM EnergyGauge@® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 '• FORM R405-2014 PROJECT Title: Burkhardt Residence Bedrooms: 5 Address Type: Street Address Building Type: User Conditioned Area: 3662 Lot # Owner: Total Stories: 2 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 1201 NE 96th Street Permit Office: Cross Ventilation: County: miami-Dade Jurisdiction: Whole House Fan: City, State, Zip: Miami Shores , Family Type: Single-family FL , •33119 • New/Existing: New (From Plans) • • • • • "' Comment: • • CLIMATE 00 IECC Design Temp Int Design Temp atinr • ••• Design Daily TeW. V Design Location TMY Site Zone 97.5% 2.5% Winter Summer Derq►��Days Nbisiilfe*• Rang • • • 009 FL, Miami FL_MIAMI_INTL_AP 1 51 90 70 75 56 • Low BLOCKS ��•�� Number Name Area Volume ' • • 1 Blockl 2032 30480 2 Block2 1630 16300 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 2032 30480 Yes 4 2 1 Yes Yes Yes 2 2nd Floor 1630 16300 No 4 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 1 st Floor 231 ft 0 2032 ft2 ---- 0 0 1 ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch v # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Flat Concrete 2039 ft2 86 ft2 Dark 0.96 No 0.9 No 30 4.8 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 No attic Unvented 0 2032 ft2 N N 6/2/2016 1:50 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Unvented) 2nd Floor 0 Blown 1630 ft2 0.11 Wood 2 Under Attic (Unvented) 1st Floor 0 Blown 402 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing ,$plar Below # Ornt To Wall Type Space R-Value Ft In Ft In Area R-value, Fraction* Absom Grade% 1 N Exterior Concrete Block - Int Insul 1st Floor 7.1 54 7 15 818.8 ft2 '„' : 6966 0 0.75 b" •••• 2 S Exterior Concrete Block - Int Insul 1 st Floor 7.1 56 4 15 845.0 ft2 • • • • • • 0 ' „(r75.- 0 3 E Exterior Concrete Block - Int Insul 1st Floor 7.1 64 6 15 967.5 ft2 ""• • 0 075 60 4 W Exterior Concrete Block - Int Insul 1st Floor 7.1 65 3 15 978.8 ft2 • �. 0 000 5 N Exterior Concrete Block - Int Insul2nd Floor 7.1 44 11 10 449.2 ft2 ,,,,, 0 0 0.75 't1; • • 6 S Exterior Concrete Block - Int Insul2nd Floor 7.1 44 1 10 440.8 ft2 • • • • , 0 „ ;.7 0 7 E Exterior Concrete Block - Int Insul2nd Floor 7.1 46 3 10 462.5 ft2 ; 0 0 0 Q.75 0 8 W Exterior Concrete Block - Int Insul2nd Floor 7.1 46 4 10 463.3 ft2 0 ;,, D� �5 •9 • • DOORS V # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood 1 st Floor None .46 2 8 7 18.7 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Double (Clear) Yes 0.75 0.25 12.0 ft2 12 ft 11 in 5 ft 0 in None None 2 N 1 Metal Double (Clear) Yes 0.75 0.25 75.3 ft2 12 ft 11 in 4 ft 0 in None None 3 N 1 Metal Double (Clear) Yes 0.75 0.25 36.7 ft2 0 ft 0 in 0 ft 0 in None None 4 S 2 Metal Double (Clear) Yes 0.75 0.25 32.0 ft' 0 ft 0 in 0 ft 0 in None None 5 S 2 Metal Double (Clear) Yes 0.75 0.25 21.5 ft2 0 ft 0 in 0 ft 0 in None None 6 S 2 Metal Double (Clear) Yes 0.75 0.25 132.5 ft2 0 ft 0 in 0 ft 0 in None None 7 E 3 Metal Double (Clear) Yes 0.75 0.25 15.0 ft' 0 ft 0 in 0 ft 0 in None None 8 S 2 Metal Double (Clear) Yes 0.75 0.25 21.0 ft2 0 ft 0 in 0 ft 0 in None None 9 E 3 Metal Double (Clear) Yes 0.75 0.25 72.0 ft' 0 ft 0 in 0 ft 0 in None None 10 W 4 Metal Double (Clear) Yes 0.75 0.25 155.0 ft' 0 ft 0 in 0 ft 0 in None None 11 W 4 Metal Double (Clear) Yes 0.75 0.25 21.0 ft' 0 ft 0 in 0 ft 0 in None None 12 W 4 Metal Double (Clear) Yes 0.75 0.25 24.0 ft' 0 ft 0 in 0 ft 0 in None None 13 W 4 Metal Double (Clear) Yes 0.75 0.25 5.3 ft2 0 ft 0 in 0 ft 0 in None None 14 W 4 Metal Double (Clear) Yes 0.75 0.25 8.0 ft2 0 ft 0 in 0 ft 0 in None None 15 N 5 Metal Double (Clear) Yes 0.75 0.25 23.9 ft2 0 ft 0 in 0 ft 0 in None None 16 N 5 Metal Double (Clear) Yes 0.75 0.25 32.9 ft' 0 ft 0 in 0 ft 0 in None None 17 N 5 Metal Double (Clear) Yes 0.75 0.25 6.0 ft' 0 ft 0 in 0 ft 0 in None None 18 N 5 Metal Double (Clear) Yes 0.75 0.25 44.0 ft2 0 ft 0 in 0 ft 0 in None None 19 S 6 Metal Double (Clear) Yes 0.75 0.25 91.6 ft' 0 ft 0 in 0 ft 0 in None None 20 E 7 Metal Double (Clear) Yes 0.75 0.25 42.0 ft2 0 ft 0 in 0 ft 0 in None None 21 E 7 Metal Double (Clear) Yes 0.75 0.25 30.0 ft' 0 ft 0 in 0 ft 0 in None None 6/2'2016 1:50 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 22 E 7 Metal Double (Clear) Yes 0.75 0.25 10.5 ft2 0 ft 0 in 0 ft 0 in None None 23 W 8 Metal Double (Clear) Yes 0.75 0.25 30.0 ft2 0 ft 0 in 0 ft 0 in None None 24 W 8 Metal Double (Clear) Yes 0.75 0.25 12.0 ft2 0 ft 0 in 0 ft 0 in None None 25 W 8 Metal Double (Clear) Yes 0.75 0.25 107.3 ft' 0 ft 0 in 0 ft 0 in None None GARAGE •�• "" ••• # Floor Area Ceiling Area Exposed Wall Perimeter Avg_ Wall Height * *o8'ed Wall InsOlStior; • • • t ' 1 440 ft2 384 ft2 64 ft 8 ft • • 1 • INFILTRATION • • • •• •• 0• • # Scope Method SLA CFM 50 ELA EgLA ACH ;' •4CI 50 • 1 Wholehouse Proposed ACH(50) .000406 3898.3 214.01 402.48 .3448 • • 5 • • • • • • HEATING SYSTEM ••� # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP:1 34.1 kBtu/hr 1 sys#1 2 Electric Strip Heat None COP:1 34.1 kBtu/hr 2 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 60 kBtu/hr 2000 cfm 0.75 1 sys#1 2 Central Unit Split SEER: 16 48 kBtu/hr 1600 cfm 0.75 2 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.92 40 gal 80 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS / ---- Supply ---- ---- Return ---- Air CFM 25 CFM25 HVAC # RLF Heat # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON Cool 1 1st Floor 6 1 ft2 1st Floor 1.5 ft2 Default Leakage 1st Floor (Default) (Default) 1 1 2 Attic 6 1.5 ft2 Attic 1.5 ft2 Default Leakage 2nd Floor (Default) (Default) 2 2 6/2!2016 1:50 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin Jan ]jFeb [ Mar A r [j Jun Jul Au [Xj Se [ j Oct [ ] Nov Dec Heating XJan Feb [X� Mar Apr jMa May [ ] Jun �XjJul [ ] Au[ J1 ] Sep [ ] Oct [Nov Dec Ventin 1] Jan lX] l ]] Feb [X Mar A r [ t Ma [ ] Jun Jul [ ] Aug [ j Se [X] Oct [X] Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 -Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 �Q•� 80 PM 80 80 78 78 78 78 78 78 78. 78 • 8 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 • 78 • • • _• •$• • 78 • • PM 78 78 78 78 78 78 78 78 71 78 .']$�'• 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68..:. J8 68 68 "• PM 68 68 68 68 68 68 68 68 68 8 68D 66 • Heating (WEH) AM 66 66 66 66 66 68 68 68 68r • • 068 • • G$� • 68' PM 68 68 68 68 68 68 68 68 68 68 • 66 66 6/2/2016 1:50 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 Residential System Sizing Calculation Summary Project Title: 1201 NE 96th Street Burkhardt Residence Miami Shores, FL 33138 6/2/2016 Location for weather data: Miami; FL - Defaults: Latitude(25.82) Altitude(7 ft.) Temp Rangl(L)•., '••••• Humidity data: Interior RH 50% Outdoor wet bulb 77F Humidity difference 56 r. •• Winter design temperature(TMY3 99%) 49 F Summer design temperature(TMY3.99`*6 *92 F'..' ; Winter setpoint 70 F Summer setpoint 94090975 F Winter temperature difference 21 F Summer temperature difference •••• 17 Fe Total heating load calculation 49691 Btuh Total cooling load calculation •'f06878 UNT" Submitted heating capacity % of calc Btuh Submitted cooling capacity •'Z":�alc 13*4..• Total (Electric Strip Heat) 137.2 68200 Sensible (SHR = 0.75) •' "87.2 8*&60. Latent : •":'1:)2.7 27090 Total • f'b1.0 3D8090 WINTER CALCULATIONS Winter Hoatinn I nnri (fnr 1RF9 cnftl Load component Load Window total 1062 sqft 20063 Btuh Wall total 4346 sqft 12331 Btuh Door total 19 sqft 180 Btuh Ceiling total 2032 sgft 1381 Btuh Floor total 2032 sgft 5724 Btuh Infiltration 430 cfm 9933 Btuh Duct loss 79 Btuh Subtotal 49691 Btuh Ventilation 0 cfm 0 Btuh TOTAL HEAT LOSS 49691 Btuh SUMMER CALCULATIONS Siimmar (nnlinn I narf tfnr .;RR9 cnffl Load component Load Window total 1062 sgft 41961 Btuh Wall total 4346 sgft 9982 Btuh Door total 19 sqft 275 Btuh Ceiling total 2032 sqft 1723 Btuh Floor total 0 Btuh Infiltration 323 cfm 6031 Btuh Internal gain 29840 Btuh Duct gain 59 Btuh Sens. Ventilation 0 cfm 0 Btuh Blower Load 3000 Btu In Total sensible gain 92870 Btuh Latent gain(ducts) 128 Btuh Latent gain(infiltration) 12280 Btuh Latent gain(ventilation) 0 Btuh Latent gain(internal/occupants/other) 1600 Btuh Total latent gain 14008 Btuh TOTAL HEAT GAIN 1 106878 Btuh ,SIER T //�� N ks— f,=~� EnergyGauge® System Sizing ; !._ 8th Edition PREPARED BY: DATE: *A0+ � `. 'r EnergyGauge®/ USRCZB v5.0 /Z�//s NAL EIAG�� //1111111\ PnVty Search Application - Miami -Dade County Page 1 of 4 IMPORTANT MESSAGE When buying real estate property, you should not assume that property taxes will remain the same. Whenever there is a change in ownership, the assessed value of the property may reset to full market value, which could result in higher property taxes. Please use our Tax Estimator to approximate your new property taxes. The Property Appraiser does not send tax bills and does not set or collect taxes. Please visit the Tax Collector's website directly for additional information. Address Owner Name Subdivision Name Folio SEARCH. 1201 NE 96 St. Suite Back to Search Results PROPERTY INFORMATION Folio:11-3206-014-3830 Sub -Division: MIAMI SHORES SEC 2 Property Address 1201 NE 96 ST Miami Shores, FL 33138-2553 Owner BKT HOLDING LLC Mailing Address 700 NE 90 ST MIAMI, FL 33138 Primary Zone 1400 SGL FAMILY - 3001-3250 SO Primary Land Use 0101 RESIDENTIAL -SINGLE FAMILY: 1 UNIT Beds / Baths / Half 2/2/0 Floors 1 Living Units 1 Actual Area Living Area Adjusted Area 2,286 Sq.Ft Lot Size 12,823.44 Sq.Ft Year Built 1948 Featured Online Tools Comparable Sales Glossary Non -Ad Valorem Assessments PA Additional Online Tools Property Record Cards Property Search Help http://www.miamidade.gov/propertysearch/ 3/24/2017 i PrdCerty Search Application - Miami -Dade County . Page 2 of 4 Property Taxes Report Discrepancies Report Homestead Fraud Tax Comparison Tax Estimator TRIM Notice Value Adjustment Board ASSESSMENT INFORMATION Year 2016 2015 2014 Land Value $474,724 $391,574 $243,647 Building Value $159,106 $159,106 $154,991 Extra Feature Value $37,889 $24,801 $25,141 Market Value ....,._..��u .............. $671,719 $575,481 $423,779 ,,,..,,., ..,.,.,. Assessed Value ...., $671,719 $311,726 $309.252 TAXABLE VALUE INFORMATION 2016 2015 2014 COUNTY Exemption Value -. ..,,,, _._...... $0 __--------- $50000 $50,000 Taxable Value $671,719 $261,726 $259,252 SCHOOLBOARD ... .... Exemption Value $0 $25,000 $25,000 Taxable Value ........... _.............. .. _.... _......... $671,719 $286,726 $284,252 CITY Exemption Value $0 $50,000 $50,000 Taxable Value $671,719 $261,726 $259,252 REGIONAL Exemption Value $0 $50,000 $50,000 Taxable Value $671,719 $261,726 $259,252 BENEFITS INFORMATION :Benefit Type 2016 2015 2014 Save Our Homes Cap Assessment Reduction $263,755 $114,527 Homestead Exemption $25,000 $25,000 Second Homestead Exemption $25,000 $25,000 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). FULL LEGAL DESCRIPTION 565342 MIAMI SHORES SEC 3 PB 10-37 LOT 17 & W1/2 LOT 16 BILK 83 LOT SIZE IRREGULAR OR 18810-4312 091999 1 SALES INFORMATION Previous Price OR Book- Qualification Description Previous Owner 1 Sale Page 02/05/2016 $570,000 29955-2655 Qual by verifiable & documented evidence FEDERAL NATIONAL MORTGAGE ASSN 04/30/2015 $366,500 29602-2491 Financial inst or "In Lieu of Forclosure" stated DEAN R MADIGAN 09/01/1999 $223,000 18810-4312 Sales which are qualified http://www.miamidade.gov/propertysearch/ 3/24/2017 Pi pperty Search Application - Miami -Dade County Page 3 of 4 02/01/1999 $165,000 18481.3001 Sales which are qualified 01/01/1999 $0 18451-3167 Sales which are disqualified as a result of examination of the deed 01/01/1995 $0 16681-2510 Sales which are disqualified as a result of examination of the deed 11/01/1992 $170,000 15711-3619 Sales which are qualified 05/01/1987 $155,000 13281-3397 Sales which are qualified For more information about the Department of Revenue's Sales Qualification Codes. 2016 2015 2014 LAND INFORMATION Land Use Munl Zone PA Zone Unit Type Units Calc Value GENERAL R-25, R-26 1400 - SGL FAMILY - 3001-3250 SQ Front Ft. 75.00 $377,604 GENERAL R-25,R-26 1400-SGL FAM I LY - 3001-3250 SO Front Ft. 19.29 $97,120 BUILDING INFORMATION Building Number Sub Area Year Built Actual Sq.Ft. Living Sq.Ft. Adj Sq.Ft. Calc Value 1 1 1948 2,286 $159,106 EXTRA FEATURES Description Year Built Units Calc Value Wood Fence 1987 100 $1,184 Patio - Brick, Tile, Flagstone 1987 1.000 $7,920 Pool 6' res BETTER 3-8' dpth, tile 250-649 sf 1987 1 $21,600 Whirlpool - Attached to Pool (whirlpool area only) 1987 48 $4,838 Patio - Wood Deck 1987 216 $1,119 Chain -link Fence 4-5 ft high 1984 173 $1,228 ADDITIONAL INFORMATION The information listed below is not derived from the Property Appraiser's Office records. It is provided for convenience and is derived from other government agencies. LAND USE AND RESTRICTIONS ........... Community Development District: NONE Community Redevelopment Area: NONE Empowerment Zone: NONE Enterprise Zone: NONE j Urban Development: INSIDE URBAN Zoning Code: R25 - DEVELOPMENT BOUNDARY Existing Land Use: 10-SINGLE- FAMILY, MED.-DENSITY (2-5 DU/GROSS ACRE). Government Agencies and Community Services _....� . _._.�... _ OTHER GOVERNMENTAL JURISDICTIONS Business Incentives Childrens Trust City of Miami Shores Environmental Considerations Florida Department Of Revenue Florida Inland Navigation District PA Bulletin Board Non -Ad Valorem Assessments School Board South Florida Water Mgmt District Tax Collector http://www.miamidade.gov/propertysearch/ 3/24/2017 c,tr�rlFiED�MgIL°jRECEIPT j �°$ DomesU l Or► y��;�w ��+, �� aj:{ .:' , t . , :_� for delivery information visit our website at-www..usns.comw-.: , i m C0 0 0 0 0 I~ m _o ra 0 Iti Er •• • ICID N CID coCertlfled Mail Fee M $ � coExtra Services & Fees (check barr-3 ❑ Return Receipt (hardoo add fee as eppropdete) M ❑ Return Receipt (electronic) $ —�� r� ❑Certified Mall Reswwed Delivery $ -- Postmark C3 Q ❑ Adult Signature Required $ ---- Here O El Adult Signature Restricted DelkDy �—�' C3 0 Postage $ -- ----- fti $ 0 N TO °stage a9d Fees�� m Sent a� ------- Li S StuLiC a orPb�ozNo: -- --------------------i-- _ p •c_---- ----- �-- .3_ I -It I "7 c�----- --- .• ''stal Service." CERTIFIEDMAILo RECEIPT Domestic Mail Only F '. Certified Mail Fee Extra Services & Fees (check box, add fee as appropdate) ❑ Return Receipt (hardcopy) $ ❑ Return Receipt (electronic) $ Postmark ❑ Certified Mall Restricted Delivery $ Here ❑ Adult Signature Required $ [:]Adult Signature Restricted Delivery $ Postage $ Total Postage and Fees $ sT OLTVi---- -- --- d --- --------- ---------------- ------- G2 Consulting Group,lnc. JOAQUIN MONTESINO, P.E 9725 SW 4 th TERR., Miami, Florida 33174 PH (786)2940032, Fax (786)2940032 Lic # 69969,CA 25882 BY: JM DATE:6/17/16 SUBJECT: Burkhardt Res SHEET 1 OF233 CHECK BY:JM DATE6/7/16 Miami Shores, Florida CALCULATION TITLE SHEET Job Name: REMODELATION & ADDITION . . .... ...... Client: Mr. BURKHARDT 1201 NE 96th STREET ;...;, • .••••. MIAMI SHORES, FL 33138 .... •••••• . .... ..... ..;.,• .... .. . ...... oQ Job Type: RESIDENTIAL Ir Building Code :.F.B.C.-201 -Edition � w U � a Building Dept: Miami Shores _ Q The undersigned hereby certifies that the enclosed structural calculations were prepared either by myself or under my direct supervision. For the computer runs, if any, input was prepared and the output data analyzed and interpreted in the same manner prior preparation of the construction docu�q .l It o+++i,� Therefore, I accept professional responsibility 'interpretation of any computer outputs. ` E N S F , �, .`0 . ' 9 No. 699fj , Tad OF = 441 ; �1 G2 Consulting Group,lnc. JOAQUIN MONTESINO, P.E 9725 SW 4 th TERR., Miami, Florida 33174 PH (786)2940032, Fax (786)2940032 Lic # 69969,CA 25882 INDEX WIND PRESSURES FOR C&C 2 to 10 DESIGN MASONRY WALL 11 to 22 DESIGN STL COL PLATES 23to 27 DESIGN STEEL COL HSS4 28 to30 DESIGN STL BMS 31 to 42 DESIGN CONC. BMS 43 to 117 ...... • • �' .. ' . ...... DESIGN CONC. COLS 118 to 200 .... • • • • • • .... . ..... DESIGN CONC. SLAB 201 to 232 • • • • • • .. • • • DESIGN FTG 233 to 233 ;•••;� ••••:. G2 Consulting Group, Inc. joaquin montesino RE �9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 WIND LOADS PER ASCE7-10 EXPOSURE :C Roof angle: (0 Deg.) < 0 < _ (7 deg ) Roof angle: sue:= 0.25— 0 := atan(slope) 0 = 1.1935-deg 12 V := 175 mph Mean hight h := 22ft AW Importance Factor I := 1.00 Topographic Factor Kzt := 1.0 Velocity pressure Exposure 2 2 h a a ft Kz:= i (h < 15ft), 2.01•(15) 2.01. Z g Wind Directionality Factor Kd := 1.0 Basic Velocity Pressure qh :_ 10.00256•Kz•Kzt•Kd•(V)2•I�•psf qh = 72.14•psf 1: burhardt Sheet No: - of Calcul by: jm Date:5/17/16 Checked by jm: Date:5/17/16 a, := 9.5 zg := 900 •..• ...... .. . ...... Kz = 0.92 ...... • .... . ..... • G2 Consulting Group, Inc. joaquin montesino RE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 ROOF SLAB wind load uplift zone : 1 A1j := 100ft2 Gcp := -1.1 + 0.100•10g Alj— ft2 P1j := [gh•[Gcp - (-Gcpi)] + 10psf].0.6 zone :2 A2j := 100ft2 A2j a .= -2.500 + 0.70•log — ft2 P2j := [gh•[Gcp - (-Gcpi)] + 10psf]•0.6 zone :3 A3j := 100ft2 GGct)A3j A -A:= -4.5 + 1.7•log — ft2 Job: burhardt Sheet No: 7 of Calcul by: jm Date:5/17/16 Checked by jm: Date:5/17/16 Gcpi := -0.18 Gcp = -0.9 P 1 j =-40.7473 • psf (net wind pressure) .... ...... .... . ..... . . Gay:= -0.18 .. .. .. . ...... Gcp = -1.1 " ' P2j =-49.4042-psf (net wind pressure) GIN:= -0.18 Gcp = -1.1 P3j := [gh•[Gcp - (-Gcpi)] + 10psf]•0.6 P3j =-49.4042•psf (net wind pressure) G2 Consulting Group, Inc. joaquin montesino P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 ROOF SLAB roofing insulation zone : 1 All. lOft2 G9c �:_ -1.1 + 0.100.10g Alj— ft2 PZ .= 0.6•[gh•[Gcp - (-Gcpi)]] zone :2 4ZL, loft GqW .= -2.500 + 0.70•log A2j— ft2 P224�= 0.6•[gh•[Gcp - (-Gcpi)]] zone :3 := lOft2 Gcp:A3j= -4.5 + 1.7•log — ft2 Job: burhardt Sheet No: r- of Calcul by: lm Date:S/17/16 Checked by jm: Date:5/17/16 GIN:= -0 Gcp = -1 Plj=-43.2845•psf (net wind pressure) ...... .. . ...... .... ...... ...... •• •• •• • •••••• •••••• • . • Gcp = -1.8 • • • :....: .. . •••• • • • P2j =-77.9122•psf (net wind pressure) 9pi,:= -0 Gcp = -2.8 P2�' := 0.6-[gh•[Gcp - (-Gcpi)]] P2j =-121.1967-psf (net wind pressure) G2 Consulting Group, Inc. joaquin montesino P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 ROOF SLAB zone : 1 insulation wind load Job- burhardt Sheet No:� of Calcul by: jm Date:5/17/16 Checked by jm: Date:5/17/16 All- 102 -0 A1� Gam:= -1.1 + 0.100 log Gcp = -0.9796 ft2 Pl:= 0.6•[gh•[Gcp - (-Gcpi)]] Plj =-42.401•psf (net wind pressure) zone :2 900•••• •••••• Y ...... .. . ...... .... ...... 2 � = 16ft G2c4i:= -0 :YYYY• 'YYYY' ..�..� ...... .... Y ..... .. .. 00. . ..... . A2� Y . • G �=-2.500+ 0.70•log ' •YY.:Y ft2 Gcp =-1.6571 :090*0 ; A'. .. . YYYYYY Y . P2jN:= 0.6•[gh•[Gcp - (-Gcpi)]] P2j =-71.7275•psf (net wind pressure) zone :3 .= 16ft2 G := -0 GRc Z _ -4.5 + 1.7• log A2j— ft2 Gcp = -2.453 P2 .= 0.6•[gh•[Gcp - (-Gcpi)]] P2j =-106.1768•psf (net wind pressure) G2 Consulting Group, Inc. I: burhardt joaquin montesino P.E Sheet No: (o of 9725 S.W. 4 th TERR. Calcul by: jm Date:5/17/16 Miami, FL 33174 Checked by jm: Date:5/17/16 LIC# 69969, CA 25882 Wall Pressure for building h<60ft FIRST FLOOR Negative :zone4 2 -0.18 A .- (11ft) A = 40.3333 ft2 3 Gcp4 :_-1.2766 + 0.1766•log 2 Gcp4 = -0.993 ft p4 :_ [gh•[Gcp4 - (-Gcpi)1.0.6 p4 =-50.774•psf Negative : zone5 .... Gcp5 :_-1.7532 + 0.3532•log A Gcp5 =-1.1861 . �. "" • • • • • 2 .. .,.. . ft ...... 0.00 . • ...... P5 :_ [gh.[GCP5 - (-Gcpi)J•0.6 P5 =-59.1301•psf "•••• 0. . . ...... ....0 • . .... ...... . ..... ...... :00. positive :zone4 & zone5 .. • • ...... 0 '. 2 • . A:= (llft) A=40.3333ft2 i•�"' ...... •�� 0 • .....• • . • Gcp4 5 := 1.1766 - 0.1766• log 2 Gcp4 5 = 0.893 ft P4.5 :_ [gh•[Gcp4.5 + (-Gcpi)l.0.6 P4.5 = 46.446•psf G2 Consulting Group, Inc. joaquin montesino RE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Wall Pressure for building h<60R Negative :zone4 2 A :_ (9ft) A = 27 ft2 "" 3 G:=-1.2766 + 0.1766-log A 2 ft [qh-{Gcp4 - (-Gcpi)T-0.6 Negative : zone5 Gcp:=-1.7532 + 0.3532-log A— ft2 [gh•[Gcp5 - (-Gcpi)T-0.6 ositive :zone4 8- zone5 2 A .- (9ft) A = 27 ft2 G�c := 1.1766 - 0.1766-log A — ft2 ,�.= [gh.[G0p4.5 + (-Gcpi)T-0.6 SECOND FLOOR Gcp4 =-1.0238 p4 =-52.1069-psf GcpS =-1.2476 p5 =-61.7949-psf Gcp4.5 = 0.9238 p4.5 = 47.7784-psf Job: burhardt Sheet No:S_ of Calcul by: jm Date 5/17/16 Checked by jm: Date:5/17/16 G2 Consulting Group, Inc. joaquin montesino RE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 window Pressures for building h<60ft Negative :zone4 A := 10ft2 Gam:=-1.2766 + 0.1766•log A— ft2 := 0.6•[gh•[Gcp4 - (-Gcpi)T Negative: zone5 A G0c1:=-1.7532 + 0.3532•log — ft2 , .= 0.6•[gh•[Gcp5 - (-Gcpi)l positive :zone4 & zone5 A := 10ft2 AW Gc�= 1.1766 - 0.1766•log — ft2 = 0.6•[gh•[GCp4.5 + (-Gcpi)T Job: burhardt Sheet No: A of Calcul by: jm Date:5/17/16 Checked by jm: Date:5/17/16 Gcp4 = -1.1 P4 =-55.4042•psf GCP5 =-1.4 ••.• . . .... ...... '..' P5 =-68.39•psf ...... ....:. .... . ..... ...... .... ..... .. .. .. . ...... . . . . ...... GCP4.5 = 1 •• • �••�•� P4.5 = 51.0758•psf G2 Consulting Group, Inc. joaquin montesino P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Door Pressures for building h<60ft Negative :zone4 A:= 21ft2 Nw Gc x:=-1.2766 + 0.1766•log A — ft2 14,:= 0.6•[gh•[Gcp4 - (-Gcpi)l Negative : zone5 G��:=-1.7532 + 0.3532•log A— ft2 U.= 0.6.[gh•[Gcp5 - (-Gcpi)l positive :zone4 & zone5 A:= 21ft2 G:= 1.1766 - 0.1766•log A— ft2 N:= 0.6•[gh•[Gcp4.5 + (-Gcpi)T GcP4 =-1.0431 P4 =-52.9412•psf Gcp5 =-1.2862 P5 =-63.4635•psf Gcp4.5 = 0.9431 P4.5 = 48.6127•psf Job: burhardt Sheet No:Da e:of Calcul by: Lm 5/17/16 Checked by jm: Date:5/17/16 .000 0 G2 Consulting Group, Inc. Job: burhardt joaquin montesino RE Sheet No: 10 _ of 9725 S.W. 4 th TERR. Calcul by: j ate:5/17/16 Miami, FL 33174 Checked by jm: Date:5/17/16 LIC# 69969, CA 25882 Door Pressures for building h<60ft GARAGE Negative :zone4 A:= 21ft2 AW Gc:=-1.2766 + 0.1766•log A Gcp4 =-1.0431 ft2 = 0.6•[gh•[Gcp4 - (-Gcpi)l p4 =-52.9412•psf Negative: zone5 Gam:=-1.7532 + 0.3532•log A Gcp5 =-1.2862 . . • • .... ...... • • ...... .. • .....• 94;= 0.6•[gh•[Gcp5 - (-Gcpi)T 63.4635 sf • """ • .... . ..... positive :zone4 & zone5 • • • •' • ...... . . . . ...•.. A:= 21ft ..•.•. • /Vw. • ...... A G := 1.1766 — 0.1766•log 2 Gcp4.5 = 0.9431 ' ft � .= 0.6•[gh•[GcP4.5 + (—Gcpi)T p45 = 48.6127•psf G2 Consulting Group, In JOAQUIN MONTESINO PE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Job: burhhardt Sheet No:_- of Calc by: JM Date:5/20/16 Checked by :JM Date:5/20/16 COMBINED AXIAL LOAD & BENDING COMPRESSION FOR MASONRY WALL: VERTICAL LOADS: all Second level: 22' DEAD LOADS: DL := 22581bf LIVE LOADS: LL := Olbf Maximun Calculated Axial Loads: P := DL + LL P = 2258.1bf Calculated Axial Stress: fa P An := 2.1.25in• 12in :_ An fa = 75.267•psi ASCE7 — 10 ZONE4 pW := 51.4psf 8 " cmu TRY: MASONRY WALL PARTIALLY GROUTED # 6 @ 48" An = 30•in2 The Allowable Compression Stress is: fm := 1500psi h := 9ft r := 2.66in h 2 Fa := .25•fm• 1 — (140•r Fa = 343.46•psi Check Compressive Stress in Masonry fb = Mw•2 b := 48in b•d2 j •k d := 3.81 in . . .... ...... •• . .... • ..•.... .... •.... • • • .. .. .. . ...... • • • • •••••• • • G2 Consulting Group, In JOAQUIN MONTESINO PE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Jo �: burhhardt Sheet No: 2 of Calc by: JM Date:5/20/16 Checked by :JM Date:5/20/16 Concrete Block: Block width: hblock := 7.625in web thickness: t,eb := 1in Shell thickness: tfs := 1.25in Block cell width: bcell := 8in - 2•t,,,eb bceu = 6 in Proposed spacing: Spacing := 48in No-R Cell := 1 bl-k 1 Height of Wall: h = 9-ft Ac:_ [(Spacing)•tfs� + F - tfs I'(bcell + tweb No-R-Cell 2 •••• Ac = 77.937•in2 ••••• • • • As := 0.44in2 • • • . • • Es := 29000000psi Em := 900-fm •••••• • •••• • • • As . • • ..•.•• Ac 3 • • p=5.646x 10 Es n- — Em w := Spacing-P,,, n = 21.481 w = 205.6•plf 1 := 9ft p n = 0.121 NV 1 Mw := —w•12 8 Mw = 2082•lbf•ft k:= 2•n•p + (n•p)2 - n•p k = 0.386 j k '- 1 3 Fb := (3). fm G2 Consulting Group, In JOAQUIN MONTESINO PE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 j = 0.871 M fb:= w-2 �b-d2 j •k fb = 213.223•psi fb = 0.426 Fb CHECK BARS TENSION Job: urhhardt Sheet No: of Calc by: JM ate:5/20/16 Checked by :JM Date:5/20/16 Fb = 500-psi (( fa + lb 1 I= 0.646 1< 1 Fa Fb J Check := i fa + fb > 1, "NO GOOD", "OK" f [( Fa Fb ) Check = "OK" M 1 w 1— � 2 wl := 51.4psf 1 := 9ft F 24ksi d := 3.81 in N, MW = 520-Ibf • ft .... w As, := 2 .. .... '..' j-d-Fs-1 in AS := 0.44in ...�.. : ....:. AS, = 0.078• ft ...... SPACING OF BARS ...... .... . ..... AS ...... ... ..:..' S := — S = 67.364•in '...' w As ..'..' ...... . . . . ...... se :zone 4 bars # 6 4r .. . ' ' .... 0 0 G2 Consulting Group, In JOAQUIN MONTESINO PE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Job: b rhhardt Sheet No: of Calc by: JM ate:5/20/16 Checked by :JM Date:5/20/16 COMBINED AXIAL LOAD & BENDING COMPRESSION FOR MASONRY WALL: VERTICAL LOADS: Wall Second level: 22' DEAD LOADS: DL := 22571bf MNJV LIVE LOADS: LL := Olbf Maximun Calculated Axial Loads: P := DL + LL MA P = 2257•lbf Calculated Axial Stress: P � M= 2.1.25in•12in fa :_ — M An fa = 75.233•psi ASCE7 - 10 ZONE5 P,,:= 60.4psf 8 " cmu TRY: MASONRY WALL PARTIALLY GROUTED # 6 @ 48" An = 30• in The Allowable Comoression Stress is: fm := 1500psi h := 9ft r;= 2.66in h 2 Fa :_ .25•fm• 1 — 140 r Fa = 343.46•psi Check Comuressive Stress in Mason tb = Mw•2 A 48in b•d2 j •k d := 3.81 in AM • • •••• •••••• • •••••• .... . ..... •• •• •• • •••••• .••••• . . . . ...... • •• • G2 Consulting Group, In JOAQUIN MONTESINO PE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Concrete Block Job' urhhardt Sheet No: % of Calc by: JM Date:5/20/16 Checked by :JM Date:5/20/16 Block width: ":= 7.625in web thickness: t:= 1in Shell thickness: tom:= 1.25in Block Cell width: bly:= Bin - 2•tN,eb bce11= 6•in Proposed spacing: S acin := 48in No, o Rbwelm'= 1 Height of Wall: h = 9•ft Ac :_ S acin t � + C(hbtock _ t I �b + t )J No_R Cell 9 AAAAA P g)' es LI`` 2 fs J cell web _ Ac = 77.937•in2 Ate:= 0.44in2 bars # 6 E y:= 29000000psi Em,= 900•fm _ As As w •= Spacing-PK, p = 5.646 x 10 3 w = 241.6•plf Es n :_ — "" Em n = 21.481 p•n = 0.121 Mw := 1 —w•12 nwww 8 Mw = 2446• lbf • ft k:= 2'n•P + (n'P)2 - n•p k = 0.386 r 1 k Fb := I 1 •fm ,�:=1-3 `3) I := 9ft . . .... ...... ...... .. . ...... .... . ..... ...... .... ..... .. .. .. . ...... . . . . ...... G2 Consulting Group, In JOAQUIN MONTESINO PE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 j = 0.871 fb:= :_ � �b-d2 j •k fb = 250.557•psi fb — = 0.501 Fb CHECK BARS TENSION Job- burhhardt Sheet No:� of Calc by: JM Date:5/20/16 Checked by :JM Date:5/20/16 Fb = 500•psi ((fa + fb l I=0.72 <1 Fa FbJJ Cv heck := if fa + fb > 1, "NO GOOD" , "OK" [(Fa Fb) Check = "OK" M i W1.12 w= 60.4psf= 9ft := 24ksi d�:= 3.81in 8 ft MW = 612•lbf• • ft . . .... ...... • • • : • • • • • j•d•FS•1.33 Ate:= 0.44in AS,=0.069•in SPACING OF BARS ...... .... ..... — S = 76.244•in •••••• '� �S:= se : zone 5 bars # 6 48' ' G2 Consulting Group, In JOAQUIN MONTESINO PE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Job: t,urhhardt Sheet No: �of Calc by: JM Date:5/20/16 Checked by :JM Date:5/20/16 COMBINED AXIAL LOAD & BENDING COMPRESSION FOR MASONRY WALL: VERTICAL LOADS: Wall first level: 9'-1"' DEAD LOADS: GARAGE ASCE7 - 10 D= 12901bf ZONE4 Pam- 50.7psf 8 " cmu TRY: MASONRY WALL PARTIALLY LIVE LOADS: GROUTED # 6 @48" LL := 01bf AMW Maximun Calculated Axial Loads: P := DL + LLAAA sees . . sees sees.. P = 1290-lbf .. sees Calculated Axial Stress: sees.. sees e s P An := 2.1.25in•12in An = 30•in2 sees.. An e .. .. .. sees.. sees.. fa=43psi e e e.ee;e .sees. e sees.. The Allowable Compression Stress is: .":'. ' fm := 1500psi h := 1 lft N:= 2.66in 2 h Fa := .25-fm• 1 — ANW 140•r Fa = 327.885•psi Check Comoressive Stress in Mason fb = Mw•2 b := 48in MA b•d2 j •k d := 3.81in AM G2 Consulting Group, In JOAQUIN MONTESINO PE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Concrete Block Proposed spacing Height of Wall _ As Ac p=5.646x 10 3 Es n— ""' Em n = 21.481 p•n = 0.121 Mw := 1 • w• 12 AAAIVW 8 Block width: web thickness N := 7.626in M":= 1 in Join; purhhardt Sheet No: IN of Calc by: JM Date:5/20/16 Checked by :JM Date:5/20/16 Shell thickness: tom:= 1.25in Block cell width: b:= 8in — 2•tWeb been = 6-in ,Sp acin := 48in No R C,eN111:= I (r h = 11•ft AMc :_ [(Spacing)•tfs� + hblock — tfs I •(bce11 + tWeb) •No—R Cell LI 2 Ac = 77.937•in2 .44in2 Mann Es = 29000000psi Erin := w:= Spacing•PW 900•fm 0�0�60 • • ...• ••••.• of •• •••••• • • • • •• • • • • • • • •,0• ; •••••• • •••• •• • • • • • ••;•� � .• ��;� •••••• .••.. ••••• •••••• • • •••••• 00000* • • w = 202.8•plf �= 11ft Mw = 3067•1bf•ft K = 2•n•p + (n•p)2 — n•p k = 0.386 k is=I-3 Fb=(3)fm G2 Consulting Group, In JOAQUIN MONTESINO PE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 j = 0.871 Mw•2 fb :_ b•d2•j-k fb = 314.18•psi fb = 0.628 Fb CHECK BARS TENSION Job: burhhardt Sheet No: of Calc by: JM Date:5/20/16 Checked by :JM Date:5/20/16 Fb = 500•psi ((fa + fb — 0.76 Fa Fb Cke.gk = i fa a + fb > 1, "NO GOOD", "OK" �(Fa Fb) Check = "OK" M 1 w 12 w= 50.4 sf l := llft 1 wJr; p �:= 24ksi d := 3.81 in 8 ft Mw = 762•lbf • 8 .... . . .... ...... Mw .. .• " 2 in 2 Ate:= .44in �..�.• j.d.F,.1.33 A,, = 0.086• ...:.. ft . ...... SPACING OF BARS .... . ..... AS S:=— S=61.166•in •• •• •• •••••• ...... . . . . ...... Use : zone 4 bars # 6 48" "" • G2 Consulting Group, In JOAQUIN MONTESINO PE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Job: burhhardt Sheet No: 1A of Calc by: JM Date:5/20/16 Checked by :JM Date:5/20/16 COMBINED AXIAL LOAD & BENDING COMPRESSION FOR MASONRY WALL: VERTICAL LOADS: all first level: 9'-1"' DEAD LOADS: GARAGE ASCE7 — 10 D,L := 12901bf ZONE5 Pam:= 59psf 8 " cmu TRY: MASONRY WALL PARTIALLY LIVE LOADS: GROUTED # 6 @48" LL := 01bf Maximun Calculated Axial Loads: P:= DL+LL ��• MA P = 1290•lbf • ...... .. . ...... Calculated Axial Stress: • • • •: .... : .... . ..... � P An := 2.1.25in•12in An = 30•in2 •••••• • • ••• • •• 090•0 ,w fa:= nn AAM An .. .. .. . •.•..• fa=43•psi �•••:. 0••••� . ...... The Allowable Compression Stress is: fm := 1500psi h\:= 11ft 2.66in err:= 2 h Fa := .25•fm• 1 — ANW 140•r) Fa = 327.885•psi Check Comuressive Stress in Mason fb = Mw•2 �b := 48in b•d2•j•k G2 Consulting Group, In JOAQUIN MONTESINO PE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 d := 3.81in nnn Job: burhhardt Sheet No: -Id - of Calc by: JM Date:5/20/16 Checked by :JM Date:5/20/16 Concrete Block: Block width: := 7.625in web thickness: tw := 1 in Shell thickness: tom:= 1.25in Block cell width: b := 8in - 2•tW41Web bceu = 6-in Proposed spacing: acin .= 48in No R�CCeIl:= 1 A. hblock Height of WAIL' h = 11 •ft Ac :_ �(Spacing)•tfs� + I - tfs)'(bcell + tWeb)� No_R Cell 2 Ac = 77.937•in2 Ate:= .44in2 .�. �....� 0906:0 .. .... ...... .. . ....% EN = 29000000psi Em := 900•fm .... As .*00 . •...• _ ' •..• 00000 Ac ....• . •....• 3 p=5.646x 10 Es ...... AAA Ern • � ;,:= Spacing-P,,, n = 21.481 w = 236•plf I= 11ft p•n = 0.121 1 Mw:= .w•12 /VVVVW 8 Mw = 3569•lbf•ft k,:= 2'n'p + (n•p)2 - n•p k = 0.386 G2 Consulting Group, In JOAQUIN MONTESINO PE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 k 3 j = 0.871 M fb:=Fb7j.kj w•2 AW fb = 365.614•psi fb = 0.731 Fb Fb := 13 ) fm Fb = 500-psi C(fa Fa + Fb)) fb — 0.862 CS heckN = if[(f a Fa Fb) Check = "OK" Job: burhhardt Sheet No: 21• of Calc by: JM Date:5/20/16 Checked by :JM Date:5/20/16 CHECK BARS TENSION 1 2 w = 59psf 1:= 11ft Fes— 24ksi := 3.21" M = _.� .1 ' 1 �d g .... ...... ft ...... .. . ...... MN,=892•lbf — •••••• �� .... . ..... w 2 2 in 44in •.�..� �..�.� •...• J•d•FS•1.33 — A" 0.101•— �'— .. .. .. . ...... SPACING OF BARS . . . . •....• . ...... As .. .... S := — S = 52.25-in ' 00 MA As, Use: zone 5 bars # 6 @4811 G2Consulting Group. Inc. Joaquin Montesino.p.e 9725 sm. 4 th TERR. Miami, FL 33174 DESIGN STEEL COL BASE & TOP PLATE P :Total column Ioad,Kips A :bxd Area of plate :inA2 Fb :Allowable bending strees in base plate, Ksi fp :Actual bearing pressure,Ksi Job: BURHARDT Sheet No:-IIof Calc by:jm Date:05/26/16 Check by: jm_Date:05/26/16 fc :Compressive strength of concrete,Ksi f,:= 4ksi tp :Thickness of plate,in Fy : yield strenght of steel •••• • • • ••Y• •••••• ••• • •••• • • • • ••••• •• • ••••% • •••••• • • •••••• • •• •• •• • •••••• • • • • • • • • • •••••• • • • • • • • G2Consulting Group. Inc. Joaquin Montesino.p.e 9725 s.w. 4 th TERR. Miami, FL 33174 Job: B?}R ARDT Sheet No: LL of Calc by:jm Date: 5/26/16 Check by: jm_Date:05/26/16 Try HSS 5x4x5/16 cap :85.8 kips >81 kips ok! TS— 1,2 "BASE PLATE Ab := 11in p := 81OOO1bf is := Sin Fy := 36ksi Bb := Hin Abt := Ab x Bb Ab — is Mb:= 2 P 1) fpb :_ — AM mb = 3 x in fpb = 0.669 x ksi check := if fpb > 0.35 x CC, "no good" , "good") check = "good" . . .... ...... Pb tpb:=2xmbxffF�y •••••• • tpb = 0.818 x in use base plate 7/8"x 10x 11 .... ...... . ..... .. .. .... .. . ..... ...... TOP PLATE At := 11in Bt := 7.625in Att := At x Bt At — is mt := mt = 3 x in 2 P fpt:= A tt fpt = 0.966 x ksi chheeck := if(fpt > 0.35 x f,, "no good" , "good") Allcheck = "good" 'Pt tpt := 2 x mt x F Y tpt = 0.983 x in use top plate 1"x7.625x11 G2Consulting Group. Inc. Joaquin Montesino.p.e 9725 s.w. 4 th TERR. Miami, FL 33174 Try HSS 5x4x114 cap : 46.8kips >19 kips ok! TS - 3 BASE PLATE Ate:= Hin := 190001bf tom.= 5in Hin Ate:= Ab x Bb Ab _ ts 2 fp P Abt mb = 3 x in fpb = 0.157 x ksi chMe := if(fpb > 0.35 x t',, "no good" , "good") AAAAAWcheck = "good" := 2 x mb x f tpb = 0.396 x in use base plate 1/2"x10x11 TOP PLATE A,= 11in B = 7.625in t x t A := t- mt=3xin 2 _ P ,' Att fpt = 0.227 x ksi chN eeck := if (fpt > 0.35 x f ., "no good" , "good" check = "good" fpt t:= 2 x mt x Fy tpt = 0.476 x in use top plate 1/2"x7.625x11 Job: BWHARDT Sheet No: of Calc by:jm Date:05/26/16 Check by: jm_Date:05/26/16 Fv:= 36ksi . . .... ...... ...... .. . ...... .... . ..... ...... •000 ..... . . .. .. .. . ...... . . . . 0000% •• • •000 6.6 . G2Consulting Group. Inc. Joaquin Montesino.p.e 9725 s.w. 4 th TERR. Miami, FL 33174 Try HSS 5x4x1/4 cap 46.8 kips >30 kips BASE PLATE AW:= 11in A,:= 300001bf tom= Sin N:= 7.625in A := Ab x Bb Ab _ t� 2 1) — P AN ntb = 3 x in fpb = 0.358 x ksi chNN eck:= if > 0.35 x f,, "no good" , "good") NN&check = "good" fpb t =2xmbx f Y tpb = 0.598 x in use base plate 5/8"x10x7.625 TOP PLATE = 14in B = 14in A-= Atx Bt At —ts m:= 2 mt=4.5x in _ P Att fpt = 0.153 x ksi chMeck := if(fpt > 0.35 x Cc, "no good" , "good" check = "good" fpt := 2 x mt x f Y tpt = 0.587 x in use top plate 5/8"x14x14 Job: By HARDT Sheet No: of Calc by:jm Date:05/26/16 Check by: jm_Date:05/26/16 ok! TS— 6,7 &:= 36ksi • •.•. . ..•.. •••••• •••• ••••• •. .. •• • •••••• ...... . • .••••• • . • 6.9 . G2Consulting Group. Inc. Job: BURHARDT Joaquin Montesino.p.e Sheet No:'L 9725 s.w. 4 th TERR. Calc by:jm Date:05/26/16 Miami, FL 33174 Check by: jm_Date:05/26/16 Try HSS 5x2x1/4 cap: 47.2kips >13kips ok! TS - 4,5 BASE PLATE 11in y:= 130001bf ,tom,:= Sin F:= 36ksi jam,— 7.625in Aw - Ab x Bb Ab — ts 2 P - AN mb = 3 x in fpb = 0.155 x ksi \0VVVVVW eck = if (fpb > 0.35 x P, , "no good", "good" check = "good" . . • • • • .... ...... bfF�y2 x m x.... •..•.• •.•• . • • . • ...... • • tpb = 0.394 x in use base plate 1/2"x11x7.625 • • • • . 0 • : • 00 00000 000000 . .. . ...... TOP PLATE •'"" • . . . . ...... .00-0 AfV= 11in B= 7.625in .. .... • • • 0 0 A� = At x Bt At — is O mt = 3 x in 2 P Aft fpt = 0.155 x ksi cheek := if(fpt > 0.35 x i',, "no good" , "good" check = "good" fpt t:= 2 x mt x Fy tpt = 0.394 x in use top plate 1/2"x11x7.625 G2 Consulting Group, Inc. JOAQUIN MONTESINO, P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Phone/Fax: (786) 294-0032 EXAMPLE OF DESIGN: 0 H Job: BURHARDT Sheet No:1.)5 of Calc. by:JM_Date:6/6/16 Checked by :JM Date:6/6/16 DATA: P := 1'3kip Axial compression Load e= Oin Eccentricity AM L := 10ft Nw Heigth of the column Section : HSS 5x2x1/4 HSS 4,5 2 A := 2.91 in AW Area Ix:= 8.08in4 Moment of Inertia about x Iy := 1.84in4 Moment of Inertia about y Sx := 3.23in3 Modulus of section • • • • • • E := 29000ksi • rx.•= 1.67in Radius of gyr�t Qr2 about x • • . ...... ry := 0.797in Radius of gyrativo about y.. * . • 090000 .. Fy := 46ksi Steel Yield -Stress • ...... COLUMN K:= I Pin -Pin ends and n6A;4y column.. Combined Axial and Bending loading from table AISC 9TH EDIT. f.:= P. A fa = 4.467•ksi K•L = 10•ft K•L Slender of the column rx X = 71.856 K•L Xx:= — rx G2 Consulting Group, Inc. JOAQUIN MONTESINO, RE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Phone/Fax: (786) 294-0032 fa fbx + — Eq. 1-11-3 Fa Fbx from table c-36 Fa := 16.22ksi Bending Moments 1 2 M M := 8•w•L fbx .SX M = 1.844•kips•ft fbx = 6.85•ksi fa Cam' �x — + Eq. H1-1 Fa 1 — fa — Fbx ( I\ Flex from table 8 F'ex := 28.81ksi Fbx:= 0.66•Fy Cmx := 0.85 fa Cmx•fbx — + 7'ex� 0.502 Eq. H1-3 FaFbx fa Cmx•fbx R:=—+ Fa fa 1 — — Fbx Flex) check := if(R :5 1.33, "OK" , "NO GOOD") check = "OK" Job: BURHARDT Sheet No:V1 of Calc. by:JM_D te:6/6/16 Checked by :JM Date:6/6/16 P := 59psf S:= 2.5ft w := P• S Am te . . .... ...... ...... .. . ...... .... . ..... .•..•. ..•. •.•.. .. .. .. . ...... . . . . ...... G2 Consulting Group, Inc. JOAQUIN MONTESINO, RE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Phone/Fax: (786) 294-0032 DEFLECTION L 360 0 = 0.333•in 5•w•L4 AM 384•E•I,� 6 = 0.142•in _ 5•w•L4 Ivey 384•E-0 I,,ey = 3.433•in4 I, = 8.08•in4 final used is 5X2X1/ ' Job: BU�HARDT Sheet No:V of Calc. by:JM_ ate:6/6/16 Checked by :JM Date:6/6/16 . . .... ...... ...... .. . ...... .... . ..... ...... .... ..... .. .. .. . ...... . . . . ...... G2 Consulting Group Inc. Joaquin Montesino PE 9725 sw 4 th TERR Lic # 69969 AC 25882 job : burkhardt Sheet # Ifof---- Calc by JM : Date: 5/23/16 Check by JM Date5/23/16 STEEL BEAM WITH SECTION W Data : W8x67 Fy := 50ksi -Geometrical Data: d := 9in tw := 0.57in bf := 8.28in tf := 0.935in Sx := 60.4in3 f a rf = rf := 5.9 rw = rw := 28.1 rAf = rAf := 5.72- rT := 2.28in tf tw f �n IX := 272in4 -Determine coefficient Cb Cb := 1 Simply supported . . .... ...... -Determine Lc �� .�•:�• +• ...... .. . ....% 20000ksi Lc := Le = 5.83 ft ."". :...:. • Fy'rAf .... . ..... ...... .... • ..... .. .. .. . ...... -Determine Lu : • . . . . ...... .... % 0.5 • • ' ' Cb 0.5 �..• : .... :....� L„ 1 := rT- 102000•— -ksi Lu1 = 8.58161 ft • F y Cb ksi Lug := 20000 Fy'rAf Lu := min (Lul , Lu2) -Bracing : Imo := 2ft Lug = 5.82751 ft L„ = 5.82751 ft Compact := 1 Noncompact := 2 slender := 3 G2 Consulting Group Inc. Joaquin Montesino PE 9725 sw 4 th TERR Lic # 69969 AC 25882 Section := bf < 65 1�i0.5 1 if 2•tf V `y d < _640 1s10.5 tw V ' 2 if 65 0.5 bf ksi < — 95 • ksi0.5 - � V ` y 2 tf FFy 640 ksi 0.5 d 760•ksi 0.5 V - y tw V ' 3 if bf — 95 • ksi0.5 > 2 tf � V ` y d 760•ksi 0.5 Section = 1 Compact section F1 := Fy• 0.667 - F2 := 170000 • Cb Fy•12 1530000•rT2•Cb•ksi rT2 • ksi 12 F1 = 33.16895•ksi F2 = 1534.25 •ksi F3:= 12000 Cb • ksi F3 = 87.41259•ksi I•rAf Fb .= 0.66•Fy if 1 <_ Le 0.60 • Fy if L, <_ i <_ L, min(0.60•Fy, max(F1 , F2 , F3)) if 1 > L„ Fb = 33•ksi Allowable Bending Stress job : burkhardt Sheet # Jof--- Calc by JM : Date : 5/23/16 Check by JM Date5/23/16 G2 Consulting Group Inc. Joaquin Montesino PE 9725 sw 4 th TERR Lic # 69969 AC 25882 -Service Loads: Ma := 94kip•ft fb := M. Actual bending stress Sg fb = 18.68•ksi fb fb = 0.56592 Fb job : buLoardt Sheet # of---- Calc by JM : Date: 5/23/16 Check by JM Date5/23/16 Checking := if (fb <_ Fb , "ok" , "Not good") Ges Y • . •.•• .••••• Checking = "ok" ...... �•.� : .•.•:• • •••••• •••• • • • -Checking Shear Stress ; ...... .... ..... • • • • .. .. .. . ...... F,,:= 0.4-Fy Allowable Shear stress F,, = 20 • ksi . • kip wa := 1.418 ft L := 23ft AW Va := 2 •wa•L Actual Shear Force V. = 16.307 • kip fv := V a Max Actual Shear stress d•tw f,,=3.18•ksi Checking2 := if (f,, _< F,, , "ok" , "Not good"� 1Checking2 = "ok" G2 Consulting Group Inc. Joaquin Montesino PE 9725 sw 4 th TERR Lic # 69969 AC 25882 -Checking Displacement: E := 29000ksi Steel Modulus of Elasticity 5 wa L4 384•E•Ig 0 = 1.13189 • in L �auow 240 Z`auow= 1.15-in Actual Max displacement Allowable Displacement Checking3 := if (0 <_ Dallow � "ok" , "Not good" job : burkhardt Sheet # - f--- Calc by JM : Date: 5/ 3/16 Check by JM Date5/23/16 Checking3 = "ok" G2 Consulting Group Inc. Joaquin Montesino PE 9725 sw 4 th TERR Lic # 69969 AC 25882 STEEL BEAM WITH SECTION W Data: W8x67 Fy := 50ksi -Geometrical Data: job : buCj Ordt Sheet ### of— Calc by JM : Date: 5/23/16 Check by JM Date5/23/16 d := 9in tN, := 0.57in bf := 8.28in tf := 0.935in Sa := 60.4in3 rf = bt f f in rf := 5.9 rw = rw := 28.1 rAf = tw ArAf := 5.72 - rT := 2.28in IX := 272in4 -Determine coefficient Cb Cb := 1 Simply supported -Determine Lc 20000ksi L� := LC = 5.83 ft Fy•rAf -Determine Lu Cb 0.5 L., := rT 102000• ksi0.5 Fy Cb • ksi Lug := 20000 Fy•rAf Lu := min(Lui ) Luz) -Bracing : M*= 211 Lul = 8.58161 ft Lug = 5.82751 ft Lu = 5.82751 ft Compact := I Noncompact := 2 slender := 3 . . .... ...... ...... .. . ...... .... . ..... ...... .... ..... .. .. .. . ...... . . . . ...... G2 Consulting Group Inc. Joaquin Montesino PE 9725 sw 4 th TERR Lic # 69969 AC 25882 Section := bf 65i0.5 1 if < (� 2-tf V `Y d < _640i0.5 tw V � 2 if 65 0.5 bf 95 • ksi0.5 ksi < — <— � V.Y 2 tf V -y 640 ksi < 0.5 d 760 • ksi0.5 •— <_ tw y �/ Y bf 95 • ksi0.5 3 if — > 2 tf d 760 • ksi0.5 tw V ' Section = 1 Compact section Fy 12 F1 := Fy 0.667 — 1530000-rT2•Cb•ksi rT2 ksi F2:= 170000•Cb 12 Cb - ksi F1 = 33.16895 • ksi F2 = 1534.25•ksi F3 := 12000- F3 = 87.41259-ksi F rnf Fb := 0.66•Fy if 1 <— Lc 0.60•FY if Lc <— 1 <— L„ min(0.60•FY, max(F1, F2 , F3)) if 1 > L„ Fb = 33•ksi Allowable Bending Stress job : burl hardt Sheet # f--- Calc by JM : Date: 5/23/16 Check by JM Date5/23/16 . • .•.. .•.•.• • • •••••• 00000 s • •.•••• •• • •••• G2 Consulting Group Inc. Joaquin Montesino PE 9725 sw 4 th TERR Lic # 69969 AC 25882 -Service Loads: Ma := 94kip•ft fb := Actual bending stress x fb = 18.68•ksi job : burkhardt Sheet # ' of-- Calc by JM : Date: /23/16 Check by JM Date5/23/16 fb — = 0.56592 r' .... b . . .... ...... ...... .. . ...... Checking if (fj, 5 Fr,, "ok" "Not • • • • • • ; ; := , good"� .... • • • • • • Checking = "ok" 1 ...... .... ..... .. .. .. . ...... . . . . ...... -Checking Shear Stress F,, := 0.4•Fy Allowable Shear stress • F,, = 20 • ksi wa := 1.418 kip ft L := 23ft Va := 2 .wa.L Actual Shear Force V. = 16.307 • kip V a Max Actual Shear stress d • t,,, f,,=3.18•ksi Checking2 := if(f,, :5 F,,, "ok" , "Not good"� 1Checking2 = "ok" G2 Consulting Group Inc. Joaquin Montesino PE 9725 sw 4 th TERR Lic # 69969 AC 25882 -Checking Displacement: E := 29000ksi Steel Modulus of Elasticity 5 we L4 384•E•IX 0 = 1.13189 • in L Dallow 240 A.d11ow = 1.15 -in Actual Max displacement Allowable Displacement Checking3 := if(0 <_ A.11ow, "ok" , "Not good" job : bu ardt Sheet # of--- Calc by JM : Date: 3/16 Check by JM Date5/23/16 . . .... ...... ...... .. . ...... Checking3 .... . ..... ...... .... ..... .. .. .. . ...... . . . . ...... G2 Consulting Group Inc. Joaquin Montesino PE 9725 sw 4 th TERR Lic # 69969 AC 25882 STEEL BEAM WITH SECTION W F •= SOksi Data : W12x87 y • -Geometrical Data: d := 12.5in tN, := 0.5in bf d rf = — rf := 5.9 rw = — 2tf tw Ix := 740in4 -Determine coefficient Cb Cb := 1 Simply supported -Determine Lc 200001ksi Lc:= Fy'rAf bf := 12.125in tf := 0.8in LC = 5.83 ft -Determine Lu : 0.5 L„ 1 := rT• 102000• F ksi0.5 y Cb • ksi Lug := 20000 Fy •rAf Lu := min (Lul , Lu2) -Bracing : := 2ft job : burkhardt Sheet #Ilof--- Calc by JM : Date: / 3/16 Check by JM Date5/23/16 Sx := 1181[n3 rw := 28.1 rAf = rAf := 5.72 • n rT := 3.32in Af L„ 1 = 12.49603 ft L„ 2 = 5.82751 ft L„ = 5.82751 ft Compact := 1 Noncompact := 2 slender := 3 •••• . . .... ...... ...... .. . ...... .... . ••••• ...... •••. ..... .. .. .. . ...... . . . . • • • • • • . .•••.• G2 Consulting Group Inc. Joaquin Montesino PE 9725 sw 4 th TERR Lic # 69969 AC 25882 Section := bf 65 0.5 1 if < ksi � 2 tf V'y d < 640 ksi0.5 t,, V'y 2 if 65 ksi0.5 < bf < 95 • ksi0.5 V`y 2 V 'r 640 0.5 d ksi < — <_ 760 • ksi0.5 V `.y tw V `.r bf 95 •ksi0.5 3 if — 2•tf > FFy d 760 • ksi0.5 tw V - Y Section = 1 Compact section F1 := Fy• 0.667 - FY 12 1530000•rT2•Cb•ksi rT2 • ksi F2:= 170000•Cb 12 Cb • ksi F3 := 12000 • 1•rAf F1 = 33.26461 •ksi F2 = 3253.13889•ksi F3 = 87.41259•ksi Fb := 0.66 • Fy if 1 <_ Lc 0.60 • Fy if Lc < 1 < Lu min(0.60•Fy, max(F1, F2, F3)) if 1 > L„ Fb = 33•ksi Allowable Bending Stress job : burkhardt Sheet # f--- Calc by JM : Date: /23/16 Check by JM Date5/23/16 . . .... ...... ...... .. . ...... .... . ..... ...... .... ..... .. .. .. . ...... • • • • ...••• G2 Consulting Group Inc. Joaquin Montesino PE 9725 sw 4 th TERR Lic # 69969 AC 25882 -Service Loads: Ma := 240kip•ft fb := � Actual bending stress fb = 24.41 • ksi job : burkhardt Sheet ##-/of— Calc by JM : Date : 5/ 3/16 Check by JM Date5/23l16 fb — = 0.7396 Fb ..•• Checking if (fb <F "ok" "Not ood"� ' 0960 •••• • • • • Checking = "ok" •••••• &••••• ••••• • • .••••• •••• ..••• • •••••• • Shear Stress ' ' :•••:• "•"' -Checking ; • Fv := 0.4 Fy Allowable Shear stress Fv = 20 • ksi wa := 3.966 kip ft L := 22ft ww Va := 2 .wa.L Actual Shear Force Va = 43.626•kip f�, V := a Max Actual Shear stress d•tw f, = 6.98 • ksi Checking2 := if (fv :- Fv, , "ok" , "Not good") Checking2 = "ok" G2 Consulting Group Inc. Joaquin Montesino PE 9725 sw 4 th TERR Lic # 69969 AC 25882 -Checkinsa Displacement: E := 29000ksi Steel Modulus of Elasticity 5 wa L4 384•E•I, 0 = 0.97408 -in L Dallow 240 Z-.11ow= 1.1-in Actual Max displacement Allowable Displacement Checking3 := if (A _< AnLA,Iows "ok" , "Not good" job : burkhardt Sheet Pf--- Calc by JM : Date: 5/23/16 Check by JM Date5/23/16 •e•• • • • • •••• •••f•• •• • •e•s • 7o—k" • e • • Checking3 = •::see ee a fse"f *so• fees • • • • • e •ss••• 0*00 • f • . • • f e•ef.• • Of 0*000 f••••• • • • • • G2 Consulting Group. Inc. joaquin montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC # 69969, CA 25882 DESIGN CONCRETE BEAMS RB — 1 wdl :_ ((7ft•30psf + 150pcf•8in•18in))•1.2 lbf wdl = 432• ft w11:= ((7ft•30psf))•1.6 lbf wll = 336• ft Wt :_ Wdl + wll wt = 768 1 lbf ft Bending Moment L := 7ft 1 2 ~%1V Mu := 8 •wt•L Mn = 4.704 x 103•lbf ft Mu ft F — b•d 2 Ku Ku = 4.229• kips w e F.ft ft•ft (�•fc)2—4•(0.59•�•fc)•K„ W := 2.(0.59•,�•fc) W=8.198x 10 3 fc P := W. Y p=5.465x 10 4 A, := p•deb As = 0.068•in2 1 check := if(p >— pmax, no good", "ok / check = "ok" sed:2#5 bott & 2#5 top SIZE : Job: urkhardt Res Sheet No: of Calc by:jm ate:5/26/16 Check by:jm Date:5/26/16 Ccover := 2.5in b := Bin fc:= 4000psi d := 18in de := d — Ccover . . .... ...... •••••• •• • •••••• • .... . ..... ...... .... ..... .. .. .. . ...... . . . . ...... Fy := 60000psi 0.9 (200) • psi Pmin := F Y Pmin = 3.333 x 10 3 Armin Pmin-b•d Armin = 0.48•in2 pma,:= 0.016 Asreq := if (As < Armin) Armin, As) Asreq = 0.48 • in G2 Consulting Group. Inc. joaquin montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC # 69969, CA 25882 Shear (ult) SHEAR STRESS L Vu := wt 2 Ties Area as := .11•in2 No of tie legs no := 2 Vc := 2 U PSI•P��•b de �•Vc = 5.882•kips 2 Vu = 2.688•kips Steel MF ;= 60000psi Vc = 15.685•kips de Smax := 2 spacing.. := if(Vu < O 2 c ,12in, Sm- l spacingmax = 12•in chi^= if(spacingmax>_ 12in,12in, Sma) check = 12•in sed # 3 stirrups @ 7 Job: b}jrKhardt Res Sheet No: of Calc by:imDate:5/26/16 Check by:jm Date:5/26/16 . . .... ...... := 0.75 ' ...... .. . ...... .... . ..... ...... .... ..... . . . . ...... • G2 Consulting Group. Inc. Joaquin Montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC #69969, CA 25882 DESIGN CONCRETE BEAMS RB-3 wdl:= ((6.5ft•30psf + 150pcf .8in-34in))- 1.2 lbf wdl = 574- ft w11:= ((6.5ft-30psf))-1.6 Job: bur hardt Res Sheet No:of Calc by:j_Date:5/13/16 Check by:jm Date:5/13/16 SIZE: Ccover:= 2.5in b := 8 in fc := 4000psi d := 34in de := d — Ccover lbf w11=312• 00*0 $ • . . .... ...... wt :_ Wdl + wll ...... . . . .. . • ...... wt=886 ft•lbf .... . ..... Bending Moment •••••• •••• ••••• .. .. .. . ...... 7.17ft •••••• • 1 2 ....:. = — MU 'wt 8 ...... ...... M„=5.694x 103•lbf•ft . . •• • 2 M„•ft kips F,.= b•de Ku ;= Ku = 1.239 ft-ft F-ft c) _ (�•fc)2 — 4-(0.59•�)-f)-Kn w := 2.(0.59-(�•fc) w=2.394x 10 ? fc P=w'F Y p=1.596x 10 4 As:= P'de b As = 0.04•in2 check := if(p >_ pma,, no good ok check = "ok" red 2#7 bott & 2#7 top Fy := 60000psi (� := 0.9 (200)-psi Pmin F Y Amin=3.333x 10 3 Armin Pmin•b•d Armin = 0.907•in2 pmax:= 0.016 Asreq if (As < Armin, Asmin , As) Asreq = 0.907-in G2 Consulting Group. Inc. Joaquin Montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC #69969, CA 25882 SHEAR STRESS L Vu := wt•— Shear (ult) 2 Ties Area as := .11•in Z No of tie legs no := 2 Vc := 2•(psi f)•b•de �•—Vc = 11.953•kips 2 Vu = 3.176•kips Steel F,,�.= 60000psi Vc = 31.876•kips de Smax := 2 spacingma,, := if(Vu < 2 c ,12in, Sm- l spacingmax = 12•in chM, eYeck:= if(spacingmax>_ 12in, 12in, Sm.) check = 12•in sed # 3 stirrups @ 12 Job: burkhardt Res Sheet No: �_of Calc by:jmDate:5/13/16 Check by:im Date:5/13/16 •.•• . . . .... ...... •• •••• • 0.75 00 ..••.• • ••.• • • • . •...% .... . ..... ...... .... ..... • • • • • . • . . ...... • •. . •••. • G2 Consulting Group. Inc. Joaquin Montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC #69969, CA 25882 DESIGN CONCRETE BEAMS RB-4 Wd1 ((5ft-30psf + 150pcf•8in-34in+ 150pcf•8in•24in))-1.2 Ibf wd1 = 760. ft w11:= ((5ft•30psf))•1.6 SIZE: Job: burkhardt Res Sheet No: of Calc by:j_ ate:5/13/16 Check by:jm Date:5/13/16 Ccover = 2.5in b := Bin fc:= 4000psi d := 34in de := d — Ccover lbf w11= 240• .... ft . . * 0 .•.. ....•. .. .... • wt:_ Wdl+W11 ...•.. .. . ...... • wt = 1 x 103 ft IV . •.. . •..... • Bending Moment • L := 9ft ...... • 1 2 AAA • ..... • Mu :_ _.wt L ...... 8 Mu= 1.012x 104•lbf-ft 2 Mu•ft kips F := b•de K„ := K„ = 2.204• ft -ft •ft fc)2 — 4•(0.59•,�-f)•Ku w:= 2.(0.59•4)•fc) w=4.262x 10 3 fc P := w' F Y p=2.842x 10 4 A., := P•de b As = 0.072•in2 ��1 check := if(p >— pmac, no good ok"1 check = "ok" sed 2#7 bott & 2#7 top Fy := 60000psi (� := 0.9 (200)-psi Pmin F Y Pmin = 3.333 x 10 3 Armin Pmin' b • d Armin = 0.907•in pma.:= 0.016 Asreq if (As < Amin, Armin, As) Asreq = 0.907•in G2 Consulting Group. Inc. Joaquin Montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC #69969, CA 25882 SHEAR STRESS L Shear (ult) Vu wt 2 Ties Area as := .11•in 2 No of tie legs no := 2 Vc := 2-Q psi-0-b•de !•Vc = 11.953•kips 2 Vu = 4.5•kips Steel Fes= 60000psi Vc = 31.876•kips de Smax := 2 spacingm,x:= if (Vu < � 2 c ,12in, Sm-) spacingma, = 12•in chMheck ,= if(spacingmax>_ 12in,12in, Sm.) check = 12•in sed # 3 stirrups @ 12" Job: urkhardt Res Sheet No:of Calc by:jmDate:5/13/16 Check by:jm Date:5/13/16 •••• 0.75 • • • ' • 000000 90900 •••• • • • • • • •••••• •••• • •• ••. •• •• •• • •••••• • •••••• • • • • • • •90000 • • pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\rb-2r.slb 06-06-2016, 01:19:44 PM Page 1 0000000 000000 00000 00000000 00000000 0000000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0000000 00000 0000000 00 00 0000000 00000 00 00 00 00 00 00 00000000 00 00 00 000000 00 00 000000 0 0 00000000 00 00000_ 00 00 00 0 00 00 0000 00 0 00 00 000000 00 000000 000000 0000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0 00 00 00 00 000000 000 00000 0 00000 ------------------ ------------------ pcaSlab v2.00 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2006, Portland Cement Association All rights reserved Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaSlab computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaSlab program. Although PCA has endeavored to produce pcaSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaSlab program. •••••• • [11 INPUT ECHO •••• • General Information: File name: \\Server\office\pca\BURKHARDT\rb-2r.slb Project: BURKHARDT Frame: rb-2 Engineer: JM Code: ACI 318-05 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties: -------------------- -------------------- SlabslBeams ------------ we = 150 f'c = 4 Ec = 3834.3 fr = 0.47434 Columns 150 lb/ft3 4 ksi 3834.3 ksi 0.47434 ksi •••••• (if available) yl� •••• •••• •••••• • •••• • • • • • • • 00 • • ••••% •••• • • •• • fy = 60 ksi, Bars are not epoxy -coated pcaSlab v2.00 © Portland Cement Association 06-06-2016, 01:19:44 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\rb-2r.slb Page 2 fyt = 60 ksi Es = 29000 ksi Reinforcement 0 -Database: Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab -------- Wb -------- ---------------------------- ------------ #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 Span Data: Slabs: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin -------------------------------------------- ---- 1 Int 10.000 0.00 0.333 0.333 0.00 2 Int 12.750 0.00 0.333 0.333 0.00 RC Ribs and Longitudinal Beams: b, h, Sp (in) Ribs Beams _Span Span b h Sp b h -------------------------------- Hmin -------------------- 1 0.00 0.00 0.00 8.00 24.00 7.50 2 0.00 0.00 0.00 8.00 34.00 19.13 Support Data: Columns: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b -------------------------------- Hb Redo ---- -------------------- 1 0.00 0.00 0.000 8.00 12.00 10.000 0 2 0.00 0.00 0.000 8.00 12.00 10.000 0 Boundary Conditions: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B •••• _�a_____ _________ 1 a_____-- » -0 -----------0 Pinned Pinned • • • • •••• •••••• 2 0 0 Pinned Pinned •' • " " ' •••••• •• • •••••• Load Data: • Load Cases and Combinations: •••••• • • .•••.• Case SELF Dead Live •�•' ' " " ' Type DEAD DEAD LIVE •••••• •••• ••.••• U1 1.400 1.400 0.000 •• •• •• • •••••• U2 1.200 1.200 1.600 • Span Loads: • • • ' " " " Span Case Wa La Wb Lb •••••• ------------------------ • • • •••••• ------------------------------------ Line Loads - Wa I Wb (lb/ft), La I Lb (ft): • • • 1 Dead 767 0 767 10 2 Dead 767 0 767 12.75 1 Live 180 0 180 10 2 Live 180 0 180 12.75 Support Loads - Fz (kip), My (k-ft): Supp Case Fz My ------------------------ ------------ 1 SELF 0 0 2 SELF 0 0 1 Live 0 0 2 Live 0 0 Support Displacements - D (in), R (rad): Supp Case D R -------------------------------- ---- 1 SELF 0 0 2 SELF 0 0 1 Live 0 0 2 Live 0 0 inforcement Criteria: Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min ----------------------------------- Max ------- pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\rb-2r.slb Slabs and Ribs: Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 1.00 1.00 in Beams: Bar Size #5 #8 #5 #8 #3 #4 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.33 1.30 0.33 1.30 % Cover 2.50 2.50 in Side cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 (21 DESIGN RESULTS 06-06-2016, 01:19:44 PM Page 3 S-( Top Reinforcement: ------------------ Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax -' AsMin ___ AsMax __= SpReq ___ AsReq Bars _____ =___0 00 1 Left 9____-= 31s95 9_93�600 O'S54 2'184 2z707 0.344 2-#8 Middle 0.00 67.19 6.400 0.560 2.184 2.707 0.740 2-#8 Right 0.00 119.79 9.667 0.560 2.184 2.707 1.366 2-#8 2 Left 0.00 119.36 0.333 0.827 3.224 2.707 0.883 2-#8 Middle 0.00 50.44 4.679 0.818 3.224 2.707 0.366 2-#8 Right 0.00 14.63 8.404 0.818 3.224 2.707 0.105 2-#8 Top Bar Details: ---------------- ---------------- Units: Length (ft) Left Right Span Bars Length ------- _Continuous_ Bars Length Bars --------------------- Length ------- Bars ------- Length -------------- Bars ------- Length ----------- 1 --- --- 2-#8 10.00 --- --- •••• 2 --- --- 2-#8 12.75 --- --- • • •••• •••••• Bottom Reinforcement: •••••• •••• ••••:• Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) •••••• • • • Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars •••••• .•••.• • • ------------------------ ---------------- -------- -------- --------------- •••• • ••••• 1 0.67 0.00 0.000 0.000 2.204 0.000 0.000 --- • • • • • • • 2 0.67 0.00 12.750 0.000 3.244 0.000 0.000 --- •• •• •• • ••••:• •••••• • • Bottom Bar Details: • • • • • • • • •••••• •••••• Units: Start (ft), Length (ft) • • • •• • •••••• • • Long Bars Short Bars •••:•• Span Bars Start ------------------ Length Bars Start --------------------- Length ------- •• • 1 --- --- 2 --- --- Flexural Capacity: ------------------ ------------------ Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- ----- 1 0.000 1.58 ----- 0.00 ------------------------ -136.92 0.00 0.333 1.58 0.00 -136.92 0.00 3.600 1.58 0.00 -136.92 0.00 5.000 1.58 0.00 -136.92 0.00 6.400 1.58 0.00 -136.92 0.00 9.667 1.58 0.00 -136.92 0.00 10.000 1.58 0.00 -136.92 0.00 2 0.000 1.58 0.00 -208.02 0.00 0.333 1.58 0.00 -208.02 0.00 4.679 1.58 0.00 -208.02 0.00 6.375 1.58 0.00 -208.02 0.00 8.404 1.58 0.00 -208.02 0.00 12.750 1.58 0.00 -208.02 0.00 pcaSlab v2.00 O Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\rb-2r.slb 06-06-2016, 01:19:44 PM Page 4 Longitudinal Beam Shear Reinforcement Required: Units d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s -------------------------------------------- ---------------- 1 21.00 15.94 2.083 5.000 12.59 5.000 0.0067 5.000 7.917 16.81 7.917 0.0067 2 31.00 23.53 2.917 6.194 15.23 2.917 0.0067 6.194 9.472 10.15 6.194 0.0000 9.472 12.750 5.08 9.472 0.0000 Longitudinal Beam Shear Reinforcement Details: Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 12 @ 9.6 2 #3 6 @ 13.5 + <-- 75.7 --> �_Z Beam Shear Capacity: Units d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s ---------------- Sp -------- PhiVn -------- Vu -------- Xu ------------ 1 -------- 21.00 15.94 ---------------- 0.000 0.583 ----- ----- 37.51 7.46 0.583 0.583 9.417 0.0228 9.6 37.51 16.81 7.917 9.417 10.000 ----- ----- 37.51 19.83 10.000 2 31.00 23.53 0.000 0.583 ----- ----- 46.32 19.74 0.000 0.583 6.194 0.0163 13.5 46.32 15.23 2.917 6.194 12.500 ----- ----- 11.76 10.15 6.194 12.500 12.750 ----- ----- 11.76 0.39 12.500 Slab Shear Capacity: saUnits: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu •••• ______m---_ _ _______ ------------ _________s=_ - • _ ________checked • • •••• •••••• 1 --- Not � • ,, • 2 --- Not checked --- •• • •••• •••••• of • •••••• Deflections: • 0009*0 Section properties •••••• �•••i• • • ------------------ •••• • ••••• Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Level � ..:..• Ie,avg Dead • • �� • D•a'*,Live �x ' **-1"e0 Span Dead Dead+Live Zone Ig Icr Mcr Mmax --------------- ----------- ------ ---------------------- -------- -------- ----�++�•• -------•--------- + 1 8361 8345 Middle 9216 9216 30.36 0.00 911: 6Q.00• 012#140 Right 9216 3245 30.36 -85.37 • 3513 -100!ee•• 3412 0 �1�iLi• 2 14414 11870 Left 26203 7682 60.93 -85.37 • 14a14 -10t.00 Maximum Instantaneous Deflections •• • --------------------------------- Units: D (in) Span -------- Ddead Dlive -------- Dtotal -------- ---- 1 -0.023 -0.004 -0.027 2 0.270 0.071 0.340 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal ------------ -------------------------------------- 1 -0.024 2.000 -0.048 -0.051 -0.051 -0.074 2 0.284 1.517 0.431 0.487 0.501 0.771 Material Takeoff: Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 121.5 lb <_> 5.34 lb/ft <_> 8.010 lb/ft^2 Bottom Bars: 0.0 lb <_> 0.00 lb/ft <_> 0.000 lb/ft^2 Stirrups: 106.0 lb <_> 4.66 lb/ft <_> 6.991 lb/ft^2 Total Steel: 227.5 lb <_> 10.00 lb/ft <_> 15.001 lb/ft^2 Concrete: 37.4 ft^3 <_> 1.64 ft^3/ft <_> 2.467 ft^3/ft^2 pcaSlab v2.00 © Portland Cement Association 06-06-2016, 01:19.44 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\rb-2r.slb Page 5 53 COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp Comb/Patt P(axial] ------------ P[spring] ------------ Mb[top] Ma[bottom] ------------------------ M[spring] Mb[bottom] Ma[top] ------------------------ -------------- 1 SELF ------------ -1.30 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead -2.40 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All -0.56 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.90 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even -1.46 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.90 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 -0.56 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 -3.36 0.00 0.00 0.00 0.00 0.00 0.00 U2/All -3.78 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd -1.44 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even -5.22 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 -1.44 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 -3.78 0.00 0.00 0.00 0.00 0.00 0.00 2 SELF 6.92 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 19.85 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 4.66 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.90 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 3.76 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.90 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 4.66 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 27.79 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 31.27 0.00 0.00 0.00 0.00 0.0() 0.00 U2/Odd 25.26 0.00 0.00 0.00 0.00 0.00 • • 0.00 U2/Even 29.83 0.00 0.00 0.00 0.00 : .0.0.00 0900 0.0t " •:• U2/S1 25.26 0.00 0.00 0.00 0.00 •• 00.00 •••• 0.00 • U2/S2 31.27 0.00 0.00 0.00 0.00 ••••••0.00'..' • 0.0D...:. Sum SELF 5.61 0.00 0.00 0.00 0.00 0.00 0.4.660i Dead 17.45 0.00 0.00 0.00 0.00 . " " 00.00��•�� 0.00 • Live/All 4.09 0.00 0.00 0.00 0.00 •••• 0.000 0.000•00 Live/Odd 1.80 0.00 0.00 0.00 0.00 .000000.00 .... 0.00900 Live/Even 2.29 0.00 0.00 0.00 0.00 • 00.000 • • 0.00 Live/S1 1.80 0.00 0.00 0.00 0.00 �� 0.00 O.OU" " ' • Live/S2 4.09 0.00 0.00 0.00 0.00 :':0.00 • • • • • 0.00 •* •••••• U1 24.43 0.00 0.00 0.00 0.00 . . 0.00; " " ' 0.0p 0 U2/All 27.49 0.00 0.00 0.00 0.00 • • 00.00 0.0C••••• U2/Odd 23.82 0.00 0.00 0.00 0.00 " '0.00.*,:*. 0.010 ' U2/Even 24.61 0.00 0.00 0.00 0.00 0.00 •• • 0.00 U2/S1 23.82 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 27.49 0.00 0.00 0.00 0.00 0.00 0.00 G2 Consulting Group. Inc. Joaquin Montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC #69969, CA 25882 Job-._I)u,rkhardt Res Sheet No:of Calc by:jmDate:5/13/16 Check by:jm Date:5/13/16 DESIGN CONCRETE BEAMS RB-5 SIZE Ccover:= 2.5in wdl:= ((5ft-30psf + 150pcf-8in-34in+ 150pcf•8in-24in))-1.2 fc:= 4000psi b := Bin IV d := 34in Wdl = 760• ft de := d — Ccover w11:= ((5ft•30psf))•1.6 lbf w11 = 240- ft wt := Wdl + "I'll • • •••• •••••• wt = 1 x 103 • • • •• •••• • • ft•lbf ...... .. . ...... Bending Moment •••••• • 1 2 AW•••• ...•• Mu •— wt' 8 .. .. .. ...... Mu = 1.012 x 104•lbf-ft ...... . . . . • ...... kips F b-de2 Ku := F ft Ku = 2.204• FY '= 60000psi := 0.9 •..' := ft ft ) _ (� f ,)2 — 4-(0.59-�•fc)•Ku — (200) psi fAll 3000psi Pmin c w — 2-(0.59-�•f,) •— — 0.016 FY Pmax — —? w=5.688x 10 fc —3 pin=3.333x 10 P:= w' F Y p = 2.844 x 10 4 Amin := Pmin' b • d As:= P'de-b Asmin = 0.907•in2 As = 0.072-in2 Asreq := if(As < Asmin,Asmin,As) check := if(p >— P.., „no good", ok Asreq = 0.907-in check = "ok" ,sed 2#7 bott &'2#7 top G2 Consulting Group. Inc. Joaquin Montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC #69969, CA 25882 Shear (ult) SHEAR STRESS L Vu := wt.- 2 Ties Area as := .11•in2 No of tie legs no := 2 Vc := 2•(psi•f)•b•de �•Vc = 10.352•kips 2 Vu = 4.5•kips Steel FF 60000psi Vc = 27.605•kips de Sm.. 2 spacingmax := if I Vu < ' 2 c ,12in, Sm� spacingmax = 12•in ch k:= if(spacingmax>_ 12in,12in, Sm.) check = 12•in sed # 3 stirrups @ 12" Job: hardt Res Sheet No:of Calc by:jmDate:5/13/16 Check by:jm Date:5/13/16 := 0.75 . . .... ...... ...... .. . ...... •••• • ••••• • ...... .... ..... .• .. .. . ...... . . . . ...... pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-3.slb 06-06-2016, 01:01:02 PM Page 1 0000000 000000 00000 00000000 00000000 0000000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0000000 00000 0000000 00 00 0000000 00000 00 00 00 00 00 00 00000000 00 00 00 000000 00 00 000000 0 0 00000000 00 00000 00 00 00 0 00 00 0000 00 0 00 00 000000 00 000000 000000 0000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0 00 00 00 00 000000 000 00000 0 00000 pcaSlab v2.00 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems ----------------------- Copyright © 2003-2006, Portland Cement Association All rights reserved Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaSlab computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaSlab program. Although PCA has endeavored to produce pcaSlab error free the program is not and cannot be certified • • •••• infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all ease** responsibility in contract, negligence or other tort for any analysis, • design or engineering documents prepared in connection with the use of ••••e• the pcaSlab program. •e•••• see• (11 INPUT ECHO •• •• --------------------------------------------------------------------------- _ General Information: File name: \\Server\office\pca\BURKHARDT\2b-3.slb Project: BURKHARDT Frame: 2b-3,4 Engineer: JM Code: ACI 318-05 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 3 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties: -------------------- -------------------- SlabslBeams we = 150 f'c = 4 EC = 3834.3 fr = 0.47434 Columns ------------ 150 lb/ft3 4 ksi 3834.3 ksi 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated (if available) • •• • *see** • • • • • • • • e•••• • 0*00 • • • 00 0 • •• • • • •••••• ••e••• ••e• • • • • \\Server\office\pca\BURKHARDT\2b-3.slb fyt = 60 ksi Es = 29000 ksi Reinforcement Database: Page 2 Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size ------------ #3 -------- 0.38 -------- 0.11 0.38 ---- #4 #5 0.63 0.31 1.04 #6 #7 0.88 0.60 2.04 #8 #9 1.13 1.00 3.40 #10 #11 1.41 1.56 5.31 #14 #18 2.26 4.00 13.60 Span Data: Db Ab Wb ------------- 0.50 -------- 0.20 0.67 0.75 0.44 1.50 1.00 0.79 2.67 1.27 1.27 4.30 1.69 2.25 7.65 Slabs: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin ---- -------------------------------------------- 1 Int 9.000 0.00 0.333 0.333 0.00 2 Int 14.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams: b, h, Sp (in) Ribs - Beams _Span_ Span b h Sp b h Hmin ---------------------------------------------------- 1 0.00 0.00 0.00 8.00 22.00 5.84 2 0.00 0.00 0.00 8.00 22.00 9.08 Support Data: Columns: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha -------- clb -------- c2b Hb -------- Red% ---- ------------ 1 0.00 -------- 0.00 -------- 0.000 8.00 12.00 10.000 0 2 0.00 0.00 0.000 8.00 12.00 10.000 0 3 0.00 0.00 0.000 8.00 12.00 10.000 0 Boundary Conditions: Kz (kip/in); Kry (kip-in/rad) Supp ------------ Spring Kz Spring Kry ------------ Far End A --------- Far End B --------- ---- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned 3 0 0 Pinned Pinned Load Data: Load Cases and Combinations: Case SELF Dead Live Type DEAD DEAD LIVE U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Span Loads: Span Case Wa La s-aIz Line Loads-WaWb (lb/ft), La I Lb (ft): 1 Dead 1129 0 2 Dead 1129 0 1 Live 360 0 2 Live 360 0 Point Forces - Wa (kip), La (ft): 2 Dead 12 10 2 Live 5 10 Support Loads - Fz (kip), My (k-ft): Supp Case ------------ Fz ------------ My ------------ 1 SELF 0 0 2 SELF 0 0 3 SELF 0 0 1 Live 0 0 2 Live 0 0 3 Live 0 0 Support Displacements - D (in), R (rad): Supp Case -------------------- D R ------------ ---- 1 SELF 0 0 2 SELF 0 0 3 SELF 0 0 Wb Lb 1129 9 1129 10 360 9 360 10 • • •••• •••••• •••••• •• • •••••• • •••• • • • • • • •••••• •••• • ••••• • •••••• •••• ••••• • • • • • 0000 •• • •••••• • •••••• • • • • • • •••••• •••••• •• • pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-3.slb 1 Live 0 0 2 Live 0 0 3 Live 0 0 nforcement Criteria: Top bars_ Min Max Slabs and Ribs: Bar Size #4 #8 Bar spacing 1.00 18.00 Reinf ratio 0.18 5.00 Cover 1.00 _Bottom bars_ Stirrups Min Max Min Max #4 #8 1.00 18.00 in 0.18 5.00 % 1.00 in Beams: Bar Size #5 #8 #5 #8 Bar spacing 1.00 18.00 1.00 18.00 Reinf ratio 0.33 1.30 0.33 1.30 % Cover 2.50 2.50 in Side cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs [21 DESIGN RESULTS #3 #4 6.00 18.00 in 2 6 06-06-2016, 01:01:02 PM Page 3 5-9 Top Reinforcement: Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax ---------------------------- AsMin -------- AsMax -------- SpReq -------- AsReq ------- Bars ---- ------ -------- 1 Left 0.00 6.54 3.250 0.505 1.989 2.884 0.076 2-#6 Middle 0.00 22.89 5.750 0.505 1.989 2.884 0.270 2-#6 Right 0.00 55.76 8.667 0.510 1.989 2.884 0.674 2-#6 •••• • • •••• •••••• 2 Left 0.00 53.01 0.333 0.510 1.989 2.884 0.640 2- 0. � •�•� •' Middle 0.00 0.00 7.000 0.000 1.996 0.000 0.000 --- • • • • Right 0.00 0.00 13.667 0.000 1.996 0.000 0.000 •"-4-O00 " ' 000000 ,op Bar Details: •••• • • • • ••••• Units: Length (ft) Left Right • • • • • • "" • ""' _Continuous_ Span Bars Length Bars .Length Bars Length Bars Length • Bars LentWt •• • • •• • •••••• --------------------------------------- ------- ------- ------- ------- --- ---- 1 --- --- 2-09.00 --- --- • • • • • • • •••••• 2 2-#6 4.64 --- --- --- --- • •• • • - Bottom Reinforcement: ' ' • a Units:Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin ------ AsMax ________ SpReq _____ AsReq Bars ____ ________ _______________=____-_ 1 0.67 5.09 2.294 0.507 1.996 2.972 0.059 2-#5 2 0.67 79.05 9.963 0.508 1.983 2.795 0.977 2-#7 Bottom Bar Details: ------------------- ------------------- Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start --------------------------------------- Length ------- 1 2-#5 0.00 9.00 --- 2 1-#7 0.00 14.00 1-#7 3.35 10.65 Flexural Capacity: ------------------ ------------------ Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- ----- ----------------------------- 1 0.000 0.88 0.62 -71.89 51.63 0.333 0.88 0.62 -71.89 51.63 3.250 0.88 0.62 -71.89 51.63 4.500 0.88 0.62 -71.89 51.63 5.750 0.88 0.62 -71.89 51.63 8.667 0.88 0.62 -71.89 51.63 pcaSlab v2.00 © Portland Cement Association 06-06-2016, 01:01:02 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-3.slb Page 4 9.000 0.88 0.62 -71.89 51.63 2 0.000 0.88 0.60 -71.89 49.68 0.333 0.88 0.60 -71.89 49.68 3.298 0.88 0.60 -71.89 49.68 3.349 0.85 0.60 -69.32 49.68 4.643 0.00 0.89 0.00 72.70 5.000 0.00 0.97 0.00 78.90 5.993 0.00 1.20 0.00 95.79 7.000 0.00 1.20 0.00 95.79 9.000 0.00 1.20 0.00 95.79 13.667 0.00 1.20 0.00 95.79 14.000 0.00 1.20 0.00 95.79 Longitudinal Beam Shear Reinforcement Required: Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start ------------------------ End -------- Vu -------- Xu -------- Av/s ------------ 1 19.00 14.42 1.917 4.500 6.79 4.500 0.0000 4.500 7.083 12.35 7.083 0.0067 2 19.00 14.42 1.917 3.950 20.60 1.917 0.0072 3.950 5.983 16.22 3.950 0.0067 5.983 8.017 11.85 5.983 0.0067 8.017 10.050 10.39 10.050 0.0067 10.050 12.083 19.81 12.083 0.0067 Longitudinal Beam Shear Reinforcement Details: Units: spacing & distance (in). Span Size Stirrups (2 legs each unless ---- ---- --------------------------------------------- otherwise noted) 1 #3 <-- 47.0 --> + 6 @ 9.4 2 #3 18 @ 9.1 • Beam Shear Capacity: • • • •••• •••••• • Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) • • • ' Span d PhiVc Start End Av/s Sp PhiVn Vu mu-:-- ---- -------------------------------- -------- ---------------- -------- ------ •.•..•••• • • • 1 19.13 14.51 0.000 0.583 ----- ----- 7.26 4.69 0.0040•00 • • • • 0.583 4.500 ----- ----- 7.26 6.79 4,n4* �' :••••• 4.500 8.417 0.0234 9.4 34.66 12.33 7.073 • • 8.417 9.000 ----- ----- 34.66 16.47 9.Ott: " " '� ��• •• •• •• • •••••• 2 19.06 14.47 0.000 0.583 ----- - 35.30 24.72 O.L:.••• • •• 0.583 13.417 0.0243 9.1 35.30 20.59 1.922 • • ' 13.417 14.000 ----- ----- 35.30 20.23 14 A 0 •••••• Slab Shear Capacity: -------------------- �••� Q'aUnits: 3b,3d�(in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio ---------------------------- ------------ PhiVc ------------ Vu ------------ Xu 1 --- Not checked --- 2 --- Not checked --- Deflections: 99�Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone ------ ----------- Ig ----------- Icr. Mcr -------- Mmax -------- Ie ----------- Mmax ------------------- Ie -------------------------- 1 6584 6413 Middle 7099 1251 25.51 1.45 7099 1.57 7099 Right 7099 1661 25.51 -35.55 3670 -47.09 2525 2 3180 2501 Left 7099 1661 25.51 -35.55 3670 -47.09 2525 Middle 7099 2113 25.51 43.87 3093 59.97 2497 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 -0.008 -0.004 -0.012 2 0.082 0.054 0.136 Maximum Long-term Deflections pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-3.slb '�zl Timedependantfactorforsustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal ------------ -------------------------------------- 1 -0.009 2.000 -0.017 -0.021 -0.021 -0.029 2 0.093 2.000 0.186 0.229 0.240 0.322 Material Takeoff: ----------------- ----------------- Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 41.0 lb <_> 1.78 lb/ft <_> 2.673 lb/ft^2 Bottom Bars: 69.2 lb <_> 3.01 lb/ft <_> 4.510 lb/ft^2 Stirrups: 117.3 lb <_> 5.10 lb/ft <_> 7.651 lb/ft^2 Total Steel: 227.5 lb <_> 9.89 lb/ft <_> 14.834 lb/ft^2 Concrete: 28.1 ft^3 <_> 1.22 ft^3/ft <_> 1.833 ft^3/ft^2 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Supp Comb/Patt -------------- P[axial] ------------ 1 SELF 0.44 Dead 1.52 Live/All 0.34 Live/Odd 1.46 Live/Even -1.12 Live/S1 1.46 Live/S2 0.34 Live/S3 -1.12 U1 2.12 U2/All 2.36 U2/Odd 4.16 U2/Even 0.02 U2/S1 4.16 U2/S2 2.36 U2/S3 0.02 2 SELF 2.74 Dead 21.62 Live/All 7.47 Live/Odd 1.88 Live/Even 5.59 Live/S1 1.88 Live/S2 7.47 Live/S3 5.59 U1 30.27 U2/All 37.90 U2/Odd 28.96 U2/Even 34.89 U2/Sl 28.96 U2/S2 37.90 U2/S3 34.89 3 SELF 1.04 Dead 10.31 Live/All 4.03 Live/Odd -0.10 Live/Even 4.13 Live/S1 -0.10 Live/S2 4.03 Live/S3 4.13 U1 14.44 U2/All 18.83 U2/Odd 12.21 U2/Even 18.99 U2/S1 12.21 U2/S2 18.83 U2/S3 18.99 Sum SELF 4.22 Dead 33.45 Live/All 11.84 Joint P[spring] ------------ Mb[top] ------------ Ma[bottom] --------- 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.90 0.00 0.00 0.00 0.00 0.00 0.00 06-06-2016, 01:01:02 PM Page 5 r/ Far Ends M[spring] Mb[bottom] Ma[top] --------------------------------- 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 • • 0.00�••••• 0."099• 0.00 '' ;0.00 0.00 •* 0.00 0.00 • • ' 0 .00 • 0.00 �"0.00 �• 0.0.0�•••• 0.00 0.00 • 0.00to006•: 0.00 •••• 0.00 • • 0.010 • 0.00 6906900.000-04po000 0.00 " " " 0.00 " "-0.0to:00 0.00 ••••••• 0.00••••-0.00"':' 0.00 OOOO000.00 • -0.00 • 0.00 • -0.00 • •-0.0p000.0 0.00-0.00060069 -0.00 0.00 •'j70.00' -0.0: ' 0.00 •• 4,0.00 •*•• -0.04t • 0.00 -0.00 0000 00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-3.slb 06-06-2016, 01:01:02 PM Page 6 Live/Odd 3.24 0.00 0.00 0.00 0.00 Live/Even 8.60 0.00 0.00 0.00 0.00 Live/S1 3.24 0.00 0.00 0.00 0.00 Live/S2 11.84 0.00 0.00 0.00 0.00 Live/S3 8.60 0.00 0.00 0.00 0.00 U1 46.83 0.00 0.00 0.00 0.00 U2/All 59.09 0.00 0.00 0.00 0.00 U2/Odd 45.33 0.00 0.00 0.00 0.00 U2/Even 53.90 0.00 0.00 0.00 0.00 U2/S1 45.33 0.00 0.00 0.00 0.00 U2/S2 59.09 0.00 0.00 0.00 0.00 U2/S3 53.90 0.00 0.00 0.00 0.00 0.00 0.00 Gir 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-5.slb 06-06-2016, 01:00:14 PM Page 1 0000000 000000 00000 00000000 00000000 0000000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0000000 00000 0000000 00 00 0000000 00000 00 00 00 00 00 00 00000000 00 00 00 000000 00 00 000000 0 0 00000000 00 00000 00 00 00 0 00 00 0000 00 0 00 00 000000 00 000000 000000 0000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0 00 00 00 00 000000 000 00000 0 00000 pcaSlab v2.00 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2006, Portland Cement Association All rights reserved Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaSlab computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaSlab program. Although PCA has endeavored to produce pcaSlab error free the program is not and cannot be certified • • infallible. The final and only responsibility for analysis, design and • • • engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, •••••• • design or engineering documents prepared in connection with the use of •••••• the pcaSlab program. •••• --------------------------------------------------==--=======as=�=�--=»saxes • • (11 INPUT ECHO General Information: File name: \\Server\office\pca\BURKHARDT\2b-5.slb Project: BURKHARDT Frame: 2b-5 Engineer: JM Code: ACI 318-05 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties: SlabslBeams Columns wc ------------------------ = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated (if available) 62 • • •••• •••••• • •••• • • • • • • • • *090 • • • • •••••• 0 00000 • • 0090 00000 • • • • •• • • •••••• •••••• • • • •••• • • • • • pcaSlab v2.00 © Portland Cement Association 06-06-2016, 01:00:14 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-5.slb Page 2 fyt = 60 ksi Es = 29000 ksi 1 Reinforcement Database: nits: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db -------------------- Ab Wb -------- ---------------------------- #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 Span Data: Slabs Ll, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin -------------------------------- ---- ------------ 1 Int 19.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h ---------------- Hmin -------- ---------------------------- 1 0.00 0.00 0.00 8.00 31.00 14.25 Support Data: 'Columns cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b a'9s8 i7'12'00 Hb Red% __109000 ' "1 - -s0�00 a's70�00 a 09000 00 0 2 0.00 0.00 0.000 8.00 12.00 10.000 0 Boundary Conditions: Kz (kip/in); Kry (kip-in/rad) •�� • Supp Spring Kz Spring Kry Far End A Far End B • • " •� •'• " • • ---------------------------------------------- • • • 1 0 0 Pinned Pinned ' • • '••'•' •� • • •••+•• 2 0 0 Pinned Pinned • Load Data: •"• • • Load Cases and Combinations: •••••• •••• ' • ••••• Case SELF Dead Live Type DEAD DEAD LIVE •• " " • •••••• • Ul 1.400 1.400 0.000 U2 1.200 1.200 1.600 • ' • • • • • •••••• Span Loads: • • •••� • Span Case Wa La Wb ------------------------------------ Lb ------------ i •••• • • • • • Line Loads - Wa I Wb (lb/ft), La I Lb (ft): 1 Dead 984 0 984 19 1 Dead 1249 3 1249 5.5 1 Dead 1249 13.1 1249 19 1 Live 720 0 720 19 1 Live 165 3 165 5.5 1 Live 165 13 165 19 Point Forces - Wa (kip), La (ft): 1 Dead 5 5.5 1 Dead 5 12.79 1 Live 2 5.5 1 Live 2 12.79 Support Loads - Fz (kip), My (k-ft): Supp Case Fz My -------------------------------- ---- 1 SELF 0 0 2 SELF 0 0 1 Live 0 0 2 Live 0 0 Support Displacements - D (in), R (rad): Supp Case D R -------------------------------- ---- 1 SELF 0 0 2 SELF 0 0 1 Live 0 0 2 Live 0 0 pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-5.slb 06-06-2016, 01:00:14 PM Page 3 Reinforcement Criteria: Top bars_ _Bottom bars_ Stirrups Min Max ------- Min ------- Max ------- -Min- - --Max - ------- labs and Ribs: Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 1.00 1.00 in Beams: Bar Size #5 #8 #5 #8 #3 #4 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.33 1.30 0.33 1.30 % Cover 2.50 2.50 in Side cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 [21 DESIGN RESULTS Top Reinforcement: Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax -------- Xmax -------- AsMin -------- AsMax -------- SpReq -------- AsReq Bars ------- ---- -------------- 1 Left ------------ 0.00 0.00 0.333 0.000 2.932 0.000 0.000 --- Middle 0.00 0.00 9.500 0.000 2.932 0.000 0.000 --- Right 0.00 0.00 18.667 0.000 2.932 0.000 0.000 --- Top Bar Details: ---------------- ---------------- Units: Length (ft) Left Continuous_ Right _• • Span Bars Length Bars Length Bars Length Bars Length Bars Lent"* • • ----------=--------------------------------------------------------------- *00000 Bottom Reinforcement: •••• Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) •••• Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars •••••• ----------------------------------------------------------------------- •• •• 1 0.67 198.07 9.748 0.729 2.843 2.707 1.731 3-#8 2L699000 Bottom Bar Details: Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars ------- Start Length -------------- Bars Start ------- Length ------- ---- ------- 1 2-#8 0.00 19.00 1-#8 3.18 13.09 Flexural ------------------ Capacity: ------------------ Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- 1 0.000 ----- 0.00 ----------------- 1.58 ------------ 0.00 186.69 0.333 0.00 1.58 0.00 186.69 3.179 0.00 1.58 0.00 186.69 6.379 0.00 2.37 0.00 263.63 6.750 0.00 2.37 0.00 263.63 9.500 0.00 2.37 0.00 263.63 12.250 0.00 2.37 0.00 263.63 13.070 0.00 2.37 0.00 263.63 16.270 0.00 1.58 0.00 186.69 18.667 0.00 1.58 0.00 186.69 19.000 0.00 1.58 0.00 186.69 Longitudinal Beam Shear Reinforcement Required: Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start -------- End -------- Vu -------- Xu -------- Av/s ---------------------------- 1 28.00 21.25 2.667 5.400 32.65 2.667 0.0090 5.400 8.133 18.48 5.400 0.0067 8.133 10.867 4.59 8.133 0.0000 as • 4y • • •••• •••••• • •••• • 00 • • • • pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-5.slb 06-06-2016, 01:00:14 PM Page 4 10.867 13.600 19.96 13.600 0.0067 13.600 16.333 32.00 16.333 0.0085 itudinal Beam Shear Reinforcement Details: Units: spacing =& distance (in). = Span Size Stirrups (2 legs each unless otherwise noted) " � '1 ==#3 8 @a12 93+ <---32.8'-->9+8 @ 12.9 Beam Shear Capacity: Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start -------- End Av/s ---------------- Sp PhiVn -------- -------- Vu -------- Xu ---------------------------- 1 28.00 21.25 0.000 0.583 ----- ----- 42.67 39.69 0.000 0.583 8.133 0.0170 12.9 42.67 32.65 2.667 8.133 10.867 ----- ----- 10.63 4.59 8.133 10.867 18.417 0.0170 12.9 42.67 32.00 16.333 18.417 19.000 ----- ----- 42.67 43.75 19.000 Slab Shear Capacity: ---------- Units: b, d (in), Xu (ft), Phivc, Vu(kip) Span b d Vratio PhiVc Vu ---------------------------------------------------- 1 --- Not checked --- Deflections: Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr -------------------------- ---------------------------- 1 9773 8857 Middle 19861 8412 4aximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 0.184 0.110 0.294 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal -------- ---------------------- 1 0.206 2.000 0.412 0.500 0.522 0.706 Xu oad Level 6- Dead Dead+Live Mcr Mmax Ie Mmax -------------------------------- ------ 50.65 103.00 9773 149.54 Material Takeoff: ----------------- ----------------- Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 0.0 lb <_> 0.00 lb/ft <_> 0.000 lb/ft^2 Bottom Bars: 136.4 lb <_> 7.18 lb/ft <_> 10.770 lb/ft^2 Stirrups: 105.3 lb <_> 5.54 lb/ft <_> 8.312 lb/ft^2 Total Steel: 241.7 lb <_> 12.72 lb/ft <_> 19.081 lb/ft^2 Concrete: 32.7 ft^3 <_> 1.72 ft^3/ft <_> 2.583 ft^3/ft^2 [3] COLUMN AXIAL FORCES AND MOMENTS Ie 8857 • • •••• •••••• •••••• •• • •••••• • •••• • ••••• • •••••• •••• ••••• • • • • • •••••• •• • Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp Comb/Patt P[axial] P[spring] ------------ Ma[top] ------------ Ma[bottom] ------------ M[spring] Ma[bottom] ------------ Ma[top] ------------ -------------- 1 SELF ------------------------ 2.45 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 18.10 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 9.39 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 9.39 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 9.39 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 9.39 0.00 0.00 0.00 0.00 -0.00 -0.00 pcaSlab v2.00 © Portland Cement Association 06-06-2016, 01:00:14 PM Licensed to: G2 Consulting Group, Inc. License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-5.slb Page 5 U1 25.34 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 36.75 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 36.75 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 21.72 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 36.75 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 36.75 0.00 0.00 0.00 0.00 0.00 0.00 2 SELF 2.45 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 21.08 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 9.69 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 9.69 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 9.69 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 9.69 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 29.52 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 40.81 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 40.81 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 25.30 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 40.81 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 40.81 0.00 0.00 0.00 0.00 0.00 0.00 Sum SELF 4.91 0.00 0.00 0.00 0.00 0.00 0.00 Dead 39.19 0.00 0.00 0.00 0.00 0.00 0.00 Live/All 19.08 0.00 0.00 0.00 0.00 0.00 0.00 Live/Odd 19.08 0.00 0.00 0.00 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live/S1 19.08 0.00 0.00 0.00 0.00 0.00 0.00 Live/S2 19.08 0.00 0.00 0.00 0.00 0.00 0.00 U1 54.86 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 77.56 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 77.56 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 47.03 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 77.56 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 77.56 0.00 0.00 0.00 0.00 0.00 0.00 pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-6.slb 06-06-2016, 12:57:16 PM Page 1 0000000 000000 00000 00000000 00000000 0000000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0000000 00000 0000000 00 00 0000000 00000 00 00 00 00 00 00 00000000 00 00 00 000000 00 00 000000 0 0 00000000 00 00000 00 00 00 0 00 00 0000 00 0 00 00 000000 00 000000 000000 0000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0 00 00 00 00 000000 000 00000 0 00000 ------------------ ------------------ pcaSlab v2.00 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems ------------------- - Copyright © 2003-2006, Portland Cement Association All rights reserved Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaSlab computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaSlab program. Although PCA has endeavored to produce pcaSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaSlab program. [11 INPUT ECHO •• • • General Information: File name: \\Server\office\pca\BURKHARDT\2b-6.slb Project: BURKHARDT Frame: 2b-6 Engineer: JM Code: ACI 318-05 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material -------------------- Properties: -------------------- S1abslBeams Columns ------------ wc ------------ = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated (if available) 6,q • • •••• •••••• • •••• • 0 00 0 000000 • • • • • • • • • • • ••••• • • • • • • •••••• 000000 • • • •••• • • • • •• • pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-6.slb fyt = 60 ksi Es = 29000 ksi Reinforcement Database: Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb ---------------------------- ---------------------------- #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 Span Data: Slabs: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin ---- -------------------------------------------- 1 Int 13.580 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h Hmin ---------------------------------------------------- 1 0.00 0.00 0.00 8.00 24.00 10.19 Support Data: Columns: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% ---------------------------- __,_» s_-------- -------- ---- 1 0.00 0.00 0.000 8.00 12.00 10.000 0 2 0.00 0.00 0.000 8.00 12.00 10.000 0 Boundary Conditions: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---------------------------------------------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data: Load Cases and Combinations: Case SELF Dead Live Type DEAD DEAD LIVE U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Span Loads: Span Case Wa La Wb Lb ------------------------------------------------------------ Line Loads - Wa I Wb (lb/ft), La I Lb (ft): 1 Dead 1627 0 1627 13.58 1 Live 285 0 285 13.58 Support Loads - Fz (kip), My (k-ft): Supp Case Fz My 1 SELF 0 0 2 SELF 0 0 1 Live 0 0 2 Live 0 0 Support Displacements - D (in), R (rad): Supp Case D R ------------------------------------ 1 SELF 0 0 2 SELF 0 0 1 Live 0 0 2 Live 0 0 Reinforcement Criteria: Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max ------- ------- ------- ------- ------- ------- Slabs and Ribs: Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % 06-06-2016, 12:57:16 PM Page 2 M • • •••• •••••• • • • • •••••• •• • •••••• • •••••• • • •••••• •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• • • • • • • • • • • • • • • • • • • pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-6.slb Cover 1.00 1.00 in 06-06-2016, 12:57:16 PM Page 3 Beams: Bar Size #5 #8 #5 #8 Bar spacing 1.00 18.00 1.00 18.00 Reinf ratio 0.33 1.30 0.33 1.30 % Cover 2.50 2.50 in Side cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs #3 #4 6.00 18.00 in 2 6 [21 DESIGN RESULTS --------------------------------------------------------------------------------------------- --------------------------------------------------------------------------------------------- Top Reinforcement: ------------------ ------------------ Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ---- ------------------------------------------------------------------------- 1 Left 0.00 0.00 0.333 0.000 2.204 0.000 0.000 --- Middle 0.00 0.00 6.790 0.000 2.204 0.000 0.000 --- Right 0.00 0.00 13.247 0.000 2.204 0.000 0.000 --- Top Bar Details: ---------------- ---------------- Units: Length (ft) Left _Continuous_ Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 --- --- --- --- --- Bottom Reinforcement: --------------------- --------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ----------------------------------------------------------------------- 1 0.67 61.05 6.790 0.563 2.197 2.884 0.665 2-#6 tom Bar Details: ----------------- ----------------- Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---------------------------------------------- 1 2-#6 0.00 13.58 --- Flexural Capacity: Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ---- --------- ----- ----------------------------- 1 0.000 0.00 0.88 0.00 79.81 0.333 0.00 0.88 0.00 79.81 4.853 0.00 0.88 0.00 79.81 6.790 0.00 0.88 0.00 79.81 8.727 0.00 0.88 0.00 79.81 13.247 0.00 0.88 0.00 79.81 13.580 0.00 0.88 0.00 79.81 Longitudinal Beam Shear Reinforcement Required: ---------------------------------------- Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s ------------------------------------------------------------ 1 21.00 15.94 2.083 4.437 12.47 2.083 0.0067 4.437 6.790 6.23 4.437 0.0000 6.790 9.143 6.23 9.143 0.0000 9.143 11.497 12.47 11.497 0.0067 Longitudinal Beam Shear Reinforcement Details: ---------------------------------------------- ---------------------------------------------- Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 6 @ 9.2 + <-- 56.5 --> + 6 @ 9.2 Beam Shear Capacity: -------------------- -------------------- Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Y • •••• •••••• •• • •••• • •••••• •• • •••••• • 0400*0 'a •••••• • • •••••• •••• • ••••• • • ••••• •••• w ••• •• •• •• • •••••• • 00*000 • - • • •:_Y••• • f • pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-6.slb Span d PhiVc Start End Av/s ------------ Sp PhiVn Vu Xu -------------------------------- 1 21.13 16.03 0.000 0.583 ----- ------------------------ ----- 38.65 -------- 17.98 0.000 0.583 4.437 0.0238 9.2 38.65 12.44 2.094 4.437 9.143 ----- ----- 8.02 6.23 9.143 9.143 12.997 0.0238 9.2 38.65 12.44 11.486 12.997 13.580 ----- ----- 38.65 17.98 13.580 06-06-2016, 12:57:16 PM Page 4 - -v Slab Shear Capacity: -------------------- -------------------- Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio -------------------- PhiVc Vu Xu -------------------- 1 --- Not checked --- ------------ ------------ Deflections: Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone -------------------------- Ig Icr Mcr Mmax Ie Mmax Ie ------ 1 4742 3797 Middle ----------- ----------- 9216 ---------------- 2063 30.36 ----------- 42.12 -------- 4742 ----------- 48.69 3797 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ------------ ---------------- 1 0.077 0.034 0.111 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ------------ ------------------------------ 1 0.084 2.000 0.167 0.195 0.201 -------- 0.278 erial Takeoff: ----------------- ----------------- Reinforcement in the Direction of Analysis------------------------------------------ °°°• •••• • • Top Bars: 0.0 lb <_> 0.00 lb/ft <_> 0.000 lb/ft^2 Bottom Bars: 40.8 lb <_> 3.00 lb/ft <_> 4.506 lb/ft^2 so • • • •• • Stirrups: 63.2 lb <_> 4.65 lb/ft <_> 6.977 lb/ft^2 •••:•• " ° °'•••• Total Steel: 104.0 lb <_> 7.66 lb/ft <_> 11.483 lb/ft^2 °°°°°° • • • Concrete: 18.1 ft^3 <_> 1.33 ft^3/ft <_> 2.000 ft^3/ft^2 •••• • • i••••� •••• • ••••• •••••• •••• • • ••••• s�esaa�saa=-===-�a�a�saa---===��a��-a��=-----_��_____=��=a�saaasa==-aa�----��las •• • •••••• [3] COLUMN AXIAL FORCES AND MOMENTS •••••• ° • • ---------------------------------------------------------------------------------------- • • • • •••••• • Units: P (kip), M (k-ft) • • • • Case/Patt Joint • • • •• • Far aidto •°•••• • • Supp Comb/Patt P[axial] P[spring] ---- ---------------------------------------------- Mb[top] Ma[bottom] ------------------------ M[spring] Mb[bottom]••°' a[top] 1 SELF 1.36 0.00 0.00 0.00 0.00 ------------ -0.00 ------------ -0.00 Dead 11.05 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 1.94 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 1.94 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 1.94 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 1.94 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 15.47 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 16.35 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 16.35 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 13.26 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 16.35 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 16.35 0.00 0.00 0.00 0.00 0.00 0.00 2 SELF 1.36 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 11.05 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 1.94 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 1.94 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 1.94 0.00 0.00 0.00 0.00 -0.00 -0.00 pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-6.slb Live/S2 1.94 0.00 0.00 0.00 0.00 U1 15.47 0.00 0.00 0.00 0.00 U2/All 16.35 0.00 0.00 0.00 0.00 U2/Odd 16.35 0.00 0.00 0.00 0.00 U2/Even 13.26 0.00 0.00 0.00 0.00 U2/S1 16.35 0.00 0.00 0.00 0.00 U2/S2 16.35 0.00 0.00 0.00 0.00 Stun SELF 2.72 0.00 0.00 0.00 0.00 Dead 22.09 0.00 0.00 0.00 0.00 Live/All 3.87 0.00 0.00 0.00 0.00 Live/Odd 3.87 0.00 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 Live/S1 3.87 0.00 0.00 0.00 0.00 Live/S2 3.87 0.00 0.00 0.00 0.00 U1 30.93 0.00 0.00 0.00 0.00 U2/All 32.71 0.00 0.00 0.00 0.00 U2/Odd 32.71 0.00 0.00 0.00 0.00 U2/Even 26.51 0.00 0.00 0.00 0.00 U2/S1 32.71 0.00 0.00 0.00 0.00 U2/S2 32.71 0.00 0.00 0.00 0.00 06-06-2016, 12:57:16 PM Page 5 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 �2 ESIGN OF RECTANGULAR BEAM AT BENDING, SHEAR AND TORSIO INCLUDING CALCULATIONS OF DEFLECTIONS :SHORT -TIME AND LOADTI E b Data h fc := 4000psi Compression on concrete eometry of beam Beam Section: 8"x48" b := Bin wide cover := 2in d := h — cover Boundary conditions: Continous Beam FROM RISA 3D PROGRAM Itimated Extemal Forces Mu := 42.7ik•ft Vu := 19.5i5k 2B-8 fy := 60000pSi a. := 0.221 h := 48in height d = 46•in Z. .... ...... .... Yield point ofiterrsion in sfeel• area of double • • • .... stirrups bars • • • �-3 Step 1 Determine maximum tens ion-controled reinforcement ratio for materials strengths a) Determine Rl fel := 4( (�1 •_ Use (3l = 0.85 00psi 0.85 if fcl —< 400opsi fcl — 40oopsi 0.85 — 0.05 if 40oopsi < fcl < 80oopsi 10o0psi 0.65 if fcl >_ 800opsi b ) Calculate of pt, corresponding to: Et >! 0.005 tension — controled 0.319•01•fc Pt = f y Pt = 0.01808 Step 2 Determine the minimum reinforcement ratic Amin 200 PI •= —.Psi y Pmin max(P1, P2) Pmin = 0.00333 Step 3 Assume 4)b := 0.90 3-P2 •= •psi 0.5 f y kj ._ M„ �b•fc•b•d2 kj = 0.00841 Equation W(1 — 0.59•W) — kj = 0 —kj —0.59 . . .... 0900V ...... .. . ...... .... . ..... ...... .... ..... .. .. .. . ...... . . . . .0000 .00 ...... •• • •000 . . 1v 0.00845 polyroots(w) _ (1.68646) w := min(polyroots(w)) USE w = 0.00845 Step 4 Calculate the area of steel reinforcement required As change := oc P f Y .p = 0.00056 Prequired I Pmin if P < Pmin P if Pmin < P < Pt • • • • change if p > pt • Prequired = 0.00333 USE . . As Prequired' .. .... . As = 1.22667 • in2 USE 2 #8 bars on bottom and top A� := 1.58in2 Step 5 Checking the statics considerations T := As fy Tension on steel bars T = 94.8 • k a := T arm of concrete -steel 0.85•fc•b 1f a = 3.49•ln Design moment strength (Mn := �b As fy Cd 2/J C (�Mn = 314.67•k•ft CONTROL := if ((�Mn >_ Mu, "ok" ,'BAD" ) CONTROL = "ok" BOUT THE SHEAR REINFORCEMEN 1 ) Shear Force Analysis (�sh := 0.75 Reducer coefficient on strength of shear �V ' 0c _ �sh•2• fc b•d•psio.5 Vc := '..' .... .' .. V = 34.91•k Vc = 46.55 k Strenght at shear of gpwrete .... . ..... ...... .... ..... 1.1 ) Area of Stirrups/Spacing (in)/leg for Shear Force ..'..' '..' : ..... CHECK := if (Vu > 4 4�Vc, CHANGE SECTION ,continue ) CHECK = 'continue" sh l := 0c 12•in if Vu < 2 2a� fy 2a� fy d �Vc min ,—,12in if < Vu <_ �Vc �sh fc•b•psi0.5 50psi•b 2 2 (sh•2av- fy-d d min[ in (Vu — �)Vc) , 2 ,12in if 4�Vc < Vu <_ 3•4�Vc min �Vh _2a Vf V•d , 4 ,12in if 3•�Vc < Vu 5 4•�Vc ( u 0 c) shl = 12•in Stirrups Spacing for Shear Force Alone shl := floor(� sh1 in Use :#3@12"c/c PARTIAL CONCLUSION SE :2#8 AT BOTTOM #8 AT TOP 3@12"c/c shl=12' HEAR FORCE AND TORSIONAL MOMENT EFFECT Data Vu = 19.52•k Tu := 24.819k•ft Ultimated Shear Force Ultimated Torsional Moment Y. • • • Long steel diameter: d1 := lin Asp := b•h Area of section Tie Diameter: dv := 3 in :=•egpAt torsieaal 8 --Moment • pCp := 2(b + h) Perimeter of section .... Asp = 384•in2 pcp = 112-in Aoh :_ (b — 2cover — dv) •(h — 2cover — dv) Centerline Area '. •' .... Aoh = 158.14062•in2 Ao := 0.85•Aoh Ao = 134.41953 • in2 2 Tcr :— 4 f� ACp psi0.5 Pcp Tor = 27.75576•k•ft Torsional Moment at cracking L Tcr Control := if Tu <_ �t 4 , "Torsion maybe neglected" , "Consider Torsion Effect" Control = "Consider Torsion Effect" CHECKING FOR CRUSHING OF CONCRETE COMPRESSION STRUTS Ph := 2•[(b - 2-cover - dv) + (h - 2-cover - dv)] Centerline Perimeter Ph = 94.5 • in Vim:= 2•pSi0.5 b•d Vc = 46.54873•k 2 2 Control := if V u + Tu ph >_ �t + 8-psi 5 f c , " not good " , "good " b'd 2 F17-o•h b d �...� ...... .. . ...... Control = "good " ...... • • 000e •0*000 equiredArea of Stirrups forTorsio .6.06, 06:9 ::;::• .. .. 0 .. . ...... Area at vertical stirrups for torsion per "s" spacing=A.tpers=At/s ::0::. ' '. .0 . . . .....6 s:= fin'00 0. : 0....0 �..:.9AM •• • A Atpers = t Area of stirrups for Torsion per "s=1in" spacing per ledge S T„ . Atpers =_ (per leg) 2•�)t•Ao-fy . 2 In Atpers = 0.025• — in equired Area of Stirrups for Shea VS := if (L;t —Vc < o,o•k,VU —VC �t Vs = o•k Vs Area at vertical stirrups for Shear per "s" spacing=A.vpers=Av/s Avpers s VS 2 A3C31w�iSv'— in fy. d Avpers = 0 • — in equired Combined Area of stirrups for Shear and Torsio n := 2 Number of legs Avpers in Atotalpers Atpers + A — 0.025•— n totalpers — in as := 0.11in2 Area of stirrup (using#3stirrup) as Spacing := Spacing = 4.46819•in Atotalpers hecking Maximum Stirrups Spacing For Torsion Ph Smaxtor := min 8 ,12in For Shear Smaxshear min(d , 12in) Smaxtor = 11.81 • in Smaxshear = 12• in smax min ( smaxtor , smaxshear) Smax = 11.8 • In 31 . . .... ...... ...... .. . ...... .... . ..... ...... . . • • •....• .0-0 . ...... 0000 . . pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-9.slb 06-06-2016, 12:53:35 PM Page 1 0000000 000000 00000 00000000 00000000 0000000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0000000 00000 0000000 00 00 0000000 00000 00 00 00 00 00 00 00000000 00 00 00 000000 00 00 000000 0 0 00000000 00 00000 00 00 00 0 00 00 0000 00 0 00 00 000000 00 000000 000000 0000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0 00 00 00 00 000000 000 00000 0 00000 ------------------ ------------------ pcaSlab v2.00 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2006, Portland Cement Association All rights reserved Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaSlab computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaSlab program. Although PCA has endeavored to produce pcaSlab error free the program is not and cannot be certified . • infallible. The final and only responsibility for analysis, design and •••• engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of •••••• the pcaSlab program. •... ---------------------------------------------------------------- .• •.- ----------------------- -------------------- (1] INPUT ECHO • • --------------------------------------------------------------------------------------------- -------------------------------------------------------------- General Information: • File name: \\Server\office\pca\BURKHARDT\2b-9.slb Project: BURKHARDT Frame: 2b-9,10,11,12 Engineer: JM Code: ACI 318-05 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 5 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties: S1abslBeams Columns we = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi • (if available) �- •••• •••••• • • • • •••••• •••••• so :000 0000 00*00 • • • •••••• 000000 • • • •••• • • • • • fy = 60 ksi, Bars are not epoxy -coated pcaSlab v2.00 © Portland Cement Association 06-06-2016, 12:53:35 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-9.slb Page 2 fyt = 60 ksi Es = 29000 ksi l� Peinforcement Database: Tnits: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb ---------------------------- #3 0.38 0.11 0.38 ------------ #4 0.50 ---------------- 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 Span Data: Slabs: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin ---- 1 ---- Int -------- 14.330 ---------------- 0.00 -------- 0.417 -------- 0.417 0.00 2 Int 14.750 0.00 0.417 0.417 0.00 3 Int 7.000 0.00 0.417 0.417 0.00 4 Int 4.500 0.00 0.417 0.417 0.00 Ribs and Longitudinal Beams: b, h, Sp (in) Ribs Beams Span b h Sp b h _Span_ Hmin ------------ 1 0.00 ---------------- 0.00 0.00 ---------------- 10.00 24.00 -------- 9.30 2 0.00 0.00 0.00 10.00 24.00 8.43 3 0.00 0.00 0.00 10.00 24.00 4.00 4 0.00 0.00 0.00 10.00 24.00 2.92 Support Data: Columns: cla, c2a, clb, c2b (in); Ha, Hb (ft) • " " Supp cla ------------ c2a Ha -------- -------- clb -------- c2b ---------------- Hb Redd ---- • • • • • •••• •••••• • 1 0.00 0.00 0.000 8.00 12.00 10.000 0 • 2 0.00 0.00 0.000 8.00 12.00 10.000 0 • 3 0.00 0.00 0.000 8.00 12.00 10.000 0 4 0.00 0.00 0.000 8.00 12.00 10.000 0 •••• • • • • 5 0.00 0.00 0.000 8.00 12.00 10.000 0 ••.•.• " • " ••••. Boundary Conditions: Kz (kip/in); Kry (kip-in/rad) • • • • • Supp Spring Kz Spring Kry Far End A Far End B • 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned •••••• 3 0 0 Pinned Pinned • • • • • • • • .••••• 4 0 0 Pinned Pinned •• • •••• •••. • • 5 0 0 Pinned Pinned Load Data: Load Cases and Combinations: Case SELF Dead Live Type DEAD DEAD LIVE U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Span Loads: Span Case Wa La Wb Lb Line Loads - Wa ' Wb (lb/ft),7LaI�Lb� (ft): _ _s 1 Dead 1008 0 1008 14.33 2 Dead 1008 0 1008 14.75 3 Dead 1323 0 1323 7 4 Dead 1935 0 1935 4.5 1 Live 320 0 320 14.33 2 Live 320 0 320 14.75 3 Live 420 0 420 7 4 Live 380 0 380 4.5 Point Forces - Wa (kip), La (ft): 2 Dead 28 4 2 Dead 26 5.67 2 Dead 14 13 2 Live 8 4 2 Live 6.5 5.67 2 Live 3.5 13 pcaSlab v2.00 © Portland Cement Association 06-06-2016, 12:53:35 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-9.slb Page 3 Support Loads - Fz (kip), My (k-ft): Supp Case ------------ Fz ------------------------ My 1 SELF 0 0 2 SELF 0 0 (J 3 SELF 0 0 a 4 SELF 0 0 5 SELF 0 0 1 Live 0 0 2 Live 0 0 3 Live 0 0 4 Live 0 0 5 Live 0 0 Support Displacements - D (in), R (rad): Supp Case D R 1 SELF =___-------' 0 - 2 SELF 0 0 3 SELF 0 0 4 SELF 0 0 5 SELF 0 0 1 Live 0 0 2 Live 0 0 3 Live 0 0 4 Live 0 0 5 Live 0 0 Reinforcement Criteria: ----------------------- Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max Slabs and Ribs: =------ ------- --�_am_=_ ------- Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % •••• Cover 1.00 1.00 in • • •••••• •••••• Beams: �••• Bar Size #5 #8 #5 #8 #3 #4 •••.•• • : ••••:• Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in • " " • • • • Reinf ratio 0.33 1.30 0.33 1.30 % •••• • • i••••i Cover 2.50 2.50 in • • •'• " • Side cover 1.50 1.50 in •••• • ••••• • • Layer dist. 1.00 1.00 in """ "" •••• ""• No. of legs 2 6 ••�••• : •••••• • [2) DESIGN RESULTS •••••• _______________ice=�= • • • • • • Top Reinforcement: ------------------ ------------------ Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone ---- -------------- Width ------------ Mmax Xmax -------- AsMin AsMax SpReq AsReq Bars 1 Left 0.00 13.68 5.115 ---------------- 0.695 -------- 2.738 -------- 4.795 0.145 ------- 2-#7 Middle 0.00 53.14 9.215 0.702 2.738 4.795 0.575 2-#7 Right 0.00 136.96 13.997 0.702 2.738 2.398 1.545 3-#7 2 Left 0.00 119.52 0.333 0.702 2.738 2.398 1.336 3-#7 Middle 0.00 0.00 7.375 0.000 2.754 0.000 0.000 --- Right 0.00 128.30 14.417 0.702 2.738 2.398 1.441 3-#7 3 Left 0.00 137.97 0.333 0.702 2:738. 2.398 1.557 3-#7 Middle 0.00 70.88 2.550 0.702 2.738 4.795 0.773 2-#7 Right 0.00 21.14 4.450 0.695 2.738 4.795 0.225 2-#7 4 Left 0.00 0.00 0.333 0.695 2.738 4.795 0.000 2-#7 Middle 0.00 0.00 2.250 0.000 2.754 0.000 0.000 --- Right 0.00 0.00 4.167 0.000 2.754 0.000 0.000 --- Top Bar Details: ---------------- ---------------- Units: Length (ft) Left _Continuous Right Span Bars ----------- Length -------------- Bars Length Bars Length Bars Length Bars Length 1 --- ------- --- -------------- 2-#7 14.33 ------- 1-#7 ------- ------- 3.58 --- ------- pcaSlab v2.00 © Portland Cement Association 06-06-2016, 12:53:35 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-9.slb Page 4 2 2-#7 3.82 1-#7 3.14 --- 2-#7 4.81 1-#7 3.36 3 1-#7 3.61 --- 2-#7 7.00 --- --- (� o 4 2-#7 2.09 --- --- --- --- -ottom Reinforcement: --------------------- --------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax -------- Xmax AsMin ---------------- AsMax SpReq AsReq Bars ----------------------- ------------ 1 ------------ 0.83 10.52 3.314 0.699 2.754 2.486 0.111 3-#5 2 0.83 182.30 5.769 0.700 2.730 2.353 2.118 3-#8 3 0.83 34.91 7.000 0.699 2.754 2.486 0.372 3-#5 4 0.83 34.91 0.000 0.699 2.754 2.486 0.372 3-#5 Bottom Bar ------------------- Details: ------------------- Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars " Start '0.00 Length Bars Start Length '1 ' 3-#5 14.33 --- 2 2-#8 0.00 14.75 1-#8 0.00 11.98 3 3-#5 0.00 7.00 --- 4 3-#5 0.00 4.50 --- Flexural ------------------ Capacity: ------------------ Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ •••• • • 1 0.000 1.20 0.93 -108.02 85.24 • • ' • •• • •• 0.333 1.20 0.93 -108.02 85.24 •••i•• 5.115 1.20 0.93 -108.02 85.24 """ " • •"•" • 7.165 1.20 0.93 -108.02 85.24 •••••• • • • 9.215 1.20 0.93 -108.02 85.24 •••••• 0000 10.746 1.20 0.93 -108.02 85.24 • • • " " • 13.997 1.80 0.93 -157.74 85.24 •••• • ••••• 14.330 1.80 0.93 -157.74 85.24 •""' "" •• •• •• • •••••• 2 0.000 1.80 2.37 -157.74 201.66 • • •• 0.333 1.80 2.37 -157.74 201.66 +••�•� 0.334 1.80 2.37 -157.74 201.66 • • • • •••••• 1.008 1.66 2.37 -146.08 201.66 • • • • ' 3.144 0.29 2.37 - -26.94 201.66 •••• 0 •••• i••••0 3.818 0.00 2.37 0.00 201.66 0' • •• • 5.262 0.00 2.37 0.00 201.66 7.375 0.00 2.37 0.00 201.66 7.478 0.00 2.37 0.00 201.66 9.488 0.00 2.02 0.00 174.48 9.944 0.00 1.94 0.00 168.18 11.385 0.57 1.68 -52.81 147.91 11.980 0.92 1.58 -84.20 139.40 12.974 1.51 1.58 -134.45 139.40 14.416 1.80 1.58 -157.74 139.40 14.417 1.80 1.58 -157.74 139.40 14.750 1.80 1.58 -157.74 139.40 3 0.000 1.80 0.93 -157.74 85.24 0.333 1.80 0.93 -157.74 85.24 2.550 1.39 0.93 -124.41 85.24 3.500 1.22 0.93 -109.73 85.24 3.609 1.20 0.93 -108.02 85.24 4.450 1.20 0.93 -108.02 85.24 6.667 1.20 0.93 -108.02 85.24 7.000 1.20 0.93 -108.02 85.24 4 0.000 1.20 0.93 -108.02 85.24 0.333 1.20 0.93 -108.02 85.24 1.089 1.20 0.93 -108.02 85.24 1.675 0.50 0.93 -46.06 85.24 2.089 0.00 0.93 0.00 85.24 2.250 0.00 0.93 0.00 85.24 2.825 0.00 0.93 0.00 85.24 4.167 0.00 0.93 0.00 85.24 pcaSlab v2.00 © Portland Cement Association 06-06-2016, 12:53:35 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-9.slb Page 5 4.500 0.00 0.93 0.00 85.24 Longitudinal Beam Shear Reinforcement Required: 3 Units: ------------------------------------- d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span ------------ d PhiVc Start ------------------------ End -------- Vu -------- Xu Av/s -------- 1 21.00 19.92 2.083 4.116 5.02 4.116 0.0000 4.116 6.149 8.11 6.149 0.0000 6.149 8.181 12.18 8.181 0.0083 8.181 10.214 16.29 10.214 0.0083 10.214 12.247 20.40 12.247 0.0083 2 21.00 19.92 2.083 4.139 72.72 2.083 0.0559 4.139 6.194 33.82 4.139 0.0147 6.194 8.250 28.49 8.250 0.0091 8.250 10.306 32.65 10.306 0.0135 10.306 12.361 36.80 12.361 0.0179 12.361 14.417 63.36 14.417 0.0460 3 21.00 19.92 2.083 4.917 29.75 2.083 0.0104 4 21.00 19.92 2.083 2.417 8.30 2.417 0.0000 Longitudinal ---------------------------------------------- Beam Shear Reinforcement Details: ---------------------------------------------- Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- 1 --------------------------------------------- #3 <-- 66.8 --> + 10 @ 10.1 2 #3 11 @ 3.9 + 10 @ 9.9 + 6 @ 4.3 3 #3 8 @ 10.0 4 #4 --- None --- Beam Shear Capacity: -------------------- 0000 Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) • • o*GG •eooe• Span d PhiVc Start End Av/s Sp PhiVn Vu 'xy,' 1 ooG• ------------ ---------------- -------- -------- -------- -------- ---------------- •• • • 1 21.06 19.98 0.000 0.583 ----- 9.99 6.52 0.66(1 s• s• • Gooses 0.583 6.149 ----- ----- 9.99 8.11 6.249'••• • • " 6.149 13.747 0.0217 10.1 40.56 20.38 12.247s•• 0 • i�oeGi 13.747 14.330 ----- ----- 40.56 24.61 14.34Q • •••••• 2 21.00 19.92 0.000 0.583 ----- ----- 73.52 76.93 • ••• 0. CCI G••:• • ••••• 0.583 4.139 0.0567 3.9 73.52 72.72 2.18.3 •• •• • •••••• 4.139 12.361 0.0223 9.9 40.99 36.80 12.iG7sG•• • •• 12.361 14.167 0.0508 4.3 67.90 62.85 14.;67 • 14.167 14.750 ----- ----- 67.90 64.03 14.750 • • Goode 000000 3 21.06 19.98 0.000 0.583 ----- ----- 40.83 35.09 0.0WO • •o•• • • 0.583 6.417 0.0220 10.0 40.83 29.74 2.089 6.417 7.000 ----- ----- 40.83 20.67 6.417 4 21.06 19.98 0.000 4.500 ----- ----- 9.99 15.03 4.500 Slab Shear -------------------- Capacity: -------------------- Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span ------------ b d Vratio ---------------------------- PhiVc ------------ Vu ------------ Xu 1 --- Not checked --- 2 --- Not checked --- 3 --- Not checked --- 4 --- Not checked --- Deflections: Section properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig --------------- 1 ----------- 10451 10406 ----------------- Middle 11520 Right 11520 2 4769 4583 Left 11520 Middle 11520 Right 11520 3 10447 10404 Left 11520 Load Level Dead Dead+Live Icr Mcr Mmax Ie Mmax Ie ------------ 2258 37.95 ------------------- 3.06 11520 ------------------- 3.72 11520 3801 37.95 -89.36 4392 -112.85 4094 3801 37.95 -89.36 4392 -112.85 4094 4656 37.95 110.24 4936 139.25 4795 3801 37.95 -90.71 4366 -114.48 4082 3801 37.95 -90.71 4366 -114.48 4082 pcaSlab v2.00 © Portland Cement Association 06-06-2016, 12:53:35 PM Licensed to: G2 Consulting Group, Inc. License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-9.slb Page 6 Middle 11520 2258 37.95 19.58 11520 24.87 11520 Right 11520 30 37.95 19.58 11520 24.87 11520 4 11520 11520 Left 11520 30 37.95 19.58 11520 24.87 11520 Middle 11520 2258 37.95 19.65 11520 24.87 11520 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 -0.034 -0.010 -0.044 2 0.118 0.035 0.153 3 -0.009 -0.002 -0.011 4 0.002 0.000 0.002 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ------------ ------ 1 -0.036 2.000 -------- -0.072 ------------------------ -0.080 -0.082 -0.116 2 0.125 2.000 0.250 0.278 0.286 0.404 3 -0.009 2.000 -0.019 -0.021 -0.021 -0.030 4 0.002 2.000 0.003 0.004 0.004 0.006 Material Takeoff: Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 159.0 lb <=> 3.92 lb/ft <=> 4.702 lb/ft^2 Bottom Bars: 191.6 lb <=> 4.72 lb/ft <=> 5.665 lb/ft^2 Stirrups: 253.8 lb <=> 6.25 lb/ft <=> 7.505 lb/ft^2 Total Steel: 604.4 lb <=> 14.89 lb/ft <=> 17.872 lb/ft^2 Concrete: 67.6 ft^3 <=> 1.67 ft^3/ft <=> 2.000 ft^3/ft^2 === •••• • 131 COLUMN AXIAL FORCES AND MOMENTS •••• i •••••• ••••i• Units: P (kip), M (k-ft) •••• ••• •••• 00 Case/Patt Joint •••••• Far Vn*es • ••••• Supp Comb/Patt P[axial] P[spring] Mb[top] Ma[bottom] M[spring] el"W�_tom] ••••Ma[top•]•i••• -------------- ------------ ------------ ------------ ------------ ------------ 1 SELF 1.38 0.00 0.00 0.00 0.00 •• ••-0.00 •• • _0.0t••••9 Dead 1.39 0.00 0.00 0.00 0.00 •••••0.0.00 • -0.00 •• Live/All 0.65 0.00 0.00 0.00 0.00 : • i0.00• -0.4000i0 Live/Odd 1.99 0.00 0.00 0.00 0.00 • -0.00•••••• -0.0s �••••i Live/Even -1.34 0.00 0.00 0.00 0.00 i ••w0.00 • -0. Live/S1 1.98 0.00 0.00 0.00 0.00 •• 0-0.00•60:0• -0.OU • Live/S2 0.64 0.00 0.00 0.00 0.00 -0.00 •• • -0.00 Live/S3 -1.33 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S4 0.01 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S5 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 1.95 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 2.72 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 4.86 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even -0.47 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 4.84 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 2.70 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 -0.45 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 1.69 0.00 0.00 0.00 0.00 0.00 0.00 U2/S5 1.67 0.00 0.00 0.00 0.00 0.00 0.00 2 SELF 4.23 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 58.28 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 16.52 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 2.94 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 13.58 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 3.01 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 16.58 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 13.50 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S4 -0.06 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S5 0.01 0.00 0.00 0.00 0.00 -0.00 -0.00 Ul 81.59 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 96.37 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 74.65 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 91.66 0.00 0.00 0.00 0.00 0.00 0.00 pcaSlab v2.00 © Portland Cement Association 06-06-2016, 12:53:35 PM Licensed to: G2 Consulting Group, Inc. License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-9.slb Page 7 U2/Sl 74.76 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 96.47 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 91.54 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 69.84 0.00 0.00 0.00 0.00 0.00 0.00 U2/S5 69.95 0.00 0.00 0.00 0.00 0.00 0.00 1/{� !J ✓ 3 SELF 2.94 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 57.62 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 15.75 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.72 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 15.03 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 -0.70 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 14.40 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 16.53 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S4 1.35 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S5 -0.07 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 80.66 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 94.34 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 70.30 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 93.19 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 68.01 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 92.18 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 95.59 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 71.31 0.00 0.00 0.00 0.00 0.00 0.00 U2/S5 69.02 0.00 0.00 0.00 0.00 0.00 0.00 4 SELF 1.08 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead -10.77 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All -3.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 2.28 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even -5.28 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.40 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 -5.88 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 -4.41 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S4 2.88 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 Live/S5 1.01 0.00 0.00 0.00 0.00 00.70.00 " " -0.GU " ' U1 -15.08 0.00 0.00 0.00 0.00 0.00'..' : 0-Q0. ;. U2/All -17.72 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd -9.28 0.00 0.00 0.00 0.00 ••�� 0.00 0.10..... U2/Even -21.37 0.00 0.00 0.00 0.00 • " " • 0.00:**•:e 0.60 • U2/Sl -12.28 0.00 0.00 0.00 0.00 •••• 0.000 0.00,•.• U2/S2 -22.34 0.00 0.00 0.00 0.00 0.00 •••••• •••• 0.44• •' •• U2/S3 -19.99 0.00 0.00 0.00 0.00 • • 0.000 • • 0.00 U2/S4 -8.31 0.00 0.00 0.00 0.00 " •' 0.00 " ' 0.QdP" " • U2/S5 -11.31 0.00 0.00 0.00 0.00 0.00 • 0.00 0 • • • •••••• 5 SELF 0.51 0.00 0.00 0.00 0.00 -0.00• " " ' -0.00 Dead 8.76 0.00 0.00 0.00 0.00 • • • 0--0.00 -O.a4•••• Live/All 2.03 0.00 0.00 0.00 0.00 " '-0.00"0 . -0.00 ' Live/Odd -0.41 0.00 0.00 0.00 0.00 -0.00 •• • -0.00 Live/Even 2.44 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Sl -0.11 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 1.57 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 1.37 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S4 0.46 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S5 0.77 0.00 0.00 0.00 0.00 -0.00 -0.00. U1 12.26 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 13.76 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 9.85 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 14.41 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 10.34 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 13.02 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 12.70 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 11.25 0.00 0.00 0.00 0.00 0.00 0.00 U2/S5 11.74 0.00 0.00 0.00 0.00 0.00 0.00 Sum SELF 10.14 0.00 0.00 0.00 0.00 0.00 0.00 Dead 115.28 0.00 0.00 0.00 0.00 0.00 0.00 Live/All 31.96 0.00 0.00 0.00 0.00 0.00 0.00 Live/Odd 7.53 0.00 0.00 0.00 0.00 0.00 0.00 Live/Even 24.43 0.00 0.00 0.00 0.00 0.00 0.00 Live/S1 4.59 0.00 0.00 0.00 0.00 0.00 0.00 Live/S2 27.31 0.00 0.00 0.00 0.00 0.00 0.00 Live/S3 25.66 0.00 0.00 0.00 0.00 0.00 0.00 Live/S4 4.65 0.00 0.00 0.00 0.00 0.00 0.00 Live/S5 1.71 0.00 0.00 0.00 0.00 0.00 0.00 U1 161.39 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 189.47 0.00 0.00 0.00 0.00 0.00 0.00 pcaSlab v2.00 © Portland Cement Association 06-06-2016, 12:53:35 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-9.slb Page 8 U2/Odd 150.38 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 177.43 0.00 0.00 0.00 0.00 0.00 0.00 U2/Sl 145.67 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 182.03 0.00 0.00 0.00 0.00 0.00 0.00 0 U2/S3 179.39 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 145.78 0.00 0.00 0.00 0.00 0.00 0.00 U2/S5 141.07 0.00 0.00 0.00 0.00 0.00 0.00 •••• • • • • •••• •••••• • • • • • • • • •••••• •• • •••••• • •••••• • • •••••• •••• • ••••• • •••••• •••• ••••• •• •• •• • •••••• • • • • • • • • • • • • • • • •••••• • • • • • • • pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-13r.slb 06-06-2016, 12:43:44 PM Page 1 0000000 000000 00000 00000000 00000000 0000000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0000000 00000 0000000 00 00 0000000 00000 00 00 00 00 00 00 00000000 00 00 00 000000 00 00 000000 0 0 00000000 00 00000 00 00 00 0 00 00 0000 00 0 00 00 000000 00 000000 000000 0000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0 00 00 00 00 000000 000 00000 0 00000 ------------------ ------------------ pcaSlab v2.00 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2006, Portland Cement Association All rights reserved Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaSlab computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaSlab program. Although PCA has endeavored to •�. produce pcaSlab error free the program is not and cannot be certified •• • infallible. The final and only responsibility for analysis, design and •••••• engineering documents is the licensees. Accordingly, PCA disclaims all ••��•• responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of • " " the pcaSlab program.09 •••• ----------------------------------------------------------------- [1] INPUT=ECHO__ •• - -••�� _ General Information: • • • File name: \\Server\office\pca\BURKHARDT\2b-13r.slb Project: BURKHARDT Frame: 2B-13 Engineer: JM Code: ACI 318-05 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 + Left cantilever + Right cantilever Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties: SlabslBeams Columns we = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi (if available) •••• •••••• • •••• • • • • • • • 000000 • • • • •••••• 66 009 • • • • • • • • • • •••••• •••••• •••••• • • • • • • • • • fy = 60 ksi, Bars are not epoxy -coated pcaSlab v2.00 © Portland Cement Association 06-06-2016, 12:43:44 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-13r.slb Page 2 fyt = 60 ksi Es = 29000 ksi Reinforcement Database: Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb ---------------------------- -------------------- #3 0.38 0.11 0.38 #4 0.50 0.20 -------- 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 Span Data: Slabs: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin ------------ ---- -------------------------------- 1 Int 16.000 0.00 0.333 0.333 0.00 LC 2 Int 19.580 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams: b, h, Sp (in) Ribs Beams _Span Span b h Sp b h ---------------------------------------------------- Hmin 1 0.00 0.00 0.00 8.00 44.00 24.00 2 0.00 0.00 0.00 8.00 44.00 14.68 Support Data: Columns: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% ---------------------------------------------------- ---- 1 0.00 0.00 0.000 8.00 12.00 10.000 0 • • 2 0.00 0.00 0.000 8.00 12.00 10.000 0 •'• " " " " �' Boundary Conditions: Kz (kip/in); Kry (kip-in/rad) •••••• '••� i ••••i• Supp Spring Kz Spring Kry Far End A Far End B •••�•• • • • 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned •••• • ••••• •••••• •••• ••••• Load Data: • • • • • •• •• •• • •••••• Load Cases and Combinations: Case SELF Dead Live • • • • •••••• Type DEAD DEAD LIVE . • ;""' • • Ul 1.200 1.200 0.000 • • • •••••• U2 1.200 1.200 1.600 " • •••i•• ' ' Span Loads: Span Case La Wb Lb Line Loads - --------------------- Wa I Wb (lb/ft), La I ------------ Lb (ft): ---------- 2 Dead 1239 0 1239 19.58 1 Dead 1427 0 1427 5 1 Dead 1427 12.33 1427 16 2 Dead 1427 0 1427 5 2 Live 315 0 315 19.58 1 Live 195 0 195 5 1 Live 195 12 195 16 2 Live 195 0 195 5 Point Forces - Wa (kip), La (ft): 1 Dead 5.3 5 1 Dead 5.3 12 2 Dead 3 6 1 Dead 2.73 0 1 Live 0.7 5 1 Live 0.7 12 2 Live 0.18 6 Support Loads - Fz (kip), My (k-ft): Supp Case ------------ Fz ------------------------ My 1 SELF 0 0 2 SELF 0 0 1 Live 0 0 2 Live 0 0 Support Displacements - D (in), R (rad): pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-13r.slb Supp Case D R ------------------------------------ 1 SELF 0 0 2 SELF 0 0 1 Live 0 0 2 Live 0 0 Reinforcement Criteria: ----------------------- ----------------------- Top bars_ _Bottom bars_ Stirrups_ Min Max Min Max Min Max ------- ------- ------- ------- ------- ------- Slabs and Ribs: Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 1.00 1.00 in Beams: Bar Size #5 #8 #5 #8 #3 #4 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.33 1.30 0.33 1.30 % Cover 3.00 2.50 in Side cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 [21 DESIGN RESULTS 06-06-2016, 12:43:44 PM Page 3 Top Reinforcement: ------------------ ------------------ Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ---- ---------------------------------------------------------------------i--- • 1 Left 0.00 58.39 5.483 1.069 4.212 2.707 0.323 !0 - # 80 0 Middle 0.00 172.71 10.183 1.080 4.212 2.707 0.973 3 M Right 0.00 357.45 15.667 1.062 4.143 2.707 2.118 'J-01"*04EL •••••• 2 Left 0.00 355.88 0.333 1.062 4.143 2.707 2.108 3 j%. 2L Middle 0.00 127.34 6.953 1.069 4.212 2.707 0.713 1-#8 • Right 0.00 32.11 12.627 1.069 4.212 2.707 0.177 2±41e• sees•• Top Bar Details: •• •• ___ sees•• Units: Length (ft) • • • Left _Continuous Right • • Span Bars Length Bars Length Bars Length Bars Length Bars Length • • • • 1 --- --- 3-#8 16.00 --- --- 2 1-#8 5.63 --- 2-#8 19.58 --- --- Bottom Reinforcement: --------------------- --------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ----------------------------------------------------------------------- 1 0.67 0.00 0.000 0.000 4.284 0.000 0.000 --- 2 0.67 18.04 15.763 1.084 4.271 2.795 0.098 2-#7 Bottom Bar Details: ------------------- ------------------- Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---------------------------------------------- 1 --- --- 2 2-#7 0.00 19.58 --- Flexural Capacity: ------------------ ------------------ Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- ----- ----------------------------- 1 0.000 2.37 0.00-402.28 0.00 5.483 2.37 0.00-402.28 0.00 8.000 2.37 0.00-402.28 0.00 V sees sees sees•• • sees • e • • sees•• •••••• • ••••• • sees •se•• s • • • •• • • • •e•••• •e•••• •s•e•e •••• • • • e •• • 6.953 1.58 1.20 -279.12 214.59 9.790 1.58 1.20 -279.12 214.59 12.627 1.58 1.20 -279.12 214.59 19.247 1.58 1.20 -279.12 214.59 19.580 1.58 1.20 -279.12 214.59 Longitudinal Beam Shear Reinforcement Required: Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) pan d PhiVc Start ---------------- End ------- Vu Xu Av/s -------- 1 40.50 30.74 0.000 4.097 13.37 4.097 0.0000 4.097 8.194 24.48 8.194 0.0067 8.194 12.292 33.39 12.292 0.0067 2 40.50 30.74 3.708 7.763 37.78 3.708 0.0067 7.763 11.817 21.42 7.763 0.0067 11.817 15.872 12.88 11.817 0.0000 Longitudinal Beam Shear Reinforcement Details: Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 <-- 46.2 --> + 9 @ 17.0 2 #3 9 @ 16.9 + <-- 86.2 --> Beam Shear Capacity: Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s ---------------- Sp PhiVn ---------------- Vu -------- Xu ---_-------- sea----- -------- -------- 1 41.00 31.12 0.000 0.250 ----- ----- 15.56 3.89 0.250 0.250 4.097 ----- ----- 15.56 13.37 4.097 4.097 15.417 0.0130 17.0 55.02 33.17 12.250 15.417' 16.000 ----- ----- 55.02 42.93 16.000 2 41.00 31.12 0.000 0.583 ----- ----- 0.583 11.817 0.0131 16.9 11.817 18.997 ----- ----- 18.997 19.580 ----- ----- abgShear =Capacity: Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu -------------------------- -------------------------- 1 --- Not checked --- 2 --- Not checked --- Deflections: g9S� Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft Ie,avg Span Dead Dead+Live Zone -------------------------- ------ ------ 1 21032 20593 Right 2 51426 51360 Left Middle Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 0.546 0.050 0.596 2 -0.027 0.001 -0.027 Maximum Long-term Deflections ----------------------------- Ig ---------------- Icr 56789 19130 56789 19130 56789 11261 q,) 55.20 54.30 0.000 55.20 37.60 3.750 Go•• 15.56 12.88 11.V 7 • • 15.56 9.36 • 19.580a • sees sees•• • o• a •es• • sees•• •. • *so*:* • sees** G • G :*so*: • • sGGG•e Xu •e•• o GGG•s -------- 00ee00 Goes 000G0 • e • • • • •eGGeG • • •• • sees • • Load Level•• • Dead Dead+Live Mcr Mmax Ie Mmax ----------- Ie -------------- 102.04 -276.05 ----------- 21032 -------- -301.27 20593 102.04 -276.05 21032 -301.27 20593 102.04 3.71 56789 7.68 56789 pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-13r.slb 10.183 2.37 0.00 -402.28 0.00 15.667 2.37 0.00 -402.28 0.00 16.000 2.37 0.00 -402.28 0.00 2 0.000 2.37 1.20 -402.28 214.59 0.333 2.37 1.20 -402.28 214.59 1.734 2.37 1.20 -402.28 214.59 4 r1i 1 SR 1 9n -974 19 214_fi9 06-06-2016, 12:43:44 PM Page 4 q, • • •••• •••••• •••••• •• • •••••• • •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• • • • • • •••••• • • pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-13r.slb 06-06-2016, 12:43:44 PM Page 5 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda -----Dcs Dcs+lu Dcs+1 Dtotal ------------ ------------------------------ 1 0.556 1.464 0.815 0.854 0.864 1.411 2 -0.028 2.000 -0.056 -0.055 -0.055 -0.083 Material Takeoff: Reinforcement in the Direction of Analysis Top Bars: 247.8 lb <=> 6.96 lb/ft <=> 10.445 lb/ft^2 Bottom Bars: 80.0 lb <=> 2.25 lb/ft <=> 3.374 lb/ft^2 Stirrups: 162.4 lb <=> 4.57 lb/ft <=> 6.848 lb/ft^2 Total Steel: 490.2 lb <=> 13.78 lb/ft <=> 20.667 lb/ft^2 Concrete: 87.0 ft^3 <=> 2.44 ft^3/ft <=> 3.667 ft^3/ft^2 [3] COLUMN AXIAL FORCES AND MOMENTS 9v Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp Comb/Patt P[axial] P[spring] Mb[top] ------------ Ma[bottom] ------------ M[spring] Mb[bottom] Ma[top] ------------------------ -------------- 1 SELF ------------------------ 11.85 ------------ 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 57.84 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 8.50 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 4.44 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 4.06 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 8.50 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 4.06 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 69.41 0.00 0.00 0.00 0.00 ; �'•0.00 •• " 0.0000000 ' U2/All 83.01 0.00 0.00 0.00 0.00 •• 00.00 •••• 0.00 • U2/Odd 76.51 0.00 0.00 0.00 0.00 ..,,,•,0.00'•�' 0.00.�•i• O.Ob U2/Even 75.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0.00 0000000.00 ' 0,00 • U2/S1 U2/S2 83.01 75.90 0.00 0.00 0.00 0.00 0000000.0000000 0.0,0 • 2 SELF 1.19 0.00 0.00 0.00 0.00 000•0i-0.00 ��•� -0.00��• Dead 2.26 0.00 0.00 0.00 0.00 • r0.00• • • -O.dO Live/All 1.98 0.00 0.00 0.00 0.00 00 -0.00 " • -0.U"00 •• Live/Odd -1.29 0.00 0.00 0.00 0.00 • " " •-0.00 • -0.00 •• Live/Even 3.26 0.00 0.00 0.00 0.00 : ;r0.00. . -O." 00:0 Live/S1 1.98 0.00 0.00 0.00 0.00 • -0.00" ••' & -0.00 Live/S2 3.26 0.00 0.00 0.00 0.00 • • 0-0.00 -O.Q4 ' U1 2.71 0.00 0.00 0.00 0.00 0.000••: . 0.00 U2/All 5.87 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 0.65 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 7.93 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 5.87 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 7.93 0.00 0.00 0.00 0.00 0.00 0.00 Sum SELF 13:05 0.00 0.00 0.00 0.00 0.00 0.00 Dead 60.10 0.00 0.00 0.00 0.00 0.00 0.00 Live/All 10.48 0.00 0.00 0.00 0.00 0.00 0.00 Live/Odd 3.15 0.00 0.00 0.00 0.00 0.00 0.00 Live/Even 7.32 0.00 0.00 0.00 0.00 0.00 0.00 Live/S1 10.48 0.00 0.00 0.00 0.00 0.00 0.00 Live/S2 7.32 0.00 0.00 0.00 0.00 0.00 0.00 U1 72.12 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 88.88 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 77.16 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 83.83 0.00 0.00 0.00 0.00 0.00 0.00 U2/Sl 88.88 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 83.83 0.00 0.00 0.00 0.00 0.00 0.00 -13 Sreq := if ( Spacing > min(smaxtor, , smaxshear) , min(smaxtor, , smaxshear) , Spacing) Sreq = 4.46819 • in USE : tirrups #3 @4" Ohecking Minimum Stirrups Area .o.s b-lbf — smax'Psi in Co�ntiol := if 2 as > max o.�s fe•b• , 200 , " good" , "not good" fy fy Control = " good" ongitudinal Torsion Reinforcement Along Atpers'Ph Along = 2.326•in2 spsi fc•Acp 25psi•b .2. Alongmin —((AMax tpersI 'Ph Alon• 9 =—0.3Anri • fy fy • Alongreq max(Along�Alongmin) Alongreq = 2.33•in Around perirneterof section•• • . Use: #5 at EACH FACE Aslongused 2.48in2 FINAL CONCLUSION : SE :2#8 AT BOTTOM & 2#8 AT TOP , #3@4"c/c and 4#5 at EF G2 Consulting Group. Inc. Joaquin Montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC #69969, CA 25882 DESIGN CONCRETE BEAMS 2B-17 wd1:= ((4ft•126psf + 150pcf•8in•16in + 4ft•126psf))•1.2 wd1=1.37x 10 3 IVft w11:= ((4ft• 100psf))• 1.6 lbf w11= 640 • ft Wt Wdl + W11 wt=2.01 x 103 IV Bending Moment 1 L 8 - 9ft MU := •wt•L 2 , M„ = 2.035 x 104•lbf-ft F := b•de2 K„ MU-ft K„ = 24.115• kips F•ft ft-ft (�•f�) — J((�•fc)2 — 4•(0.59•,�•fc)•Ku w := 2•(0.59•4)•fc) w = 0.048 f P•—wFc Y p = 3.191 x 10 3 As := p.de b As = 0.345•in2 check := if(p >— pm., "no good" , "ok" ) check = "ok" sed 2#5 bolt & 2#5 top SIZE : Fy:= 60000psi Job: burkhardt Res Sheet No:of Calc by.-imD te:5/13/16 Check by:Lm Date:5/13/16 Ccover = 2.5in b := Bin fc:= 4000psi d := 16in de := d — Ccover (200) • psi Pmin F Y Pmin — 3.333 x 10 3 — Asmin Pmin'b•d Asmin = 0.427•in2 -pm,, := 0.016 As,,q := tf(As < Asmin,Asmin)As) IA,,,q = 0.427• in G2 Consulting Group. Inc. Joaquin Montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC #69969, CA 25882 SHEAR STRESS L Shear (ult) Vu'_ Wt.2 Ties Area as := .11 •in2 No of tie legs no := 2 Vu = 9.043•kips Steel Fes.= 60000psi Job: jju,ckhardt Res Sheet No: of Calc by:imDate:5/13/16 Check by.im Date:5/13/16 0.75 • • . Vc:= 2 psi f�� b•de Vc= 13.661•kips •.•• .•••.• ��•�� • �)•Vc =5.123 kips de '••••' 2 Smax := �•••�• •••••• 2 • •••••• •••• •f••• • • • • • •• •• •• • •••••• • •••••• • spacingma.:= if Vu < C (•-Vc Sm� • • • • • • • • • • • : 2 ,12in, • • • . • • spacing,. = 6.75 • in • • ; chhe= if(spacingmax > 12in,12in, SmANV� check = 6.75 • in sed # 3 stirrups @ 6" G2 Consulting Group. Inc. joaquin montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC # 69969, CA 25882 DESIGN CONCRETE BEAMS 2B-14 wd1:= ((8ft•118psf + 150pcf•8in•16in + 22ft•60psf + 8ft•126psf))•1.2 wd1 = 4.086 x 103• Ibf w11:= ((8ft•30psf + 8ft•40psf))•1.6 Ibf w11 = 896 ft Wt wdl + W11 wt = 4.982 x 103 1 •Ibf ft Bendina Moment 1 2 L := 7ft Mu := 8 •wt•L Mu = 3.052 x 104.IV•ft 2 Ma'ft kips F := b•de Ku := Ku = 36.169•— F•ft ft•ft (�•fc) — J('�•fc)2 — 4•(0.59•(�•fc)•Ku 2•(0.59•4)•fc) w = 0.073 fc P = w• F y p=4.86x 10 3 As := p'de b As = 0.525•in2 check := if(p >_ p,n,,, "no good" , "ok" ) check = "ok" sed 2#5 bott & 2#5 to SIZE: Fy := 60000psi Job: BURKIJARDT Res Sheet No: I? of Calc by:JMDate:5/03/16 Check by:JM Date:5/03/16 Ccover 2.5in b:= 8in fc:= 4000psi d := 16in de := d — Ccover . . .... ...... •••••• •• • •••••• • .... . ..... ...... .... ..... .. .. .. . ...... . . . . ...... . • ...... Pmin :_ (200)•psi Fy Pmax := 0.016 Pn,in = 3.333 x 10 3 Armin Pmin'b•d Armin = 0.427•in2 Asreq if(As � Asmin,AsminA) lAs,q = 0.525•in G2 Consulting Group. Inc. joaquin montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC # 69969, CA 25882 SHEAR STRESS L Shear (ult) Vu '= Wt. 2 Ties Area as := .11 • in2 No of tie legs no := 2 Vu = 17.438•kips Steel Fes= 60000psi Vc := 2•O psi•0•b•de Vc = 13.661•kips Vc = 5.123•kips de 2 Smax 2 spacingma, := if Vu < 102 c ,12in, Sm spacings = 6.75 • in check: = if(spacingma, >_ 12in,12in, S, check = 6.75 • in sed # 3 stirrups @ 6" A:= 0.75 Job: BURRDT Res Sheet No: lof Calc by:JMDate:5/03/16 Check by:JM Date:5/03/16 . . .... ...... ...... .. . ...... .... . ..... ...... .... ..... .. .. .. . ...... . . . . ...... pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-16.slb 06-06-2016, 12:47:22 PM Page 1 0000000 000000 00000 00000000 00000000 0000000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0000000 00000 0000000 00 00 0000000 00000 00 00 00 00 00 00 00000000 00 00 00 000000 00 00 000000 0 0 00000000 00 00000 00 00 00 0 00 00 0000 00 0 00 00 000000 00 000000 000000 0000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0 00 00 00 00 000000 000 00000 0 00000 pcaSlab v2.00 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- Copyright © 2003-2006, Portland Cement Association All rights reserved Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the • • pcaSlab computer program. Furthermore, PCA neither makes any warranty '�•' ; expressed nor implied with respect to the correctness of the output prepared by the pcaSlab program. Although PCA has endeavored to •��;�' produce pcaSlab error free the program is not and cannot be certified •••••• infallible. The final and only responsibility for analysis, design and •••• engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaSlab program. •• •• ------saa----------��-------------a ------------------ .-_---- (11 INPUT ECHO General Information: File name: \\Server\office\pca\BURKHARDT\2b-16.slb Project: BURKHARDT Frame: 2b-16 Engineer: im Code: ACI 318-05 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties: -------------------- -------------------- S1abslBeams we = 150 f'c = 4 Ec = 3834.3 fr = 0.47434 Columns ------------ 150 lb/ft3 4 ksi 3834.3 ksi 0.47434 ksi •••• •••••• • • • fy = 60 ksi, Bars are not epoxy -coated pcaSlab v2.00 © Portland Cement Association 06-06-2016, 12:47:22 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-16.slb Page 2 fyt = 60 ksi Es = 29000 ksi Reinforcement Database: Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb -------- ---------------------------- -------------------- #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 Span Data: Slabs: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin ---------------------------------------- ---- ---- 1 Int 16.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h -------------------------------- Hmin -------- ------------ 1 0.00 0.00 0.00 8.00 24.00 12.00 Support Data: Columns:scla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% -->_ - »>__a- -------- -------- ________ -------- -------- ---_ •••• 1 0.00 0.00 0.000 8.00 12.00 10.000 0 • • • • 2 0.00 0.00 0.000 8.00 12.00 10.000 0 ••�• •••• •••••• ��•� •• Boundary Conditions: Kz (kip/in); Kry (kip-in/rad) •'•••• • •• • •••••• Supp Spring Kz Spring Kry Far End A Far End B •••••• • • • 1 0 0 Pinned Pinned • • •••••• 2 0 0 Pinned Pinned •••• • ••••• • • •••••• •••• ••••• Load Data: •• •• •• • •••••• Load Cases and Combinations: • • • • Case SELF Dead Live • • • • •••••• Type DEAD DEAD LIVE • �••••� U1 1.200 1.200 0.000 ••• •• • •••• • • U2 1.200 1.200 1.600 • • • Span Loads: Span Case ------------------------ Wa ------------ La ------------ Wb ------------ Lb Line Loads - Wa I Wb (lb/ft), La I Lb (ft): 1 Dead 673 0 673 16 1 Dead 1304 0 1304 3 1 Dead 1304 12 1304 16 1 Live 195 0 195 16 1 Live 165 0 165 3 1 Live 165 12 165 16 Point Forces - Wa (kip), La (ft): 1 Dead 4 3 1 Dead 4 12 1 Live 1 3 1 Live 1 12 Support Loads - Fz (kip), My (k-ft): Supp Case Fz My ------------------------ 1 SELF ------------ 0 0 2 SELF 0 0 1 Live 0 0 2 Live 0 0 Support Displacements - D (in), R (rad): Supp Case ------------------------ D ------------ R 1 SELF 0 0 2 SELF 0 0 1 Live 0 0 2 Live 0 0 pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-16.slb Reinforcement Criteria: 06-06-2016, 12:47:22 PM Page 3 Top bars_ Min Max ------- ------- Slabs and Ribs: Bar Size #4 #8 Bar spacing 1.00 18.00 Reinf ratio 0.18 5.00 Cover 1.00 _Bottom bars_ Stirrups_ Min Max Min Max ---------------------------- #4 #8 1.00 18.00 in 0.18 5.00 % 1.00 in Beams: Bar Size #5 #8 #5 #8 Bar spacing 1.00 18.00 1.00 18.00 Reinf ratio 0.33 1.30 0.33 1.30 % Cover 2.50 2.50 in Side cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs [21 DESIGN RESULTS Top Reinforcement: #3 #4 6.00 18.00 in 2 6 Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone ---- -------------- Width ------------ Mmax Xmax -------- -------- AsMin -------- AsMax -------- SpReq -------- AsReq Bars ------- 1 Left 0.00 0.00 0.333 0.000 2.204 0.000 0.000 --- Middle 0.00 0.00 8.000 0.000 2.204 0.000 0.000 --- Right 0.00 0.00 15.667 0.000 2.204 0.000 0.000 --- Top Bar Details: Units: Length (ft) Left Span Bars Length Bars Length 1 --- --- Continuous Right Bars Length Bars Length Bars Bottom Reinforcement: - ----------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars ----------------------------------------------------------------------- 1 0.67 77.58 8.495 0.563 2.197 2.884 0.854 2-#6 Bottom Bar Details: Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---------------------------------------------- 1 2-#6 0.00 16.00 --- Flexural Capacity: Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- 1 0.000 ----- 0.00 ----------------- 0.88 ------------ 0.00 79.81 0.333 0.00 0.88 0.00 79.81 5.700 0.00 0.88 0.00 79.81 8.000 0.00 0.88 0.00 79.81 10.300 0.00 0.88 0.00 79.81 15.667 0.00 0.88 0.00 79.81 16.000 0.00 0.88 0.00 79.81 Longitudinal Beam Shear Reinforcement Required: Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start ---------------- End -------- Vu -------- Xu Av/s -------- -------------------- 1 21.00 15.94 2.083 4.450 16.92 2.083 0.0067 4.450 6.817 5.63 4.450 0.0000 6.817 9.183 2.41 6.817 0.0000 9.183 11.550 4.03 11.550 0.0000 11.550 13.917 17.15 13.917 0.0067 /n pcaSlab v2.00 © Portland Cement Association 06-06-2016, 12:47:22 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-16.slb Page 4 Longitudinal Beam Shear Reinforcement Details: ---------------------------------------------- ---------------------------------------------- Units: spacing & distance (in). 1-0 1 Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 6 @ 9.3 + <-- 85.2 --> + 6 @ 9.3 Beam Shear Capacity: Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn -------- Vu Xu -------------------------------------------- 1 21.13 16.03 0.000 0.583 ----- -------- ----- 38.57 ---------------- 23.56 0.000 0.583 4.450 0.0237 9.3 38.57 16.89 2.094 4.450 11.550 ----- ----- 8.02 5.63 4.450 11.550 15.417 0.0237 9.3 38.57 17.12 13.906 15.417 16.000 ----- ----- 38.57 23.79 16.000 Slab Shear Capacity: -------------------- -------------------- Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc ------------ Vu ------------ Xu ---------------------------------------- 1 --- Not checked --- Deflections: Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Iex•• Ie ----------------- -------- -------- ---- ---�- ----Try------wwava• 1 3640 2942 Middle 9216 2063 30.36 50.25 g•e364r 61•.•0.50 294P Maximum Instantaneous Deflections •• :• •g •• • •gee•• --------------------------------- "goes g • • Units: D (in) ees• • • ••••• • •• Span Ddead Dlive Dtotal • • g•e••g see• • •e•e• 1 0.175 0.088 0.263 ••e go eg s • •egg• s•ge• o Maximum Long-term Deflections eg•geg a •• ----------------------------- g • e g Time dependant factor for sustained loads = 2.000 ' • :•••:• •••e•• Units: D (in) •• • ••• • • • Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal . e••• • • • •••o•• • • ________ ______ ________ ________ ________ ________ 1 0.193 2.000 0.385 0.456 0.473 0.648 Material Takeoff: ----------------- ----------------- Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 0.0 lb <_> 0.00 lb/ft <_> 0.000 lb/ft^2 Bottom Bars: 48.1 lb <_> 3.00 lb/ft <_> 4.506 lb/ft^2 Stirrups: 63.2 lb <_> 3.95 lb/ft <_> 5.922 lb/ft^2 Total Steel: 111.2 lb <_> 6.95 lb/ft <_> 10.428 lb/ft^2 Concrete: 21.3 ft^3 <_> 1.33 ft^3/ft <_> 2.000 ft^3/ft^2 '[3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp Comb/Patt -------------------------- P[axial] ------------ P[spring] ------------ Mb[top] ------------ Ma[bottom] ------------ M[spring] Mb[bottom] ------------------------ Ma[top] 1 SELF 1.60 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 13.83 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 3.15 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 3.15 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 3.15 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 3.15 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 16.60 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 21.64 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 21.64 0.00 0.00 0.00 0.00 0.00 0.00 pcaSlab v2.00 © Portland Cement Association 06-06-2016, 12:47:22 PM Licensed to: G2 Consulting Group, Inc. License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-16.slb Page 5 U2/Even 16.60 0.00 0.00 0.00 0.00 0.00 0.00 U2/Sl 21.64 0.00 0.00 0.00 0.00 0.00 0.00 f n U2/S2 21.64 0.00 0.00 0.00 0.00 0.00 0.00 ` 2 SELF 1.60 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 14.06 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 3.12 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 3.12 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 3.12 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 3.12 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 16.88 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 21.87 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 21.87 0.00 0.00 0.00 0.00 0.00 0.00 U2/Ever. 16.88 0.00 0.00 0.00 0.00 0.00 0.00 U2/Sl 21.87 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 21.87 0.00 0.00 0.00 0.00 0.00 0.00 Sum SELF 3.20 0.00 0.00 0.00 0.00 0.00 0.00 Dead 27.90 0.00 0.00 0.00 0.00 0.00 0.00 Live/All 6.27 0.00 0.00 0.00 0.00 0.00 0.00 Live/Odd 6.27 0.00 0.00 0.00 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live/S1 6.27 0.00 0.00 0.00 0.00 0.00 0.00 Live/S2 6.27 0.00 0.00 0.00 0.00 0.00 0.00 U1 33.48 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 43.52 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 43.52 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 33.48 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 43.52 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 43.52 0.00 0.00 0.00 0.00 0.00 0000 0.00 • • •••• •••••• •••••• •• • •••••• • •••••• •••• ••••• •• •• •• • •••••• pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-18.sib 06-06-2016, 12:45:37 PM Page 1 0000000 000000 00000 00000000 00000000 0000000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0000000 00000 0000000 00 00 0000000 00000 00 00 00 00 00 00 00000000 00 00 00 000000 00 00 000000 0 0 00000000 00 00000 00 00 00 0 00 00 0000 00 0 00 00 000000 00 000000 000000 0000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0 00 00 00 00 000000 000 00000 0 00000 ------------------ ------------------ pcaSlab v2.00 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2006, Portland Cement Association All rights reserved Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaSlab computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaSlab program. Although PCA has endeavored to produce pcaSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaSlab program. (11 INPUT ECHO •�•�•� -------------- ------------------------------------- -------------- General Information: File name: \\Server\office\pca\BURKHARDT\2b-18.slb Project: BURKHARDT Frame: 2b-18 Engineer: JM Code: ACI 318-05 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material -------------------- Properties: -------------------- S1abslBeams Columns wc ------------ = 150 ------------ 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi (if available) I') •••• •••••• • • ••••• • • • fy = 60 ksi, Bars are not epoxy -coated pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-18.slb 06-06-2016, 12:45:37 PM Page 2 fyt = 60 ksi Es = 29000 ksi Reinforcement Database: Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb -------- ---------------------------- -------------------- #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 Span Data: Slabs: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin ---- -------------------------------------------- 1 Int 20.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams: b, h, Sp (in) Ribs Beams _Span Span b h Sp b h -------------------------------- -------- Hmin ------------ 1 0.00 0.00 0.00 8.00 41.00 15.00 Support Data: 7S3Columns: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b '-1Os000 Hb Red% "1 "s'O'00 ___70J00 0�000-9sa8900 -------- 12 00 0 2 0.00 0.00 0.000 8.00 12.00 10.000 0 Boundary Conditions: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---------------------------------------------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data: •••• Load Cases and Combinations: • • • • Case SELF Dead Live •• • •••• • • • • • Type DEAD DEAD LIVE •• ••• •• • •••••• U1 1.200 1.200 0.000 - • �� • � U2 1.200 1.200 1.600 •••••• Span Loads: •••• • ••••• Span Case Wa La Wb Lb •••••• •••• ••i••� ------------------------ ------------------------ Line Loads - Wa I Wb (lb/ft), La I Lb (ft): •• •• •• • •••••• • 1 Dead 420 0 420 20 •••••• • • 1 Live 120 0 120 20 • • • • •••••• Point Forces - Wa (kip), La (ft): • • • • 1 Dead 12.6 10 •� � �� 1 Live 3.6 10 • • • � � Support Loads - Fz (kip), My (k-ft): Supp Case Fz My ------------------------------------ 1 SELF 0 0 2 SELF 0 0 1 Live 0 0 ? Live 0 0 Support Displacements - D (in), R (rad): Supp Case D R ------------------------------------ 1 SELF 0 0 2 SELF 0 0 1 Live 0 0 2 Live 0 0 nforcement Criteria: -------------------- Top bars_ _Bottom bars_ Stirrups_ Min Max Min Max Min Max Slabs and Ribs: pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-18.slb Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 1.00 1.00 in Seams: Bar Size #5 #8 #5 #8 #3 #4 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.33 1.30 0.33 1.30 s Cover 2.50 2.50 in Side cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 [21 DESIGN RESULTS 06-06-2016, 12:45:37 PM Page 3 10 Top Reinforcement: ------------------ ------------------ Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax ---- ------------------------------------------ AsMin -------- AsMax SpReq ---------------- AsReq Bars ------- 1 Left 0.00 0.00 0.333 0.000 3.972 0.000 0.000 --- Middle 0.00 0.00 10.000 0.000 3.972 0.000 0.000 --- Right 0.00 0.00 19.667 0.000 3.972 0.000 0.000 --- Top Bar Details: ---------------- s Units: Length (ft) Left Right _Continuous Span Bars Length Bars Length Bars Length Bars Length ------- Bars Length --------------------------------------- 1 --- --- --- ------- -------------- --- ------- --- Bottom Reinforcement: Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax SpReq AsReq Bars 1 0.67 159.70 - 10.000 1.015 3.959 2.795 0.959 2-#7 Bottom Bar Details: • • • • •••• •••••• Units: Start (ft), Length (ft) •• • •••• • • • • • Long Bars Short Bars •••••• •• • •••••• Span Bars Start Length Bars Start P g Length 4 • •••••• • • • --------------------------------------- ------- •••••• • 1 2-#7 0.00 20.00 --- •••••• i•••i• • •••• • ••••• Flexural Capacity: •••••• •••• • ••••• • Units: x (ft), As (in^2), PhiMn (k-ft) • Span x AsTop AsBot PhiMn- PhiMn+ • ••••• • • • • • • ------------- ----- ----------------- ------------ • • • • •••••• 1 0.000 0.00 1.20 0.00 198.39 • • • ••••• • • � 0.333 0.00 1.20 0.00 198.39 0. •• • •••• 7.100 0.00 1.20 0.00 198.39 0• 0 • • 10.000 0.00 1.20 0.00 198.39 000 12.900 0.00 1.20 0.00 198.39 19.667 0.00 1.20 0.00 198.39 20.000 0.00 1.20 0.00 198.39 Longitudinal Beam Shear Reinforcement Required: ----------------------------------------------- Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s ---------------------------------------------------- 1 38.00 28.84 3.500 7.833 17.63 -------- 3.500 0.0067 7.833 12.167 12.84 12.167 0.0000 12.167 16.500 17.63 16.500 0.0067 Longitudinal Beam Shear Reinforcement Details: -------------------------------------------- ------------------------------------------- Jnits: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 6 @ 17.4 + <-- 52.0 --> + 6 @ 17.4 Beam Shear Capacity: pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-18.slb 06-06-2016, 12:45:37 PM Page 4 Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start -------------------------------- End Av/s ---------------- Sp PhiVn ---------------- Vu - ---- 1 38.06 28.89 0.000 0.583 ----- ----- 50.54 21.50 0.583 7.833 0.0126 17.4 50.54 17.62 7.833 12.167 ----- ----- 14.44 12.84 12.167 19.417 0.0126 17.4 50.54 17.62 19.417 20.000 ----- ----- 50.54 21.50 Slab Shear Capacity: Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu ---------------------------------------------------------------- 1 --- Not checked --- Deflections: Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft Ie,avg Span Dead Dead+Live Zone -------------------------- ------ ------ 1 34061 22493 Middle Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---_-------- -------- -------- 1 0.049 0.042 0.091 Ig Icr Mcr Mmax -------------------------------- 45947 9565 88.60 101.08 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal -- ' --a '- s 1 0.057 2 000 0.114 0.148 "0.156 0.205 Material Takeoff: Xu 0.000 3.505 12.167 16.495 20.000 Dead ('01 Load Level Dead+Live Ie Mmax Ie 34061 125.08 22493 Reinforcement in the Direction of Analysis G••• i ------------------------------------- Top Bars: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 •••i•• Bottom Bars: 81.8 lb <_> 4.09 lb/ft <_> 6.132 lb/ft^2 " " •• Stirrups: 101.5 lb <_> 5.08 lb/ft <_> 7.614 lb/ft^2 •••• Total Steel: 183.3 lb <_> 9.16 lb/ft <_> 13.746 lb/ft^2 Concrete: 45.6 ft^3 <_> 2.28 ft^3/ft <_> 3.417 ft^3/ft^2 • ----------------------------------------------- (3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Supp Comb/Patt -------------------------- P[axial] ------------ P[spring] 1 SELF 3.42 0.00 Dead 10.50 0.00 Live/All 3.00 0.00 Live/Odd 3.00 0.00 Live/Even 0.00 0.00 Live/S1 3.00 0.00 Live/S2 3.00 0.00 Joint Far Ends - Mb M b tt M ] Mb[b ttom] N [top] ------- a[ o om] ------------------------ [spring o ------------------------ r, 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 -0.00 -0.00 U1 12.60 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 17.40 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 17.40 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 12.60 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 17.40 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 17.40 0.00 0.00 0.00 0.00 0.00 0.00 2 SELF 3.42 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 10.50 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 3.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 3.00 0.00 0.00 0.00 0.00 -0.00 -0.00 pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\2b-18.slb 06-06-2016, 12:45:37 PM Page 5 Live/Even 0.00 0.00 0.00 0.00 0.00 Live/S1 3.00 0.00 0.00 0.00 0.00 Live/S2 3.00 0.00 0.00 0.00 0.00 U1 12.60 0.00 0.00 0.00 0.00 U2/All 17.40 0.00 0.00 0.00 0.00 U2/Odd 17.40 0.00 0.00 0.00 0.00 U2/Even 12.60 0.00 0.00 0.00 0.00 U2/S1 17.40 0.00 0.00 0.00 0.00 U2/S2 17.40 0.00 0.00 0.00- 0.00 Sum SELF 6.83 0.00 0.00 0.00 0.00 Dead 21.00 0.00 0.00 0.00 0.00 Live/All 6.00 0.00 0.00 0.00 0.00 Live/Odd 6.00 0.00 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 Live/S1 6.00 0.00 0.00 0.00 0.00 Live/S2 6.00 0.00 0.00 0.00 0.00 U1 25.20 0.00 0.00 0.00 0.00 U2/All 34.80 0.00 0.00 0.00 0.00 U2/Odd 34.80 0.00 0.00 0.00 0.00 U2/Even 25.20 0.00 0.00 0.00 0.00 U2/S1 34.80 0.00 0.00 0.00 0.00 U2/S2 34.80 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -� D:) -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G2 CONSULTING GROUP JOAQUIN MONTESINO ,P.E LIC 69969 JOB: BU H OF RES SHEET: OF CHEC DATE )DESIGN OF RECTANGULAR BEAM AT BENDING, SHEAR AND TORSIO NCLUIDING CALCULATIONS OF DEFLECTIONS :SHORT -TIME AND LOADTI E h Data f c := 4000psi Compression on concrete [Geometry of beam Beam Section: 8"x24" b := 8in wide cover := 2in d := h — cover Boundary conditions: Continous Beam FROM RISA 3D PROGRAM Itimated External Forces Mu := 36.sk•ft Vu := 24.7k f > �01 . f • • •••• •••••• •• • •••• • fy := 60000psi Yield point 0f�tg�3ion in steet� .••••: 6,96 a '— 0.22in area stirrups bars!: * * .":'. ' o . . . . ...... h := 24in height ' d = 22• in G2 CONSULTING GROUP JOB. B�R�H�ARDT RES JOAQUIN MONTESINO ,P.E LIC SHEET: 10`� OF 69969 CHEC DATE Step 1 Determine maximum tension-controled reinforcement ratio for materials strengths a) Determine P1 fcl := 4000psi 0.85 if f c l <— 400opsi f o l — 400opsi 0.85 — 0.05 l000psi if 4000pSi < fcl < 8000pSi Use 0.85 0.65 if f�l >: 8000psi (3l = b ) Calculate of pt, corresponding to: Et >— 0.005 tension — controled 0.319- 01 • f C Pt •= fy Pt = 0.01808 Step 2 Determine the minimum reinforcement ratic Amin 200 P1 •= •psi fy Pmin max(P1, P2) Pmin = 0.00333 Step 3 Assume 4)b := 0.90 3'V ` ° 0.5 P2 = fy •psi MU kj ._ 4•fc•b•d2 kj = 0.03168 Equation w• (1 — 0.59• w) — kj = 0 —kj w := 1 —0.59 .... . . . .... ...... .. . .... . . . . . .. C... .. . ...... ...... ...... . ...... .... . ..... ...... .... ..... .. .. .. . ...... . . . . . . . ...... ...... . .. G2 CONSULTING GROUP JOB: B HARDT RES JOAQUIN MONTESINO ,P.E LIC SHEET OF 69969 CHECK: DATE 0:0323 polyroots(w) _ ) (1.66262 w := min(polyroots(w)) USE w = 0.0323 Step 4 Calculate the area of steel reinforcement required As w•f� change := oo Pf Y p = 0.00215 Prequired := Pmin if P Pmin P if Pmin P < Pt change if,p > pt •••••• . . .... ...... ...... .. . ...... Prequired = 0.00333 ...;•. • USE .... . .. ... ...... .... ..... As := Prequired' . . . . • • • • • • • As = 0.58667•in •..••: •••• :....: USE 2 #6 bars on bottom and top A-:= 0.88in2 Step 5 Checking the statics considerations T := A$•fy Tension on steel bars T = 52.8•k a := Tarm of concrete -steel 0.85•fc-b G2 CONSULTING GROUP JOAQUIN MONTESINO ,P.E LIC 69969 a = 1.94•in Design moment strength 'Mn .— 4�b C As fy d a)] Wn = 83.28•k•ft CONTROL := if (Wn >_ Mu, "ok" ,'BAD" ) CONTROL = "ok" 1) BOUT THE SHEAR REINFORCEME Shear Force Analysis (sh := 0.75 Reducer coefficient on strength of shear Oc •= (�sh•2•F•b•d•psio.s Vc ._ Vc (sh Strenght at shear of cw=etP ...... Oc = 16.7•k Vc = 22.26•k 1.1 ) Area of Stirrups/Spacing (in)/leg for Shear Force JOB: BUI�HARDT RES SHEET: I ) OF CHECK: DATE CHECK := if(Vu > 4•4�Vc,"CHANGE SECTION",'continue") ••;.. CHECK = "continue" Shl := 12•in if Vu < Vc 2 2av- fy 2av fy d 0C min ,—,12in if < Vu <_ �VC �sh'�'b•psio's 5opsi•b 2 2 �sh•2a� fyd min , d ,12in if OVC < Vu <_ 3•OVC (vu — Svc) 2 Osh•2av-fyd d min , ,12in if 3•OVC < Vu <— 4•OVC (Vu - 4)vC) 4 shl = 11•in Stirrups Spacing for Shear Force Alone .... ...... % .... G2 CONSULTING GROUP JOAQUIN MONTESINO ,P.E LIC 69969 ((Shl shl := floor — in Use :#3@10"c/c PARTIAL CONCLUSION SE :2#6 AT BOTTOM #6 AT TOP 3@10"c/c Data : shl=11 U:= 0.221n2 area stirrups bars HEAR FORCE AND TORSIONAL MOMENT EFFECT Vu = 24.7•k Ultimated Shear Force JOB: BURHARDT RES SHEET:_ILI___OF CHECK: DATE Tu := 17.8k•ft Ultimated Torsional Moment .... Long steel diameter: dl := 0.75in Tie Diameter: dv := 8 in �t :=:0.75•At torsional• • •• Momepi•:•• 0*9:00 .. Asp := b• h Area of section pcp := 2(b + h) Perimeter of section • • • • • • ...... .... Acp = 192 • in2 PCP = 64• in • •' • •' ' ..' Aol, :_ (b — 2cover — dv) • (h — 2cover — dv) Centerline Area • • • Aoh = 71.14062•in A0 := 0.85 • Aoh A0 = 60.46953•in A 2 c0.5 Tcr := 4 fc• p •psi PCP Tcr = 12.14315•k•ft Torsional Moment at cracking G2 CONSULTING GROUP JOAQUIN MONTESINO ,P.E LIC 69969 JOB: BURHARDT RES SHEET: OF CHEC DATE Control := if Tu :— �t• 4cr , "Torsion maybe neglected" , "Consider Torsion Effect" Control = "Consider Torsion Effect" CHECKING FOR CRUSHING OF CONCRETE COMPRESSION STRUTS Ph := 2•[(b — 2-cover — dv) + (h — 2-cover — dv)] Centerline Perimeter Ph = 46.5•ln ,V ,,:= 2•psi0.5Fr.b•d V c = 22.26243 • k 2 2 Control if Vu + Tu Ph > 40t• Vc + 8-psi0'S , " not good " , "good " b' d 1.� Ao h2 b' d Control = "good" • .... equired Area of Stirrups for Torsio • • • • • • ...... .... Area at vertical stirrups for torsion per "s" spacing=A.tpers=At/s .. •.. • s,,:= i in ...... At .. Atpers = — Area of stirrups for Torsion per "s=1in" spacing per ledge s TU Atpers := A f (per leg) 2 �t o y .2 In Atpers = 0.039•— in equired Area of Stirrups for Shea G2 CONSULTING GROUP JOAQUIN MONTESINO ,P.E LIC 69969 VS — if Vu _VC < o,o•k, Vu — Ve F�)t �t VS = 10:67•k JOB: By RDT RES SHEET: II OF CHECK: DATE VS Area at vertical stirrups for Shear per "s" spacing=A.vpers=Av/s Avpers — S VS 2 AV" := f •d Avpers = 0.008. in y in equired Combined Area of stirrups for Shear and Torsio n := 2 Number of legs Avpers In Atotalpers Atpers n Atotalpers = 0.043•— in as := 0.11in Area of stirrup (using#3stirrup) as Spacing := Atotalpers Spacing = 2.54098•in hecking Maximum Stirrups Spacin For Torsion Smaxtor min(L8 ,12in For Shear Smaxshear mint d ,12in l Smaxtor = 5.81 • in Smaxshear = 11 • In smax •= min(Smaxtor , smaxshear) . . .... ...... .... . ..... ...... .... ..... .. .. .. . ...... . . . . ...... G2 CONSULTING GROUP JOB: BRDT RES JOAQUIN MONTESINO ,P.E LIC SHEET: OF 69969 CHECK: DATE smax = 5.81 • in s1eq := if (Spacing > min ( smaxtor , Smaxshear) , min(smaxtor, , smaxshear) , Spacing) Sieq = 2.54098.1n USE : tirrups #3 2.5" hecking Minimum Stirrups Area 0.5 Control := if 2 as > max o.75 fe b sm�• psi fy Control = " good" on itudinal Torsion Reinforcemen Along := Atpers'ph Along = 1.825•in2 Spsio 5• •Acp Alongmin f�f — Max(Atpers Y Alongreq maX(Along, Alongmin) Use: V #7 at EACH FACE FINAL CONCLUSION : b lbf in , 200• " good" , "not good" fy 25psi•b " " 2' )-Ph) Al o • * 9 . : —0.81 • i11 fy .�.... Alongreq = 1.83 • in2 Aslongused 2.4in 2 Around perimeter of sectioa' SE :2#6 AT BOTTOM & 2#6 AT TOP , #3@2.5"c/c and 2#7 at EF G2 Consulting Group. Inc. Joaquin Montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC #69969, CA 25882 DESIGN CONCRETE BEAMS JobMof hardt Res Sheet No: Calc by:jmDate:5/13/16 Check by:im Date:5/13/16 2B — 21 SIZE Ccover:= 2.5in wdl :_ ((10ft•126psf + 150pcf•8in•20in))•1.2 f c := 4000psi b := 8 in 3 lbf— wdl = 1.712 x 10 • d := 20in ft de = d — Ccover wll :_ ((10ft•40psf))•1.6 w11=640•lft Wt :_ Wdl + W11 i wt = 2.352 x 103 Ibf • • • • ft . • • .... ...... Bending Moment •'•• • � = 16ft 900.0: Mu: wt-L2 '.... 8 :00000 Mu=7.526x 10 •lbf•ft .. .. .. . ..s... M •ft ktps u ' :...:. ...... F := b•de2 K„ := K„ = 53.084 MA F-ft ft-ft Fy := 60000psi . • • *see • • •• • 2 fc) — (�•fc) — 4•(0.59•(�-fc)•Ku (200)•psi W �= 2•(0.59--�•f) Pmin :_ Fy 0.016 pm,,, := w=0.109 fc Pnin=3.333x 10 3 P=W'F y p = 7.298 x 10 3 Armin := Pmin•b•d A,'— p•de b Armin = 0.533•in2 A, = 1.022•in2 As,ey .= if(As < A,min,Asmin,AS) check := if(p > pm,,, "no good" , "ok" ) "ok" A,� — 1.022-in req check = sed 2#7 bott & 2#7 top G2 Consulting Group. Inc. Joaquin Montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC #69969, CA 25882 SHEAR STRESS L Shear (ult) Vu .— wt'2 Ties Area as := .11•in2 No of tie legs no := 2 Vu = 18.816•kips Steel Fes.= 60000psi JobMof hardt Res Sheet No: Calc by:jmDate:5/13/16 Check by:jm Date:5/13/16 A:= 0.75 Vc := 2•(psi•f.)•b•de Vc = 17.709•kips Vc = 6.641•kips e 2 Sm.:= •••• •••••• 2 •••••• •• • •••••• • �•Vc l •••••• • sP = if Vu < 12in S acinmax g C • • • • • • • • • • max JI • •••• • ••••• spacing,n,,.,= 8.75•in •••••• •••• •��• ••••• •�•••• ••�•�• >_ 12in,12in, Sm � • • • • • • chheecckM = if(spacing,,. • • check = 8.75 • in sed # 3 stirrups @ 8" STRUCTUREPOINT - spColumn v4.81 (TM) Page 1 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 z:\sebastian\struct\c-l.col 03:19 PM CI 000000 0 00 00 00 00000 000000 00 00000 00 00 00 0 0000000000 0 00000 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 00 00 00 00 00 00 Co 00 00 00 00 000000 00 00 00 00 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 00000 00 000000 00000 000 00000 0 00 00 00 00 00 (TM) ------------------------------------- ---- spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved ----------------------- Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to -roduce spColumn error free the program is not and cannot be certified infallible. The final and only sponsibility for analysis, design and engineering documents is the licensee's. Accordingly, RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort fog; anyanalyAisf•gtsign •••••• or engineering documents prepared in connection with the use of the spColumn program! • • • • • • • •••••• ••0. • •••••• • •••••• •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• • • • • • •••••• STRUCTUREPOINT - spColumn v4.81 (TM) Page 06/06/16 2 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group z:\sebastian\struct\c-l.col 03:19 PM General Information: File Name: z:\sebastian\3truct\c-l.col ect: Burkhardt mn: 1 Engineer: --de: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: Y-axis Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 7.625 in Depth = 12 in Gross section area, Ag = 91.5 in^2 Ix = 1098 in^4 Iy = 443.322 in^4 rx = 3.4641 in ry = 2.20115 in Xo = 0 in Yo = 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area ----------- ------------------------ (in^2) ------------------------ ------------- # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 0.91 in^2, Asmax = 0.08 * Ag = 7.32 in^2 finement: Tied; #3 ties with #10 bars, #4 with larger bars. •••• (a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 • • • • •••• •••••• Layout: Rectangular •• • • • ••••• • • Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area: As = 1.24 in^2 at rho = 1.36$ 000000• Minimum clear spacing = 2.63 in 0000 •••••• 4 #5 Cover = 1.5 in •••• • ••••• Service Loads: •• •• •• • •••••• Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot • • • • No. Case kip k-ft k-ft k-ft k-ft • • • • •••••• ••••i• --- ---------------------------------------- 1 Dead 6.00 0.00 ---------- 0.00 0.00 0.00 ••••99 •••• �••+•� Live 3.00 0.00 0.00 0.00 0.00 • • • Wind 0.00 0.00 0.00 0.00 0.00 •• • EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: Load Factor Case M Dead _ ---------- '-'100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: U1 = 1 400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow 112 = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow STRUCTUREPOINT - spColumn v4.81 (TM) Page 3 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 z:\sebastian\struct\c-l.col 03:19 PM Slenderness: Criteria: , xis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in-4 ksi ------------ ksi ------ ---------------------------------------------------- Design Y 8.33333 7.625 12 443.322 4 3605 Above Y (no column specified...) Below Y (no column specified...) Y-Beams Length Width Depth I f'c Ec Location ft in in in^4 ---------------------------------------- ksi ------------ ksi ------------------- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) ------------------------ klu/r ---------------------------------------- Y 0.000 0.000 1.000 (N/A) 45.43 Moment Magnification Factors: = Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (Y-axis) = 4.15e+005 kip-in^2 Y-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- "Debta Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) Betad Cv� ------------------------------ ------ ---------------- ------ --------------t ------ ------- 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 8.40 (N/A) 204.59 �b.e00. 1.000••1.058 •� U2 (N/A) (N/A) (N/A) (N/A) (N/A) 12.00 (N/A) 255.74 •Q ��• • 1.004% 167 ��•�• Factored Moments due to First -Order and Second -Order Effects: •••••• • :••••: a=z�s-�=-��====�=a====�aa,m=zaa�m�_ems===_____________________ Minimum eccentricity, Ey,min = 0.82875 in • • •••• •••••• • • " •• NOTE: Each loading combination includes the following cases: •••••• • • •• •• •••• • • • •• • ••••• •••••• First line - at column top • Second line - at column bottom ••••'• • • Y-axis -------------- 1st Order ------------- --------- 2nd Order---i---� :- Ratio -• ••••.• Load Mns Ms Mu Mmin Mi Mc � 2nd/pt••• • Combo k-ft k-ft k-ft k-ft k-ft •k-ft • _____-s=�tm •sssa •••••• • • ------- ------------ ____________ ____________ ==a_________ 1 U1 0.00 (N/A) 0.00 0.58 --------------- Ml= 0.00 0.61 ��•� l.ab8 • 0.00 (N/A) 0.00 0.58 M2= 0.00 0.61 1.058 1 U2 0.00 (N/A) 0.00 0.83 Ml= 0.00 0.88 1.067 0.00 (N/A) 0.00 0.83 M2= 0.00 0.88 1.067 Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Muy PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft ---=---- in in -------- -------- ------ --- -------------------------------------------------- 1 1 U1 8.40 0.61 16.76 27.311 1.74 5.44 0.00637 0.900 2 8.40 0.61 16.76 27.311 1.74 5.44 0.00637 0.900 3 1 U2 12.00 0.88 17.35 19.625 1.80 5.44 0.00608 0.900 4 12.00 0.88 17.35 19.625 1.80 5.44 0.00608 0.900 *** End of output *** P (kin) 250 7.625 x 12 in Code: ACI 318-11 Units: English Run axis: About Y-axis 5fy Run option: Design My (k-ft) Slenderness: Considered • • • • • • • • • • mn type: Structural • • • • • • •' • • •"' Bars: ASTM A615 •"' ' .... . ..... Date:06/06/16 -100 •••••• •••• ••••• Time:16:18:16 """ • . . . . ...... spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consuiting t roup. ' .. File: Z:\sebastian\STRUCT\C-1.col Project: Burkhardt Column: 1 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e u = 0.003 in/in Beta 1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: Ag=91.5inA2 As = 1.24 inA2 Xo = 6.00 in Yo = 0.00 in Min clear spacing = 2.63 in ky(nonsway) = 1 4 #5 bars rho = 1.36% Ix = 1098 inA4 ly = 443.322 inA4 Clear cover = 1.88 in ky(sway) = N/A STRUCTUREPOINT - spColumn v4.81 (TM) Page 1 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-2.col 03:19 PM /2� 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 0 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn �jjiputer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect too the correctness of the output prepared by the spColumn program. Although STRUCTUREPCZCNT.114s endeWiled to •'•';• roduce spColumn error free the program is not and cannot be certified infallible @Che•final •and only • sponsibility for analysis, design and engineering documents is the licq",pg:S• AccpiLigly, YYY•;• RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for n an analysis, � • or engineering documents prepared in connection with the use of the spColumn program. •••••• •••• • ••••• Y • •••••• •••• ••••• • • • • • • • • • • • • • • • • • • • • • • • •••••• STRUCTUREPOINT - spColumn v4.81 (TM) Page 2 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-2.col 03:19 PM General Information: File Name: Z:\sebastian\STRUCT\C-2.col ect: Burkhardt 111n: 2 Engineer: ---e: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: Y-axis Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 7.625 in Depth = 22 in Gross section area, Ag = 167.75 in^2 Ix = 6765.92 in^4 Iy = 812.758 in^4 rx = 6.35085 in ry = 2.20115 in Xo = 0 in Yo = 0 in Reinforcement: Bar Set: ASTM A615 size-Diam. (in) Area (in^2) ------------- ----------- # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 Size Diam (in) Area (in^2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Size Diam (in) Area (in^2) ------------------------ # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 1.68 in^2, Asmax = 0.08 * Ag = 13.42 in^2 finement: Tied; #3 ties with #10 bars, #4 with larger bars. (a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 1.86 in^2 at rho = 1.11% Minimum clear spacing = 2.63 in Top Bars 2 # 5 Cover(in) 1.5 Service Loads: Load Axial Load No. Case kip --- ---- 1 Dead ------------ 32.00 Live 10.00 Wind 0.00 EQ 0.00 Snow 0.00 Sustained Load Factors: Load Factor Case (%) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Bottom Left 2 # 5 1 # 5 1.5 1.5 Mx @ Top Mx @ Bot k-ft k-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Right 1 # 5 1.5 My @ Top My @ Bot k-ft k-ft ------------------------ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Lo-d Combinations: = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow �2 = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow STRUCTUREPOINT - spColumn v4.81 (TM) Page 3 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-2.col 03:19 PM Slenderness: 1 y Criteria: ` Y xis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in ---- in^4 ksi ksi ------ ---------------------------------------- Design Y 8.33333 7.625 22 -------- 812.758 ------------ 4 3605 Above Y (no column specified...) Below Y (no column specified...) Y-Beams Length Width Depth I f'c Ec Location ft in in ----------- in^4 ksi ksi ---------------------------------------- Above Left (no beam specified...) -------- ------------ Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) ---------------------------------------------------- k(Sway) klu/r Y 0.000 0.000 1.000 ------------ (N/A) 45.43 Moment Magnification Factors: Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (Y-axis) = 7.28e+005 kip-in^2 Y-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) Betad Cii De]rta ------------------------------------- ------ ---------------- ---------------- - ------•�� __ •••••• 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 44.80 (N/A) 359.47 11600--- 1.0009+2l199 •• U2 (N/A) (N/A) (N/A) (N/A) (N/A) 54.40 (N/A) 421.44 OWQJ, 1.00a•ri. 8 ••••�• • F-__ored Moments due to First -Order and Second -Order Effects: •'•••• • • • ------------- Minimum eccentricity, Ey,min = 0.82875 in •••••• :••r•• ••••• NOTE: Each loading combination includes the following cases: •i••i J••i•• ••••• First line - at column top •• •• •• • ••••�• Second line - at column bottom •••••r • Y-axis -------------- lst Order ------------- - -------- 2nd Order • • • ----i--- � Ratio - • • •••••• Load Mns Ms Mu Mmin Mi Mc• 2nd/:3t•••• • Combo k-ft k-ft k-ft k-ft k-ft I-f1b • • •••••• s=----------------- ------------ ------------ ------------ --------------- ---------�!_ ! = =-a!a= • • • 1 U1 0.00 (N/A) 0.00 3.09 M1= 0.00 3.71 1+i909 0.00 (N/A) 0.00 3.09 M2= 0.00 3.71 1.199 1 U2 0.00 (N/A) 0.00 3.76 Ml= 0.00 4.54 1.208 0.00 (N/A) 0.00 3.76 M2= 0.00 4.54 1.208 Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Muy PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. --- Combo ------------------ kip k-ft k-ft in in 1 1 U1 ------------------------ 44.80 3.71 32.10 ---------------- 8.651 -------- 1.87 5.44 -------- 0.00571 ------ 0.900 2 44.80 3.71 32.10 8.651 1.87 5.44 0.00571 0.900 3 1 U2 54.40 4.54 33.65 7.416 1.97 5.44 0.00528 0.900 4 54.40 4.54 33.65 7.416 1.97 5.44 0.00528 0.900 *** End of output *** P (kip) 450 7.625 x 22 in Code: ACI 318-11 //- Units: English4 Run axis: About Y-axis Run option: Design 0 40 Slenderness: Considered • • • • • • • • • • mn type: Structural • • (Pmin) ..•.•. • :•...: Bars: ASTM A615 • • • .... . ..... Date: 06/06/16 -150 ...... .... ..:..' .... .. . ...... Time:16:43:22 . . . . ...... spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consuftftg group•••;•. • File: Z:\sebastian\STRUCT\C-2.col Project: Burkhardt Column: 2 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e u = 0.003 in/in Beta1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: Ag = 167.75 inA2 As = 1.86 inA2 Xo = 0.00 in Yo = 0.00 in Min clear spacing = 2.63 in ky(nonsway) = 1 6 #5 bars rho = 1.11% Ix = 6765.92 inA4 ly = 812.758 inA4 Clear cover = 1.88 in ky(sway) = N/A Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-3.col 06/06/16 03:42 PM 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 O 00 00 00 00 00000 00 000000 0 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) is ---------------------------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------------------------- spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design engineering documents prepared in connection with the use of the spColumn program. • • •••• •••••• •••••• •• • •••••• • • • 000000 •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• • • • • • •••••• • • • • • • • STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-3.col Page 2 06/06/16 03:42 PM General Information: File Name: Z:\sebastian\STRUCT\C-3.col ect: Burkhardt In: 3 Engineer: ---de: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: Y-axis Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 7.625 in Depth = 12 in Gross section area, Ag = 91.5 in^2 Ix = 1098 in^4 Iy = 443.322 in^4 rx = 3.4641 in ry = 2.20115 in Xo = 0 in Yo = 0 in Reinforcement: -------------- -------------- Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam ------------- (in) Area ----------- (in^2) ------------------------ ------------- # 3 0.38 0.11 # 4 ----------- 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 0.91 in^2, Asmax = 0.08 * Ag = 7.32 in^2 finement: Tied; #3 ties with #10 bars, #4 with larger bars. (a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area: As = 1.24 in^2 at rho = 1.36% Minimum clear spacing = 2.63 in 4 #5 Cover = 1.5 in Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft ------------------------ k-ft --- ---------------------------------------- 1 Dead 12.00 0.00 0.00 0.00 0.00 Live 5.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors_ Load Factor Case M ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: ------------------ ------------------ U1 = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow U2 = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow •• • •••• • 000000 • • • • • • • • • • •••••• • • •••••• •••• • ••••• • • •• •• •• • •••••• •••••• • • • + • • •••••• • • • • • • • STRUCTUREPOINT - spColumn v4.81 (TM) Page 3 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-3.col 03:42 PM Slenderness: Criteria: axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in ------------ in^4 -------- ksi ------------ ksi ------ ---- Design Y -------- ---------- ---------- 8.33333 7.625 12 443.322 4 3605 Above Y (no column specified...) Below Y (no column specified...) Y-Beams Length Width Depth I f'c Ec Location ft in -------------------- in ------------ in^4 -------- ksi ------------ ksi ----------- Above Left -------- (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) klu/r ---------------------------------------------------------------- Y 0.000 0.000 1.000 (N/A) 45.43 Moment Magnification Factors: a Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (Y-axis) = 4.15e+005 kip-in^2 Y-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) Betad Cm Delta ------- ---------- ---------- ---------- ------ ---------------- ---------------- ------ ------ ----- 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 16.80 (N/A) 204.59 1.000 1.000 1.123 U2 (N/A) (N/A) (N/A) (N/A) (N/A) 22.40 (N/A) 249.07 0.643 1.000 1.136 Factored Moments due to First -Order and Second -Order Effects: a�minimum aeccentricity, 9Eyamina= 0 82875gin" NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Y-axis -------------- 1st Order ------------- Load Mns Ms Mu Mmin Combo k-ft k-ft k-ft ------------ k-ft ------ -as--------- 1 U1 ------------ 0.00 ------------ (N/A) 0.00 1.16 0.00 (N/A) 0.00 1.16 1 U2 0.00 (N/A) 0.00 1.55 0.00 (N/A) 0.00 1.55 Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom DODO a • DODO DD•DD• • D • • •• • DODO • ----------------- 2nd Order •••4F - Rati'tf - • DODO•• Mi •••Mt•D 2nd/1st• • • k-ft 16-044 • VOOD: --------------- ------- a---- 0 D ---- as+4.•. M1= 0.00 Tole i.123 •DDD• M2= 0.00 •2 D3�D D1D2� DDODD Ml= 0.00 D,1 76rp .306 i DD•DD• M2= 0.00 D 10-44 1.13.E • • • • • DODO•• D• D•D•D •• D DODO • • • D • Load Pu Muy PhiMny PhiMn/Mu NA depth Dt depth eps_t No. Combo kip k-ft k-ft -------- I in in -------- -------- --- 1 ------------------ 1 U1 ------------ 16.80 ------------ 1.30 18.12 -------- 13.909 1.87 5.44 0.00571 2 16.80 1.30 18.12 13.909 1.87 5.44 0.00571 3 1 U2 22.40 1.76 19.02 10.819 1.97 5.44 0.00530 4 22.40 1.76 19.02 10.819 1.97 5.44 0.00530 *** End of output *** r Phi 0.900 0.900 0.900 0.900 P (kip) 250 7.625x12in Code: ACI 318-11 Units: English Run axis: About Y-axis Run option: Design Slenderness: Considered mn type: Structural Bars: ASTM A615 Date: 06/06/16 Time: 16:44:01 (Pmaxl I spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group File: Z:\sebastian\STRUCT\C-3.col Project: Burkhardt Column: 3 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e u = 0.003 in/in Beta1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: Ag=91.5inA2 As = 1.24 in^2 Xo = 0.00 in Yo = 0.00 in Min clear spacing = 2.63 in ky(nonsway) = 1 .." 4 #5 bars rho = 1.36% Ix = 1098 inA4 ly = 443.322 in^4 Clear cover = 1.88 in ky(sway) = N/A STRUCTUREPOINT - spColumn v4.81 (TM) Page 2 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-5.col 03:38 PM General Information: File Name Z:\sebastian\STRUCT\C-5.col 'ect: Burkhardt um: 5 Engineer: _de: ACI 318-11 Units: English Run Option: Investigation Slenderness: Considered Run Axis: X-axis Column Type: Structural Material Properties: -------------------- f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Exterior Points No. X (in) Y (in) No. X (in) Y (in) No. --------------- X (in) ---------- Y (in) ------------------------- 1 0.0 0.0 --------------- 2 ---------- 7.6 0.0 3 7.6 8.4 4 -5.1 14.4 5 -8.9 7.9 6 0.0 3.3 Gross section area, Ag = 137.605 in^2 Ix = 1579.62 in^4 Iy = 2376 in^4 rx = 3.38812 in ry = 4.15533 in Xo = 0.478791 in Yo = 6.84796 in Reinforcement: -------------- Bar Set: ASTM A615 • • •••••• .••••• Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) •••• • --------- ----------- •••• • ------------- - # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 • •••••• # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 •••••• • • • # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 •••• • • •••••• • • * 14 1.69 2.25 # 18 2.26 4.00 finement: Tied; #3 ties with #10 bars, #4 with larger bars. • • •••• •••• ••••• pi,i(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 •• •• i •••••• •••••. • Pattern: Irregular ; • o • Total steel area: As = 2.17 in^2 at rho = 1.58% • • •••••• Minimum clear spacing = 2.73 in ••• • • • Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) • so** • 0.31 1.5 1.5 0.31 6.0 1.5 0.31 6.0 7.5 0.31 -4.5 12.0 0.31 -6.0 9.0 0.31 0.0 10.5 0.31 -1.5 6.0 Service Loads: -------------- -------------- Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft ------------ k-ft --- ---------------------------- 1 Dead 46.00 ------------ 0.00 ------------ 0.00 0.00 0.00 Live 10.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: Load Factor Case (8) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 STRUCTUREPOINT - spColumn v4.81 (TM) Page 3 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-5.col 03:38 PM l31 Load Combinations: = 1 400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow Slenderness: Sway Criteria: -------------- X-axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in^4 -------- ksi ------------ ksi ------ -------------------------------- Design X 10.1667 7.625 ------------ 12 1579.62 4 3605 Above X (no column specified...) Below X (no column specified...) X-Beams Length Width Depth I f'c Ec Location ft in in ------------ in^4 -------- ksi ------------ ksi --------------------------------------- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) ------------ klu/r ---------------------------------------- X 0.000 0.000 ------------ 1.000 (N/A) 36.01 •••• • Moment Magnification Factors: Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) _ 0.35; cI(columns) = 0.7 •••:•• 0.2*Ec*Ig + Es*Ise (X-axis) = 2.06e+006 kip-in^2 xis------------------- At Ends ------------------ Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas ------- ---------- ---------- ---------- ------ ------ 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) U2 (N/A) (N/A) (N/A) (N/A) (N/A) ------------------ Along Lengt4z•------.�••--- Pu (kip) k' lu/r Pc (kip) 4BA&4* Clh, .IIel to ---------- ---------------- ------ ------ ------ 64.40 (N/A) 684.19 •l.0Zt: 1.000 1.144 71.20 (N/A) 770.79 •0.775. 1.000 1s140 Factored Moments due to First -Order and Second -Order Effects: �••• i •••• ---------------------- Minimum eccentricity, Ex,min = 1.03313 in •• • NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------- 1st Order ------------- --------- 2nd Order -------- - Ratio - Load Mns Ms Mu Mmin Mi Mc 2nd/1st Combo k-ft k-ft k-ft k-ft --------------- k-ft ------------ k-ft --------- ------------------------------------------- 1 U1 0.00 (N/A) ------------ 0.00 5.54 Ml= 0.00 6.34 1.144 0.00 (N/A) 0.00 5.54 M2= 0_00 6.34 1.144 1 U2 0.00 (N/A) 0.00 6.13 Ml= 0.00 6.99 1.140 0.00 (N/A) 0.00 6.13 M2= 0.00 6.99 1.140 Factored Loads and Moments with Corresponding Capacities: NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft -------- in in -------- -------- ------ --- ------------------------------------------ 1 1 U1 64.40 6.34 63.50 -------- 10.016 5.13 12.94 0.00402 0.816 2 64.40 6.34 63.50 10.016 5.13 12.94 0.00402 0.816 3 1 U2 71.20 6.99 62.33 8.915 5.39 12.94 0.00368 0.787 4 71.20 6.99 62.33 8.915 5.39 12.94 0.00368 0.787 End of output *** 16.5 x 14.4375 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Considered mn type: Structural Bars: ASTM A615 Date: 06/06/16 Time: 16:46:53 P (kip) 400 -150 I spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group File: Z:\sebastian\STRUCT\C-5.col Project: Burkhardt Column: 5 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e u = 0.003 in/in Beta1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: Ag = 137.605 inA2 7 #5 bars As = 2.17 inA2 rho = 1.58% Xo = 0.48 in Ix = 1579.62 inA4 Yo = 6.85 in ly = 2376 inA4 Min clear spacing = 2.73 in Clear cover = N/A kx(nonsway) = 1 kx(sway) = N/A STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\seba3tian\STRUCT\C-6.col rage J. 06/06/16 03:37 PM 000000 0 00 00 00 00000 000000 00 00000 00 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 00 00 00 00 000000 00 00 00 00 0 00 00 00 00 00 00 00 0 00000 00 000000 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) -------------------------------------------------- spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved 13) •••• • • • •••• • •••••• Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be r9Spd*hs:ble for either • the accuracy or adequacy of the material supplied as input for processing by the s Column• c•Fo ter '• • program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied•wi• • *respect•'to •the •••••• correctness of the output prepared by the spColumn program. Although STRUCTUREPOIR?Oli.It endeavored to • 0 produce spColumn error free the program is not and cannot be certified infallible.•Tb(b final• an(� only :••••: responsibility for analysis, design and engineering documents is the lice% pj',e. Ac@@P* -gly, RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design 90:000 engineering documents prepared in connection with the use of the spColumn program. '� •'•�'• ••••• •• •• •• • •••••• • • STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-6.col Page 2 06/06/16 03:37 PM General Information: File Name: Z:\sebastian\STRUCT\C-6.col oject: Burkhardt umn: 5 Engineer: e: ACI 318-11 Units: English Run Option: Investigation Slenderness: Considered Run Axis: X-axis Column Type: Structural Material Properties: -------------------- -------------------- f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Exterior Points No. X (in) Y (in) No. X (in) Y (in) No. X (in) Y (in) ------------------------- ----- -------------------- --------------- 1 0.0 0.0 2 ---------- 14.3 0.0 3 14.3 7.6 4 5.3 7.6 5 -4.4 26.0 6 -10.6 21.7 Gross section area, Ag = 264.828 in^2 Ix = 12879.7 in^4 Iy = 9935.34 in^4 rx = 6.97383 in ry = 6.12504 in Xo = 1.17694 in Yo = 10.2474 in Reinforcement: -------------- -------------- Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ------------------------ ------------------------ ------------------------ # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 • • # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 •••• # 14 1.69 2.25 # 18 2.26 4.00 • finement: Tied; #3 ties with #10 bars, #4 with larger bars. •••••• i(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 •••• Pattern: Irregular Total steel area: As = 2.79 in^2 at rho = 1.05% • • Minimum clear spacing = 2.98 in •• •• Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in), • --------------------------------------------------------------------------- 0.31 12.0 1.5 0.31 12.0 6.0 0.31 -9.0 21.0: ••• 0.31 -5.0 23.0 0.31 -5.0 14.0 0.31 -1.0 16.0 •• • 0.31 -1.0 7.0 0.31 2.0 9.0 0.31 3.0 1.0 Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft ------------ k-ft --- ---- 1 Dead ------------------------ 26.00 ------------ 0.00 ------------ 0.00 0.00 0.00 Live 10.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: ----------------------- Load Factor Case (%) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 I 3 Y •••• •••••• • • • •••••• STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-6.col Page 3 06/06/16 03:37 PM Load Combinations: 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow Slenderness: Sway Criteria: -------------- X-axis: Nonsway column. Height Width Column Axis ft in ------ ---------------------- ---- Design X 10.1667 7.625 Above X (no column specified...) Below X (no column specified...) Depth I f'c Ec in in^4 ksi ksi ------------------------------------- 12 12879.7 4 3605 X-Beams Length Width Depth Location ft in in ----------- -------- ---------- ---------- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) I f'c Ec in^4 ksi ksi ---- -------- ------------ Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) ------------ klu/r ---------------------------------------- X 0.000 0.000 1.000 ------------ (N/A) 17.49 Moment Magnification Factors: 0000 Stiffness reduction factor, phi(K) = 0.75 • • •••••• •••••• Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 • • • • ^ 2*Ec*Ig + Es*Ise (X-axis) = 1.39e+007 kip-in^2 •••�•• •••• . ••••.• xis ------------------- At Ends ------------------ ------------------ Along Length ----------------- i••••i Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'1u/r Pc(kip) .1fel-'all. (:%•IIfita • • ------------------------------------- ------ ---------------- ------ ---------- --0-'-6-0. ---- + ------ ••••• 1 Ul (N/A) (N/A) (N/A) (N/A) (N/A) 36.40 (N/A) 4621.64 •3D4W4P* (N/A).014/A) * ••:••• U2 (N/A) (N/A) (N/A) (N/A) (N/A) 47.20 (N/A) 5564.83 %.Q6�• (N/TP) (NfA) * * Slenderness need not be considered. •••• • •• • •• • • • Factored Moments due to First -Order and Second -Order Effects: • • • • • . •000000 •••••• • • ----------------------------- •• • • Minimum eccentricity, Ex,min = 1.38 in 0 •��0 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------- lst Order ------------- --------- 2nd Order -------- - Ratio - Load Mns Ms Mu Mmin Mi Mc 2nd/1st Combo k-ft k-ft k-ft k-ft --------------- k-ft k-ft --------------------- ------------------------------- ------------ 1 U1 0.00 (N/A) ------------ 0.00 (N/A) Ml= (N/A) (N/A) (N/A) 0.00 (N/A) 0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U2 0.00 (N/A) 0.00 (N/A) Ml= (N/A) (N/A) (N/A) 0.00 (N/A) 0.00 (N/A) M2= (N/A) (N/A) (N/A) Factored Loads and Moments with Corresponding Capacities: --------------------------------------------- NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft -------- in in -------- -------- ------ --- ------------------------------------------ 1 1 U1 36.40 0.00 -------- 147.55 999.999 3.24 25.00 0.01831 0.900 2 36.40 0.00 147.55 999.999 3.24 25.00 0.01831 0.900 1 U2 47.20 0.00 154.26 999.999 3.48 25.00 0.01681 0.900 47.20 0.00 154.26 999.999 3.48 25.00 0.01681 0.900 *** End of output *** P (kip) 400 16.5 x 14.4375 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Considered mn type: Structural Bars: ASTM A615 Date: 06/06/16 Time: 17:43:32 •• •• •• • spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group • • File: Z:\sebastian\STRUCT\C-5.col Project: Burkhardt Column: 5 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e u = 0.003 in/in Beta1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: Ag = 137.605 in^2 7 #5 bars As = 2.17 in^2 rho = 1.58% Xo = 0.48 in Ix = 1579.62 inA4 Yo = 6.85 in ly = 2376 inA4 Min clear spacing = 2.73 in Clear cover = N/A kx(nonsway) = 1 kx(sway) = N/A 0 bee: �96: STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-5.col Page 1 06/06/16 03:38 PM 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 0 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) ------------------------------------------------- spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved r 3- Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumr�• Ocbisljuter program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implieQ wittirespeat•t• the •••••• correctness of the output prepared by the spColumn program. Although STRUCTURED e h:s ende.Wpred to •• produce spColumn error free the program is not and cannot be certified infallibly,•T"e•final••�tid•only • e sponsibility for analysis, design and engineering documents is the license's. Accordi$gly, •••••• RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort foi•tr"•analysis,• design • • �r engineering documents prepared in connection with the use of the spColumn program.•••• • • �••••� ••••• •••• • • •••• ••••• • • ••••• 00 00 000000 •••••• • • • • • • •••••• •••••• • • STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-5.col Page 2 06/06/16 03:38 PM General Information: File Name Z:\sebastian\STRUCT\C-5.col 'ect: Burkhardt unn: 5 Engineer: .,ode: ACI 318-11 Units: English Run Option: Investigation Slenderness: Considered Run Axis: X-axis Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Exterior Points No. X (in) Y (in) No. X (in) Y (in) No. X (in) ---------- --------------- ------------------------- --------------- 1 0.0 0.0 2 7.6 0.0 3 7.6 4 -5.1 14.4 5 -8.9 7.9 6 0.0 Gross section area, Ag = 137.605 in^2 Ix = 1579.62 in^4 Iy = 2376 in^4 rx = 3.38812 in ry = 4.15533 in Xo = 0.478791 in Yo = 6.84796 in Reinforcement: Bar Set: ASTM A615 Y (in) 8.4 3.3 fly Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size ---- Diam --------- (in) Area ----------- (in^2) ------------------------ # 3 0.38 0.11 ------------- # 4 0.50 ----------- 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 " 14 1.69 2.25 # 18 2.26 4.00 • • •••• •••• •••••• finement: Tied; #3 ties with #10 bars, #4 with larger bars. •••• .•.. •• phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 •••••• • • • • •• • • •••••• Pattern: Irregular •••••• • .••••i Total steel area: As = 2.17 in^2 at rho = 1.58% •••• • • •••••• • • Minimum clear spacing = 2.73 in • • •••• • ••••• Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) -------- Area --------- in^2 X (in) -------- Y (in)••:••: -------- *0 •• •••�•• •• • •••••• •••••• ------------------------- 0.31 1.5 1.5 --------- 0.31 -------- 6.0 1.5 0.31 6.0 7.599000• • .• 0.31 -4.5 12.0 0.31 -6.0 9.0 0.31 0.0 10.5: • • • ••••�• 0.31 -1.5 6.0 •••••• Service Loads: •• • •••• • • Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft ------------ k-ft --- ---- ------------ 1 Dead 46.00 ------------ ------------ 0.00 0.00 ------------ 0.00 0.00 Live 10.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00. 0.00 0.00 0.00 0.00 Sustained Load Factors: Load Factor Case M ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-5.col Page 3 06/06/16 03:38 PM Load Combinations: = 1 400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow Slenderness: Sway Criteria: -------------- X-axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in ------------ in^4 -------- ksi ------------ ksi ------ ---- Design X ------------------ 10.1667 7.625 ---------- 12 1579.62 4 3605 Above X (no column specified...) Below X (no column specified...) X-Beams Length Width Depth I f'c Ec Location ft in in ------------ in^4 -------- ksi ------------ ksi ----------- Above Left ------------------ (no beam specified...) ---------- Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) ------------ k(Sway) ------------ klu/r ---------------- X ------------------------ 0.000 0.000 1.000 (N/A) 36.01 Moment Magnification Factors: Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 2*Ec*Ig + Es*Ise (X-axis) = 2.06e+006 kip-in^2 xis------------------- At Ends ------------------ Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas ------- ---------- ---------- ---------- ------ ------ 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) U2 (N/A) (N/A) (N/A) (N/A) (N/A) --------p--------- Along Lengtl�------- ------ Pu (ki ) k' lu/r Pc(kip) Betad• Gin • belta - - - - - - - - - - - - - - - - - - - - - - - - - - ------ 64.40 (N/A) 684.19 •is(i0O. 1.000 d.144 71.20 (N/A) 770.79 Q,7.7.5 1.00.0 1.140 • • •••••• Factored Moments due to First -Order and Second -Order Effects: ------------------------------------ Minimum eccentricity, Ex,min = 1.03313 in NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------- 1st Order ------------- Load Mns Ms Mu Mmin Combo k-ft k-ft k-ft ------------ k-ft ------------------- 1 U1 ------------ 0.00 ------------ (N/A) 0.00 5.54 0.00 (N/A) 0.00 5.54 1 U2 0.00 (N/A) 0.00 6.13 0.00 (N/A) 0.00 6.13 Factored Loads and Moments with Corresponding Capacities: •••••• •• •• •••• •• • --------- 2nd Order ---ss Raty4 i • Mi Mc 2ndr �t• k-ft k-ft --------- --------------- M1= ------------ 0.00 6.34 1.144 M2= 0.00 6.34 1.144 Ml= 0.00 6.99 1.140 M2= 0.00 6.99 1.140 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth No. Combo kip k-ft k-ft ---------------- in -------- in --- 1 ------------------ 1 U1 ------------------------ 64.40 6.34 63.50 10.016 5.13 12.94 2 64.40 6.34 63.50 10.016 5.13 12.94 3 1 U2 71.20 6.99 62.33 8.915 5.39 12.94 4 71.20 6.99 62.33 8.915 5.39 12.94 End of output *** eps_t Phi -------- ------ 0.00402 0.816 0.00402 0.816 0.00368 0.787 0.00368 0.787 `�� P (kip) 400 16.5 x 14.4375 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Considered r L/I .7 mn type: Structural • • • • • • • • • • Bars: ASTM A615 (Pmin) •••••• •• •••••• Date: 06/06/16 -150 • .... .... . ..... Time:17:51:09 .. .. .. . ...... spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 conSulting' rout ... % File: Z:\sebastian\STRUCT\C-5_col Project: Burkhardt Column: 5 Engineer: fc = 4 ksi fy = 60 ksi Ag = 137.605 in^2 7 #5 bars Ec = 3605 ksi Es = 29000 ksi As = 2.17 in12 rho = 1.58% fc = 3.4 ksi Xo = 0.48 in Ix = 1579.62 in"4 e u = 0.003 in/in Yo = 6.85 in ly = 2376 in"4 Beta1 = 0.85 Min clear spacing = 2.73 in Clear cover = N/A Confinement: Tied kx(nonsway) = 1 kx(sway) = N/A phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-6.col Page 1 06/06/16 03:37 PM 000000 0 00 00 00 00000 000000 00 00000 00 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 00 00 00 00 000000 00 00 00 00 0 00 00 00 00 00 00 00 0 00000 00 000000 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) --------------------------------------------------- spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to -roduce spColumn error free the program is not and cannot be certified infallible. The final••3nd only sponsibility for analysis, design and engineering documents is the licgnsee•'s. Aerq*r44flgly, •••••• RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort foE aity analysis, design • or engineering documents prepared in connection with the use of the spColumn program. 00 • •••0•• •• •••••• •• • *.boo*:0000 • •••••• • • •••••• •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• • • • STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-6.col Page 2 06/06/16 03:37 PM General Information: --------------- File Name: Z:\sebastian\STRUCT\C-6.col ject: Burkhardt ten: 5 Engineer: e: ACI 318-11 Units: English Run Option: Investigation Slenderness: Considered Run Axis: X-axis Column Type: Structural Material Properties: -------------------- f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Exterior Points No. X (in) Y (in) No. X (in) Y (in) No. ----- ---------- X (in) ---------- Y (in) ------------------------- 1 0.0 0.0 --------------- 2 ---------- 14.3 0.0 3 14.3 7.6 4 5.3 7.6 5 -4.4 26.0 6 -10.6 21.7 Gross section area, Ag = 264.828 in^2 Ix = 12879.7 in^4 Iy = 9935.34 in^4 rx = 6.97383 in ry = 6.12504 in Xo = 1.17694 in Yo = 10.2474 in Reinforcement: -------------- -------------- Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ------------------------ # 3 0.38 0.11 ------------- # 4 ------ 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 finement: Tied; #3 ties with #10 bars, #4 with larger bars. • • r__i(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 •• • Pattern: Irregular •••i•• Total steel area: As = 2.79 in^2 at rho = 1.05% Minimum clear spacing = 2.98 in • • Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in)•••••• ------- -------- --------- -------- -------- • • 0.31 12.0 1.5 0.31 12.0 6.0 0.31 -9.0 21.0 0.31 -5.0 23.0 0.31 -5.0 14.0 0.31 -1.0 16.0:00:0: 0.31 -1.0 7.0 0.31 2.0 9.0 0.31 3.0 1.00 0 • • Service Loads: • • 0 Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft ------------ k-ft ------------ k-ft --- ---------------- 1 Dead 26.00 ------------ ------------ 0.00 0.00 0.00 0.00 Live 10.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: Load Factor Case M ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 l yti •••• •••••• • %see: • • • • • • •••••• •00)00 • • •••• • • • • • •• • STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-6.col Page 3 06/06/16 03:37 PM Load Combinations: = 1 400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow Slenderness: Sway Criteria: -------------- X-axis: Nonsway column. Height Width Column Axis ft in ------ ---------------------- ---- Design X 10.1667 7.625 Above X (no column specified...) Below X (no column specified...) Depth I f'c Ec in in^4 ksi ksi ------------------------------------- 12 12879.7 4 3605 X-Beams Length Width Depth Location ft in in ----------- -------- ---------- ---------- ---- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) -------------------------------------- X 0.000 0.000 1.000 Moment Magnification Factors: ------------------ Stiffness reduction factor, phi(K) = 0.75 I f'c Ec in^4 ksi ksi ------------------------ k (Sway) (N/A) • • • klu/r • ------------ •••••• • 17.49 •••• • • •••••• •••• Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 •••••• • 1.2*Ec*Ig + Es*Ise (X-axis) = 1.39e+007 kip-in^2 • • •••••• • xis ------------------- At Ends ------------------ ------------------ Along • • • LengtE•---* -------0-•4+►--- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r ---------------- ------ ---------- Pc(kip) Betad ------ ------ %olbelta ------ ------------------------------------- 1 U1 (N/A) (N/A) (N/A) ------ (N/A) (N/A) 36.40 (N/A) 4621.64 1.000 (N/A) (N/A) * U2 (N/A) (N/A) (N/A) (N/A) (N/A) 47.20 (N/A) 5564.83 0.661 (N/A) (N/A) * * Slenderness need not be considered. Factored Moments due to First -Order and Second -Order Effects: Minimum eccentricity, Ex,min = 1.38 in NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------- 1st Order ------------- --------- 2nd Order -------- - Ratio - Load Mns Ms Mu Mmin Mi Mc 2nd/1st Combo k-ft k-ft k-ft k-ft --------------- k-ft k-ft --------------------- ------------------------------------------- 1 U1 0.00 (N/A) ------------ 0.00 (N/A) Ml= (N/A) (N/A) (N/A) 0.00 (N/A) 0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U2 0.00 (N/A) 0.00 (N/A) Ml= (N/A) (N/A) (N/A) 0.00 (N/A) 0.00 (N/A) M2= (N/A) (N/A) (N/A) Factored Loads and Moments with Corresponding Capacities: -------------------------------------------- NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft ---------------- in in -------- -------- ------ --- ------------------------------------------ 1 1 U1 36.40 0.00 147.55 999.999 3.24 25.00 0.01831 0.900 2 36.40 0.00 147.55 999.999 3.24 25.00 0.01831 0.900 1 U2 47.20 0.00 154.26 999.999 3.48 25.00 0.01681 0.900 4 47.20 0.00 154.26 999.999 3.48 25.00 0.01681 0.900 *** End of output *** 1 `13 lDmnv\ !44 24.875 x 26 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Considered mn type: Structural Bars: ASTM A615 Date: 06/06/16 Time: 17:49:30 P (kip) 700 -200 t (Pmin) I spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group File: Z:\sebastian\STRUCT\C-6.col Project: Burkhardt Column: 6 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e u = 0.003 in/in Betal = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer Ag = 264.828 inA2 9 #5 bars As = 2.79 inA2 rho = 1.05% Xo = 1.18 in Ix '= 12879.7 inA4 Yo = 10.25 in ly = 9935.34 inA4 Min clear spacing = 2.98 in Clear cover = N/A kx(nonsway) = 1 kx(sway) = N/A STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-7.col Page 2 06/06/16 03:35 PM General Information: ----------- File Name: Z:\sebastian\STRUCT\C-7.col ject: Rl-khardt umn: '+- Engineer: __de: ACI 318-11 Units: English Run Option: Design Run Axis: X-axis Material Properties: -------------------- -------------------- f'c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 31 in Slenderness: Considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 7.625 in Gross section area, Ag = 236.375 in^2 Ix = 1145.25 in^4 Iy = 18929.7 in^4 rx = 2.20115 in ry = 8.94893 in Xo = 0 in Yo = 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in^2) ------------------------ # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 Size Diam (in) Area (in ^2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Size Diam (in) Area (in ^2) • ---- --------- ----------- •••••• # 5 0.63 0.31 •••• # 8 1.00 0.79 • • # 11 1.41 1.56 Bar selection: Minimum number of bars •••••• Asmin = 0.01 * Ag = 2.36 in^2, Asmax = 0.08 * Ag = 18.91 in^2 • finement: Tied; #3 ties with #10 bars, #4 with larger bars. ; ••• (a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 •• • Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 2.48 in^2 at rho = 1.05% Minimum clear spacing = 2.63 in Top Bottom Left Bars 4# 5 4# 5 0# 5 Cover(in) 1.5 1.5 1.5 Service Loads: -------------- -------------- Load Axial Load Mx @ Top Mx @ Bot No. Case kip k-ft k-ft --- ---------------- 1 Dead ------------ 12.00 ------------ 0.00 0.00 Live 4.00 0.00 0.00 Wind 0.00 0.00 0.00 EQ 0.00 0.00 0.00 Snow 0.00 0.00 0.00 Sustained Load Factors: Load Factor Case (%) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Right 0 # 5 1.5 My @ Top My @ Bot k-ft k-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Load Combinations: -------------- = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow •••• •••••• • • • • • •••••• STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-7.col Page 3 06/06/16 03:35 PM Slenderness: y Criteria: ._-axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in^4 ksi ------------ ksi ------ -------------------------------------------- Design X 10.1667 31 7.625 -------- 1145.25 4 3605 Above X (no column specified...) Below X (no column specified...) X-Beams Length Width Depth I f'c Ec Location ft in in ------------ in^4 -------- ksi ------------ ksi --------------------------------------- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) klu/r •••• X 0.000 0.000 1.000 (N/A) 55.43 • • •••• •••••• Moment Magnification Factors: •••••• •••• ••••�• =--z�maaa_saa=-=---=av�=a��a Stiffness reduction factor, phi(K) = 0.75 • •••••• • • • Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 •• • • • • • •••• • ••••• 0.2*Ec*Ig + Es*Ise (X-axis) = 1.02e+006 kip-in^2 • • •••••• •••• ••••• X-axis ------------------- At Ends ------------------ ------------------ Along Length --------------- ••.. Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) •19*4ac6 Cm 4Delta •• ------ ---------------- ------ ------------�- '------ ------ • 1 Ul (N/A) (N/A) (N/A) (N/A) (N/A) 16.80 (N/A) 336.73 1.000 1.099o•414O71 U2 (N/A) (N/A) (N/A) (N/A) (N/A) 20.80 (N/A) 397.96 :0.6 1.Oh 1.075 �••••� Factored Moments due to First -Order and Second -Order Effects: •••• i 9zMinimum eccentricity, aEx,mina=�O.82875�in NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------- 1st Order ------------- --------- 2nd Order -------- - Ratio - Load Mns Ms Mu Mmin Mi Mc 2nd/1st Combo k-ft k-ft k-ft k-ft k-ft k-ft ----- "----- =23Ss" 1 Ul ----- __ 0. _ --------- (N/A) ----f----- 00 16 -------------- M1= --------- 0.00 24 1.071 0.00 (N/A) 0.00 1.16 M2= 0.00 1.24 1.071 1 U2 0.00 (N/A) 0.00 1.44 Ml= 0.00 1.54 1.075 0.00 (N/A) 0.00 1.44 M2= 0.00 1.54 1.075 Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft -------- in -------- in -------- ------ --- 1 ------------------ 1 Ul ------------ 16.80 ------------ 1.24 36.29 -------- 29.197 1.54 5.44 0.00758 0.900 2 16.80 1.24 36.29 29.197 1.54 5.44 0.00758 0.900 3 1 U2 20.80 1.54 36.97 23.944 1.57 5.44 0.00741 0.900 4 20.80 1.54 36.97 23.944 1.57 5.44 0.00741 0.900 *** End of output *** P (kip) 700 0 0 o 0 0 0 0 0 31 x 7.625 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Design Slenderness: Considered mn type: Structural Bars: ASTM A615 Date: 06/06/16 Time: 16:48:11 spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group File: Z:\sebastian\STRUCT\C-7.col Project: Burkhardt Column: fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e u = 0.003 in/in Beta1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: Ag = 236.375 inA2 As = 2.48 inA2 Xo = 0.00 in Yo = 0.00 in Min clear spacing = 2.63 in kx(nonsway) = 1 8 #5 bars rho = 1.05% Ix '= 1145.25 inA4 ly = 18929.7 inA4 Clear cover = 1.88 in kx(sway) = N/A .5fy STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-8.col Page 1 06/06/16 03:34 PM 000000 0 00 00 00 00000 000000 00 00000 00 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 00 00 00 00 000000 00 00 00 00 0 00 00 00 00 00 00 00 00000 00 000000 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) /4b -------------------------- spColumn v4.81 (TM) •••••• Computer program for the Strength Design of Reinforced Concrete Sections • •••• •••••• Copyright © 1988-2012, STRUCTUREPOINT, LLC. •••• •••• •• All rights reserved • • • • •••••• •• • •••••• •••• • ••••• Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be respork*sible*?d%04 they••••• the accuracy or adequacy of the material supplied as input for processing by tte•3pColumn••comQuter •••••• program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied•viti4 respect •to the •• correctness of the output prepared by the spColumn program. Although STRUCTUREPQIN? Y=as engeavored to ••••0• -�roduce spColumn error free the program is not and cannot be certified infallible. The finah9em cL only !sponsibility for analysis, design and engineering documents is the lictnstLfrs. Alcordingly,:••••. 'RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for0any•analys4goodesign• • or engineering documents prepared in connection with the use of the spColumn program. •• • STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-8.col Page 2 06/06/16 03:34 PM General Information: File Name: Z:\sebastian\STRUCT\C-8.col ect: Burkhardt Mn: 0 Engineer: e: ACI 318-11 Units: English Run Option: Design Run Axis: X-axis Material Properties: f'c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 12 in Gross section area, Ag = 91.5 in^2 Ix = 443.322 in^4 rx = 2.20115 in Xo = 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in^2) ------------------------ # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 Slenderness: Considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 7.625 in Iy = 1098 in^4 ry = 3.4641 in Yo = 0 in Size Diam (in) Area (in^2) ------------------------ # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Size Diam (in) Area (in^2) ------------------------ # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 0.91 in^2, Asmax = 0.08 * Ag = 7.32 in^2 finement: Tied; #3 ties with #10 bars, #4 with larger bars. (a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 1.24 in^2 at rho = 1.36% Minimum clear spacing = 2.63 in Top Bottom Left Right -------- -------- Bars 2 # 5 2 # 5 0 # 5 0 # 5 Cover(in) 1.5 1.5 1.5 1.5 Service Loads: Load Axial Load No. Case kip - --- ---- 1 Dead ------------ 10.00 Live 4.00 Wind 0.00 EQ 0.00 Snow 0.00 Sustained Load Factors: Load Factor Case (%) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Mx @ Top Mx @ Bot My @ Top My @ Bot k-ft k-ft k-ft ------------ k-ft -------------------- 0.00 ------------ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Load Combinations: =3 1.400*Dead + 0.000*Live + 0.000*wind + 0.000*EarthQuake + 0.000*Snow = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow • • •••• •••••• • • • • • • • • •••••• •• • •••••• • •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• •••••• • • • • • • •••••• •00. • • • • • • STRUCTUREPOINT - spColumn v4.81 (TM) Page 3 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-8.col 03:34 PM �� Slenderness: Criteria: -axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in^4 -------------------- ksi ------------ ksi ------ -------------------------------- Design X 10.1667 12 7.625 443.322 4 3605 Above X (no column specified...) Below X (no column specified...) X-Beams Length Width Depth I f'c Ec Location ft in in in^4 ---------------------------------------- ksi ------------ ksi ------------------- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) ------------------------ klu/r ---------------------------------------- X 0.000 0.000 1.000 (N/A) 55.43 Moment Magnification Factors: Stiffness =reduction =factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 4.15e+005 kip-in^2 X-axis ------------------- At Ends--------------------------p--------- Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(ki ) k'lu/r - Pc(kip) Betad Cm Delta ----- ---------- ------ ------ 044"--- ------- -------------------- ---------- ------ ------ ---------- 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 14.00 (N/A) 137.46 al.000 1.00%.3,ft7 •••••• U2 (N/A) (N/A) (N/A) (N/A) (N/A) 18.40 (N/A) 166.40 10•�52: 1.000..1.173 •• Factored Moments due to First -Order and Second -Order Effects: •••••• • • • • •• • • ••'••• Minimum eccentricity, Ex,min = 0.82875 in •••• • • • • •••• NOTE: Each loading combination includes the following cases: • ••••• • • First line - at column top •••••• • • •••• • • • ••••• Second line - at column bottom •• •' •• • •••••• X-axis -------------- 1st Order ------------- --------- 2nd Order---zi��••- Ratio •• Load Mns Ms Mu Mmin Mi • MC • •k-ft • 2nd/1st • Combo k-ft k-ft k-ft k-ft k-ft ;•••% " •• " '__ '--0.97 --------------- _______ as=-•-_=��-=a • • (____ 000"_s= 1-Ul- a____a__.N/A). 000 Ml= 0.00 •3.Z2 i 1.a.57• �••••� 0.00 (N/A) 0.00 0.97 M2= 0.00 1.12 16.154Y • *1� 3 • 1 U2 0.00 (N/A) 0.00 1.27 Ml= 0.00 1.49 1 0.00 (N/A) 0.00 1.27 M2= 0.00 1.49 1.173 Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft -------- in in -------- -------- ------ --- -----------=------------------------------ -------- 1 1 U1 14.00 1.12 17.68 15.799 1.83 5.44 0.00592 0.900 2 14.00 1.12 17.68 15.799 1.83 5.44 0.00592 0.900 3 1 U2 18.40 1.49 18.38 12.330 1.90 5.44 0.00559 0.900 4 18.40 1.49 18.38 12.330 1.90 5.44 0.00559 0.900 *** End of output *** P (kip) 250 O y O 4—x O O 12 x 7.625 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Design Slenderness: Considered imn type: Structural Bars: ASTM A615 (Pmax) Date: 06/06/16 -100 ...... .... ..... Time: .. .. .. . ...... spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 conlultio%grou� File: Z:\sebastian\STRUCT\C-8.col Project: Burkhardt Column: f� fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e_u = 0.003 in/in Beta1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: Ag = 91.5 inA2 As = 1.24 inA2 Xo = 0.00 in Yo = 0.00 in Min clear spacing = 2.63 in kx(nonsway) = 1 4 #5 bars rho = 1.36% Ix = 443.322 inA4 ly = 1098 in^4 Clear cover = 1.88 in kx(sway) = N/A STRUCTUREPOINT - spColumn v4.81 (TM) Page 1 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-9.col 03:33 PM ) J�/2, 000000 00 00 / 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 0 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) --------------------------------------- spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved ------------- Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has engMkA rpd to produce spColumn error free the program is not and cannot be certified infallible. The final•earAd only•••••• Asponsibility for analysis, design and engineering documents is the lice&,-,,9e;s. Acr.Oringly, •• 'RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for anv analysis,• design • or engineering documents prepared in connection with the use of the spColumn program ••; a •• • sees 00 sees•• • • • ••see• sees • • • • • • **see* •••• a sees• • •e•e•• ••e• •sees •• •• •• • see••• • sees•• • • • • • • •••e•e sees•• • • •••eee • • STRUCTUREPOINT - spColumn v4.81 (TM) Page 2 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-9.col 03:33 PM General Information: File Name: Z:\sebastian\STRUCT\C-9.col ject: R,irkhardt umn: 9 Engineer: de: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: X-axis Column Type: Structural Material Properties: -------------------- -------------------- f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 18 in Depth = 6 in Gross section area, Ag = 144 in^2 Ix = 768 in^4 Iy = 3888 in^4 rx = 2.3094 in ry = 5.19615 in Xo = 0 in Yo = 0 in Reinforcement: -------------- -------------- Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam ------------- (in) Area ----------- (in^2) ------------------------ ------------- # 3 0.38 0.11 # 4 ----------- 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 1.44 in^2, Asmax = 0.08 * Ag = 11.52 in^2 ••• " • • • •••• •••••• finement: Tied; #3 ties with #10 bars, #4 with larger bars. •••• 0 •••• •' (a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 • • • • •••••• • •• • •••••• Layout: Rectangular ••'••' ' • • Pattern: Sides Different (Cover to transverse reinforcement) •••• • • • • Total steel area: As = 1.86 in^2 at rho = 1.29% • •,••• • •••••• ••••• Minimum clear spacing = 3.00 in •••••: •••• ••o••• Top Bottom Left Right • __ Bars 3 # 5 3 # 5 0 # 5 0 # 5 • • • • Cover(in) 1.5 1.5 1.5 1.5 • • • • •••••• •••••• Service Loads: '• • •••• • • Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot •• • No. Case kip k-ft k-ft k-ft ------------ k-ft --- ---------------------------------------- 1 Dead 5.00 0.00 ------------ 0.00 0.00 0.00 Live 2.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: Load Factor Case (%) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: -------------- z =a 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-9.col Page 3 06/06/16 03:33 PM / Slenderness: Ly Criteria: ------------ axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in^4 ksi ksi ------ ---------------------------------------------------- Design X 10.1667 18 8 768 ------------ 4 3605 Above X (no column specified...) Below X (no column specified...) X-Beams Length Width Depth I f'c Ec Location ft in in in^4 ksi ksi ----------------------------------------------------------- Above Left (no beam specified...) ------------ Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) ---------------------------------------------------------------- klu/r X 0.000 0.000 1.000 (N/A) 52.83 Moment Magnification Factors: Stiffnessreductionfactor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 7.31e+005 kip-in^2 X-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) Betad Cm Delta •••• 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 7.00 (N/A) 242.34 :1.QOb• 1.000 ••1l040 •••••• U2 (N/A) (N/A) (N/A) (N/A) (N/A) 9.20 (N/A) 293.36 0�652. 1.00( • 044 •• Fa,�ored Moments due to First -Order and Second -Order Effects: •••••• • •• • •••••• ------------------------------------------------------------- Minimum eccentricity, Ex,min = 0.84 in •••• •••••• • • • • •••• • ••••• NOTE: Each loading combination includes the following cases: • • First line - at column top • • • • • Second line - at column bottom •• •• •• • •••••• X-axis -------------- 1st Order ------------- --------- 2nd Order ---♦••a-0• - Ratio f •• Load Mns Ms Mu Mmin Mi Inc 2nd4lst • ••••�• Combo - t - t - t - t - t k-ft� ••••• • _______ ____________ ____________ ____________ __a_====____ _______= -- -== • =a=====F==s= • • • • _________ •••••• 1 U1 0.00 (N/A) 0.00 0.49 Ml= 0.00 L!510 i•O4•t7 • • 0.00 (N/A) 0.00 0.49 M2= 0.00 0.51 1•(i40 o 1 U2 0.00 (N/A) 0.00 0.64 Ml= 0.00 0.67 1.044 0.00 (N/A) 0.00 0.64 M2= 0.00 0.67 1.044 Factored Loads and Moments with Corresponding Capacities: --------------------------------------------------------- --------------------------------------------------------- Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft in in --- ---------------------------------------------------------- 1 1 U1 7.00 0.51 25.90 50.827 1.69 -------- 5.81 -------- ------ 0.00735 0.900 2 7.00 0.51 25.90 50.827 1.69 5.81 0.00735 0.900 3 1 U2 9.20 0.67 26.30 39.128 1.71 5.81 0.00721 0.900 4 9.20 0.67 26.30 39.128 1.71 5.81 0.00721 0.900 *** End of output *** P (kip) 400 o o x 0 0 0 18x8in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Design Slenderness: Considered I1 5fy 5 . . 0000 ..... . imn type: Structural ...... .. . ...... (Pmin) • Bars: ASTM A615 """ • Date: 06/06/16 -150 • • • • •' • •' . ...... .... ..... Time:18:01:23 •• •� •� •••�� . . . . ...... spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 conSulVh;:group •.., ;'•••; • File: Z:\sebastian\STRUCT\C-9.col Project: Burkhardt Column: 9 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e u = 0.003 in/in Beta1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: Ag = 144 inA2 As = 1.86 inA2 Xo = 0.00 in Yo = 0.00 in Min clear spacing = 3.00 in kx(nonsway) = 1 6 #5 bars rho = 1.29% Ix = 768 inA4 ly = 3888 inA4 Clear cover = 1.88 in kx(sway) = N/A STRUCTUREPOINT - spColumn v4.81 (TM) Page 1 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-10.col 03:33 PM I 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 0 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 00 (TM) spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect o the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has en4 avorod to produce spColumn error free the program is not and cannot be certified infallibl:. V11%,final*`ah8 only ••••• sponsibility for analysis, design and engineering documents is the licea9ee'46. AcmaDei.ngly, • 'RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort foi.W. 'analys'"O design ••••;• or engineering documents prepared in connection with the use of the spColumn program.••.•• • • • •••• • ••••• •• •• •• • •••••• • • • • • •••••• STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-10.col Page 2 06/06/16 03:33 PM General Information: File Name: Z:\sebastian\STRUCT\C-10.col ject: Burkhardt unn: 10 Engineer: de: ACI 318-11 Units: English Run option: Design Slenderness: Considered Run Axis: X-axis Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 20 in Depth = 8 in Gross section area, Ag = 160 in^2 Ix = 853.333 in^4 Iy = 5333.33 in^4 rx = 2.3094 in ry = 5.7735 in Xo = 0 in Yo = 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam ----------- ------------- (in) Area (in^2) ----------- ------------------------ # 3 0.38 0.11 ------------- # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 4 9 1 13 1 00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 1.60 in^2, Asmax = 0.08 * Ag = 12.80 in^2 finement: Tied; #3 ties with #10 bars, #4 with larger bars. (a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 1.86 in^2 at rho = 1.16% Minimum clear spacing = 3.00 in Top Bottom Left Right -------- -------- -------- -------- 5 Bars 3 # 5 3 # 5 0 # 5 0 # Cover(in) 1.5 1.5 1.5 1.5 Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft ------------------------ k-ft --- ---------------- 1 Dead 5.00 ------------ 0.00 ------------ 0.00 0.00 0.00 Live 2.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: Load Factor Case M ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: -------------- mm--1 400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow • • •••• •••••• •••••• •• • •••••• • •••• • • • • •••• • ••••• • • •••••• •••• ••••• • • • • • •• •• •• • •••••• • A••••• • • • • • • •••••• •••••• •• • STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-10.col Page 3 06/06/16 03:33 PM Slenderness_ y Criteria: axis: Nonsway column. Height Width Column Axis ft in ------ ---------------------- ---- Design X 10.1667 20 Above X (no column specified...) Below X (no column specified...) Depth I f'c Ec in in^4 ksi ksi ------------------------------------- 8 853.333 4 3605 X-Beams Length Width Depth I f'c Ec Location ft in in in^4 ksi ksi ----------------------------------------------------------------------- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: f'i Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) ------------------------ klu/r ---------------------------------------- X 0.000 0.000 1.000 (N/A) 52.83 Moment Magnification Factors: s Stiffness reductionfactor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 7.92e+005 kip-in^2 X-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) Betad Cm Delta •••• --------------------------- ---------- ------ - --------------- ------ ---------- ------ ----- W_ ---i-- 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 7.00 (N/A) 262.74 1.000 *41!037 •••••• U2 (N/A) (N/A) (N/A) (N/A) (N/A) 9.20 (N/A) ••1.0CFO 318.05 G•:52i 1.00C6*i*040 •• •••••• •• • •••••• Fac�ored Moments due to First -Order and Second -Order Effects: • v�»=a=saaaanm��=�aa�----=a_=_-----__---�-�--=��aa=a�ana=�� •••••• Minimum eccentricity, Ex,min = 0.84 in •••• • • • • •••• • ••••• NOTE: Each loading combination includes the following cases: •••••• •••• • • ••••• First line - at column top • • • • • Second line - at column bottom •• •• •• • •••••• • X-axis -------------- 1st Order ------------- --------- 2nd Order --- Ratio r • Load Mns Ms Mu Mmin Mi 4c 2nd/.Ist • •••• • Combo k-ft k-ft k-ft k-ft k-ft •k-f t :••••• • • _______ ____________ _______________ag=m» --- ------------ --------------- ------- 1-1. •--------- •••••• 1 U1 0.00 (N/A) 0.00 0.49 Ml= 0.00 e!51 • 000^0• • • 0.00 (N/A) 0.00 0.49 M2= 0.00 0.51 1 w0a3t/ • 1 U2 0.00 (N/A) 0.00 0.64 Ml= 0.00 0.67 1.040 0.00 (N/A) 0.00 0.64 M2= 0.00 0.67 1.040 Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft ---=---- in in -------- -------- ------ --- ------------------------------------------ 1 1 U1 7.00 0.51 -------- 26.71 52.568 1.61 5.81 0.00786 0.900 2 7.00 0.51 26.71 52.568 1.61 5.81 0.00786 0.900 3 1 U2 9.20 0.67 27.11 40.471 1.63 5.81 0.00772 0.900 4 9.20 0.67 27.11 40.471 1.63 5.81 0.00772 0.900 *** End of output *** P (kip) 450 o L o 0 0 0 20x8in a Code: ACI 318-11 ' Units: English Run axis: About X-axis / Run option: Design 0 40 Slenderness: Considered Mx (k-ft) mn type: Structural . . .... ...... (Pmin) • Bars: ASTM A615 ...... .. . ...... -150 • Date:06/06/16 Time:16:50:04 ••�• �•�� ...... .... ..... .. .. .. . ...... spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 con lfi%roup• • • • • •� • File: Z:\sebastian\STRUCT\C-10.col • • • • • • • Project: Burkhardt Column: 10 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e u = 0.003 in/in Beta1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: Ag = 160 inA2 As = 1.86 in^2 Xo = 0.00 in Yo = 0.00 in Min clear spacing = 3.00 in kx(nonsway) = 1 6 #5 bars rho = 1.16% Ix = 853.333 inA4 ly = 5333.33 inA4 Clear cover = 1.88 in kx(sway) = N/A STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-ll.col Page 1 06/06/16 03:31 PM 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 0 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) --------------------------------------------------- spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved ------------- l&-b Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only sponsibility for analysis, design and engineering documents is the licensee's. AcoOrtAingly, 'RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for an}j analys*",•design••.••• or engineering documents prepared in connection with the use of the spColumn program!••• •••• •• • • • • •••••• •• • •••••• • •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• • • • • • •••••• STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-ll.col Page 2 06/06/16 03:31 PM General Information: ----------- File Name: Z:\sebastian\STRUCT\C-ll.col ject: Burkhardt umn: 11 Engineer: de: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: X-axis Column Type: Structural Material Properties: -------------------- -------------------- f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 14 in Depth = 7.625 in Gross section area, Ag = 106.75 in^2 Ix = 517.209 in^4 Iy = 1743.58 in^4 rx = 2.20115 in ry = 4.04145 in Xo = 0 in Yo = 0 in Reinforcement: -------------- -------------- Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam ------------- (in) Area (in^2) ----------- ------------------------ ------------- # 3 0.38 0.11 # 4 ----------- 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1 13 1 00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 1.07 in^2, Asmax = 0.08 * Ag = 8.54 in^2 finement: Tied; #3 ties with #10 bars, #4 with larger bars. (a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 1.24 in^2 at rho = 1.16% Minimum clear spacing = 2.63 in Top Bottom Left Right -------- -------- -------- -------- Bars 2 # 5 2 # 5 0 # 5 0 # 5 Cover (in) 1.5 1.5 1.5 1.5 Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft ------------ k-ft --- ---------------- 1 Dead 12.00 ------------ 0.00 ------------ 0.00 -----------= 0.00 0.00 Live 7.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: Load Factor Case (%) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: -------------- = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow � 6/ • • •••• •••••• •• • •••• • •••••• •• • ••••% • • • • • • • • • •••••• •••• • ••••• •••••• •••• ••••• • • • • • •• •• •• • •••••• • •••••• • • • • • • •••••• •••••• • • • •• • STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-ll.col Page 3 06/06/16 03:31 PM Slenderness: ay Criteria: axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in^4 ksi ksi ------ ---- Design X ---------------------------- 10.1667 14 ------------ 7.625 -------- 517.209 ------------ 4 3605 Above X (no column specified...) Below X (no column specified...) X-Beams Length Width Depth I f'c Ec Location ft in in ------------ in^4 -------- ksi ------------ ksi ----------- Above Left ---------------------------- (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) klu/r ---------------------------------------------------------------- X 0.000 0.000 1.000 (N/A) 55.43 Moment Magnification Factors: Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 4.68e+005 kip-in^2 X-axis ------------------- At Ends ------------------ Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas ------- ---------- ---------- ---------- ------ ------ 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) U2 (N/A) (N/A) (N/A) (N/A) (N/A) ,_ored Moments due to First -Order and Second -Order Effects: =a--a----- --- Minimum eccentricity, Ex,min = 0.82875 in --------------- Along Length ----------------- Pu(kip) k'lu/r Pc(kip) Betad Cm Delta ------- ---------------- ------ ------ ------ 16.80 (N/A) 155.12 1.000 1.000 1.169 25.60 (N/A) 198.55 0.563 1.OQE6•10.208 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------- 1st Order ------------- Load Mns Ms Mu Mmir. Combo k-ft k-ft k-ft k-ft ------------------- 1 U1 ------------ 0.00 ------------ (N/A) ------------ 0.00 1.1E 0.00 (N/A) 0.00 1.1E 1 U2 0.00 (N/A) 0.00 1.77 0.00 (N/A) 0.00 1.77 Factored Loads and Moments with Corresponding Capacities: ------------- -- Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom • • •••• •••••• •••••• •• • •••••• • •••• • • • • • • •••••• •••• • ••••• --------- 2nd Order - Ra;id�0• '•••• Mi 00 •• NO 2nd/*9t • •••••• k-ft 0449r0 • •• --------------- ----------- 4-0 --------- • Ml= 0.00 01.360 Z•lil• •••••• M2= 0.00 1.06 41.169 0••••0 Ml= 0.00 ik•14• lojia& • • M2= 0.00 2.14 10418 Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft ---=---- in -------- in -------- ------ --- 1 ------------------ 1 U1 ------------ 16.80 ------------ 1.36 18.97 -------- 13.989 1.73 5.44 0.00642 0.900 2 16.80 1.36 18.97 13.989 1.73 5.44 0.00642 0.900 3 1 U2 25.60 2.14 20.42 9.564 1.86 5.44 0.00578 0.900 4 25.60 2.14 20.42 9.564 1.86 5.44 0.00578 0.900 *** End of output *** P (kip) 300 O y O 4—X O O 14 x 7.625 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Design Slenderness: Considered mn type: Structural • • • • (Pmin) .... ...... Bars: ASTM A615 .'. • • • • • • . • • . Date: 06/06/16 -100 ...... .. . ' ...... Time:16:50:42 •••• ••••• ...... .... ..... spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 conVfl0g�group •• File: Z:\sebastian\STRUCT\C-11.co1 Project: Burkhardt • Column: 11 Engineer: fc = 4 ksi fy = 60 ksi Ag = 106.75 inA2 4 #5 bars Ec = 3605 ksi Es = 29000 ksi As = 1.24 in^2 rho = 1.16% fc = 3.4 ksi Xo = O.OQ in Ix = 517.209 inA4 e u = 0.003 in/in Yo = 0.00 in ly = 1743.58 inA4 Beta1 = 0.85 Min clear spacing = 2.63 in Clear cover = 1.88 in Confinement: Tied kx(nonsway) = 1 kx(sway) = N/A phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 STRUCTUREPOINT - spColumn v4.81 (TM) Page 1 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-15.col 03:30 PM 16Y 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 0 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) ------------------------------------------spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved ------------ Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only sponsibility for analysis, design and engineering documents is the licensee's. Accordingly, RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis •a%sign or engineering documents prepared in connection with the use of the spColumn program: ••• •••• STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-15.col Page 2 06/06/16 03:30 PM General Information: - - - ------- File Name: Z:\sebastian\STRUCT\C-15.col ject: Burkhardt umn: 15 Engineer: de: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: Y-axis Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 7.625 in Depth = 14 in Gross section area, Ag = 106.75 in^2 Ix = 1743.58 in^4 Iy = 517.209 in^4 rx = 4.04145 in ry = 2.20115 in Xo = 0 in Yo = 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam ------------- (in) Area (in^2) ----------- ------------------------ ------------- # 3 0.38 0.11 # 4 ----------- 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1 13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 1.07 in^2, Asmax = 0.08 * Ag = 8.54 in^2 finement: Tied; #3 ties with #10 bars, #4 with larger bars. (a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 1.24 in^2 at rho = 1.16% Minimum clear spacing = 2.63 in Top Bottom Left Right -------- -------- -------- -------- Bars 2 # 5 2 # 5 0 # 5 0 # 5 Cover(in) 1.5 1.5 1.5 1.5 Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft k-ft --- ---------------- 1 Dead 18.00 ------------ 0.00 -------- 0.00 0.00 0.00 Live 18.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: ----------------------- Load Factor Case ($) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: -------------- m�= 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow - = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow 1 a • • •••• •••••• •• • •••• • •••••• •• • •••••• • •••• • ••••• • • •••••• •••• ••••• •• •• •• • •••••• • • • • • •••••• STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-15.col Page 3 06/06/16 03:30 PM Slenderness: y Criteria: axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in^4 ksi ------------ ksi ------ ---------------------------------------------------- Design Y 10 7.625 14 517.209 4 3605 Above Y (no column specified...) Below Y (no column specified...) Y-Beams Length Width Depth I f'c Ec Location ft in in in^4 -------- ksi ------------ ksi --------------------------------------------------- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) ------------ klu/r ---------------------------------------------------- Y 0.000 0.000 1.000 (N/A) 54.52 Moment Magnification Factors: Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (Y-axis) = 4.68e+005 kip-in^2 Y-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r ------ ---------------- ------ Pc(kip) ---------- Betad ------ Cm Delta ------ ------ ------- ---------- ---------- ---------- 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 25.20 (N/A) 160.33 1.000 1.000 1.265 U2 (N/A) (N/A) (N/A) (N/A) (N/A) 50.40 (N/A) 224.47 0.429 1.000 1.427 _---ored Moments due to First -Order and Second -Order Effects: • • •••• a=-g�-----=sasamm�a=--a===aaam_==maa�aa==s==aaa_s_�s=---___ •• • •••• Minimum eccentricity, Ey,min = 0.82875 in • • • •••••• •• • NOTE: Each loading combination includes the following cases: • •••••• • First line - at column top •••• • • Second line - at column bottom • • •••• •••••• • Y-axis ------------- 1st Order --------- 2nd Order -------- - Ratio - Load Mns Ms Mu Mmin Mi • • &!: 2nd4ts'j • • Combo k-ft k-ft k-ft k-ft k-ft •k-ft• •• • ------- ------------------------ ------------------------ --------------- ------ _---=�a�a 1 U1 0.00 (N/A) 0.00 1.74 Ml= 0.00 :2.L0- 1.265 0.00 (N/A) 0.00 1.74 M2= 0.00 2.20 % 4" . 1 U2 0.00 (N/A) 0.00 3.48 M1= 0.00 :4.2% 1.427 * 0.00 (N/A) 0.00 3.48 M2= 0.00 Ae 97 • 1.4;il * * Magnified (second -order) moment exceeds 1.4 times first -order moment. Revise design! Factored Loads and Moments with Corresponding Capacities: ------------------------ Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Muy PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft in in --- ---------------------------------------------------------- 1 1 U1 25.20 2.20 20.35 9.245 -------- 1.85 -------- 5.44 ------ 0.00580 0.900 2 25.20 2.20 20.35 9.245 1.85 5.44 0.00580 0.900 3 1 U2 50.40 4.97 22.54 4.538 2.37 5.44 0.00389 0.806 4 50.40 4.97 22.54 4.538 2.37 5.44 0.00389 0.806 *** End of output *** I�A P (kip) 300 7.625x14in Code: ACI 318-11 Units: English Run axis: About Y-axis X Run option: Design 0 25 Slenderness: Considered My (k-ft) imn type: Structural .... (Pmin) .... ...... Bars: ASTM A615 .'. .. .... .' Date: 06/06/16 -100 ...... .. . • ; ...... • Time: 16:51:20 • • • • ..... ...... .... ..... spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 conpItMgroup •� File: Z:\sebastian\STRUCT\C-15.col . ...... . • � � • Project: Burkhardt ' Column: 15 Engineer: fc = 4 ksi fy = 60 ksi Ag = 106.75 inA2 4 #5 bars Ec = 3605 ksi Es = 29000 ksi As = 1.24 inA2 rho = 1.16% fc = 3.4 ksi Xo = 6.00 in Ix = 1743.58 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 517.209 inA4 Beta1 = 0.85 Min clear spacing = 2.63 in Clear cover = 1.88 in Confinement: Tied ky(nonsway) = 1 ky(sway) = N/A phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 STRUCTUREPOINT - spColumn v4.81 (TM) Page 1 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-19.col 03:29 PM lZ � 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 0 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) ---------------------------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------------------------- spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved ------------ Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only ^sponsibility for analysis, design and engineering documents is the licensee's. AC(;oWngly, 'RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. ••• '••• '•••'• • •••••• •• • •••••• • •••• • ••••• • •••••• •••• ••••• •• •• •• • •••••• • • • • • •••••• • • STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-19.col Page 2 06/06/16 03:29 PM General Information: File Name: Z:\sebastian\STRUCT\C-19.co1 ject: Burkhardt umn: 19 Engineer: JM __de: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: X-axis Column Type: Structural Material Properties: -------------------- -------------------- f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 38 in Depth = 8 in Gross section area, Ag = 304 in^2 Ix = 1621.33 in^4 Iy = 36581.3 in^4 rx = 2.3094 in ry = 10.9697 in Xo = 0 in Yo = 0 in Reinforcement: -------------- -------------- Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ------------------------ ------------- # 3 0.38 0.11 # 4 ----------- ------------- 0.50 0.20 # 5 ----------- 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 3.04 in^2, Asmax = 0.08 * Ag = 24.32 in^2 finement: Tied; #3 ties with #10 bars, #4 with larger bars. (a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 3.52 in^2 at rho = 1.16% Minimum clear spacing = 2.75 in ----Top --Bottom Left Right --- Bars 4 # 6 4 # 6 0 # 6 0 # 6 Cover(in) 1.5 1.5 1.5 1.5 Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft k-ft 1 Dead 80.00 17.85 0.00 17.00 0.00 Live 26.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: ----------------------- ----------------------- Load Factor Case (%) ---- ------------ Dead 100 Live 0 wind 0 EQ 0 Snow 0 Load Combinations: = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow • • • •••••• •••••• •••• •• •• •• • •••••• • • • •• • •••• •• • STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-19.col Page 3 06/06/16 03:29 PM Slenderness_ y Criteria: xis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in^4 ksi ksi ------ -------------------------------------------- Design X 10.1667 38 8 -------- 1621.33 ------------ 4 3605 Above X (no column specified...) Below X (no column specified...) X-Beams Length Width Depth I f'c EC Location ft in in in^4 -------- ksi ------------ ksi --------------------------------------------------- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) klu/r ---------------------------------------------------- X 0.000 0.000 1.000 (N/A) ------------ 52.83 Moment Magnification Factors: 3 Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 1.48e+006 kip-in^2 X-axis ------------------- At Ends ------------------ ------------------ Along Length --- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads ------------------------------------- ------ Deltas ---------------- Pu(kip) k'lu/r ------ Pc(kip) Betad ---------- ------ 1 Ul (N/A) (N/A) (N/A) (N/A) (N/A) 112.00 (N/A) 491.22 1.000 U2 (N/A) (N/A) (N/A) (N/A) (N/A) 137.60 (N/A) 578.70 0.698 F___ored Moments due to First -Order and Second -Order Effects_ Minimum eccentricity,9Ex,min =Q0 84Sina-aa=__m=_�a�__�= NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------- lst Order ------------- --- Load Mns Ms Mu Mmin Combo k-ft k-ft k-ft k-ft " 1Ul- ------------ 24 99 ___ (N/A) _-a_ 24.99 7.84 M2= 0.00 (N/A) 0.00 7.84 Ml= 1 U2 21.42 (N/A) 21.42 9.63 M2= 0.00 (N/A) 0.00 9.63 Ml= Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: Cm Delta 0.600 1.000 0.600 1.000 • • •••• •••••• • • • • • • • • •••••• • •• • •••••• •••••• 2nd Order ----- -- - Ratio - ••••• Mi ••�Tc• 2nd�N%O, • • ••••• k-ft Olt-" •• • •••••• •• 24.99 :4.99• 1.000 0.00 7.84 • •••••• 21.42 :1. V, 1. 000 • • 0.00 0.63• 1.001E �••••� • • First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft in in --- 1 ------------------ 1 U1 ------------------------ 112.00 24.99 67.74 ---------------- 2.711 2.16 -------- 5.75 -------- 0.00500 ------ 0.900 2 112.00 7.84 67.74 8.640 2.16 5.75 0.00500 0.900 3 1 U2 137.60 21.42 68.30 3.189 2.38 5.75 0.00423 0.835 4 137.60 9.63 68.30 7.091 2.38 5.75 0.00423 0.835 *** End of output *** P (kip) 900 0 0 � o 0 O O O O 38x8in I Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Design Slenderness: Considered imn type: Structural Bars: ASTM A615 5fy Date: 06/06/16 -200 ` (Pmin) ...... • Time:16:51:56 .... • ...... .... . ..... spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, group •• g2 conSdIting ...... File: Z:\sebastian\STRUCT\C-19.col Project: Burkhardt • • • • • Column: 19 Engineer: JM fc = 4 ksi fy = 60 ksi Ag = 304 in12 8 #6 bars Ec = 3605 ksi Es = 29000 ksi As = 3.52 inA2 rho = 1.16% fc = 3.4 ksi Xo = 0.00 in Ix = 1621.33 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 36581.3 inA4 Beta1 = 0.85 Min clear spacing = 2.75 in Clear cover = 1.88 in Confinement: Tied kx(nonsway) = 1 kx(sway) = N/A phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5 Z:\sebastian\STRUCT\C-20.co1 User: Ernesto Garcia, g2 consulting group Page 1 06/06/16 03:28 PM � L 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 0 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) ------------------------------------------spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only sponsibility for analysis, design and engineering documents is the licensee's. Accordingly, RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. •••• STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-20.col Page 2 06/06/16 03:28 PM General Information: File Name: Z:\sebastian\STRUCT\C-20.co1 oject: Burkhardt umn: 20 Engineer: e: ACI 318-11 Units: English Run Option: Investigation Slenderness: Considered Run Axis: Biaxial Column Type: Structural Material Properties: -------------------- -------------------- f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Exterior Points No. X (in) Y (in) No. X (in) Y (in) No. --------------- X (in) ---------- Y (in) ------------------------- 1 0.0 0.0 --------------- 2 ---------- 8.0 0.0 3 8.0 7.0 4 26.0 7.0 5 26..0 15.0 6 0.0 15.0 Gross section area, Ag = 264 in^2 Ix = 3819.82 in^4 Iy = 15589.8 in^4 rx = 3.80381 in ry = 7.68455 in Xo = 11.0909 in Yo = 9.40909 in Reinforcement: -------------- -------------- Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam ------------- (in) Area ----------- (in^2) ------------------------ # 3 0.38 0.11 ------------- # 4 ----------- 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 .finement: Tied; #3 ties with #10 bars, #4 with larger bars. i(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular • • • Total steel area: As = 3.10 in^2 at rho = 1.17% •• • Minimum clear spacing = 3.87 in •••••• • Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 --------- X (in) -------- Y (in) •••• --------• 0.31 1.5 1.5 0.31 6.0 1.5 0.31 1.5 • 13.5 0.31 6.0 13.5 0.31 12.0 13.5 0.31 18.0 13.5•••••• 0.31 24.0 13.5 0.31 24.0 9.0 0.31 18.0 9-00000• 0.31 12.0 9.0 Service Loads: • • Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot •••• No. Case kip k-ft k-ft k-ft k-ft 1 Dead 26.00 0.00 0.00 0.00 0.00 Live 7.00 12.75 0.00 17.73 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: ----------------------- Load Factor Case (%) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 I �� •••• •••••• •••• • • •• • • • • •••••• • ••••• • • • •• • • • 000000 •••••• •••••• 0 0 • • 0 • • • STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-20.col Page 3 06/06/16 03:28 PM Load Combinations: 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow Slenderness: Sway Criteria: X-axis: Nonsway column. Y-axis: Nonsway column. Height Width Column Axis ft in ------ ---------------------- ---- Design X 10.1667 38 Y 10.1667 38 Above X (no column specified...) Y (no column specified...) Below X (no column specified...) Y (no column specified...) X-Beams Length Width Location ft in ----------- -------- ---------- --- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Y-Beams Length Width Location ft in ----------- -------- ---------- --- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Depth I f'c Ec in in^4 ksi ksi ----------------- 8 -------- 3819.82 ------------ 4 3605 8 15589.8 4 3605 Depth I f'c Ec in ----- ------------ in^4 -------- ksi ------------ ksi Depth I f'c Ec in ----- ------------ in^4 -------- ksi ------------ ksi ective Length Factors: ---------------------- s Psi(top) Psi(bot) k(Nonsway) k(Sway) klu/r •••• ---------------------------- X 0.000 0.000 ------------------------ 1.000 (N/A) ---------- 32.07 • • •• • • • Y 0.000 0.000 1.000 (N/A) 15.88 •••�•• • Moment Magnification Factors: •••••• • Stiffness reduction factor, phi(K) = 0.75 •••••• ••••*0 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 ' •••••• •••• 0.2*Ec*Ig + Es*Ise (X-axis) = 4.64e+006 kip-in^2 •••••' •••' i 0.2*Ec*Ig + Es*Ise (Y-axis) = 1.72e+007 kip-in^2 •••••• • • • ` X-axis ------------------- At Ends ------------------ ------------------ Along Length -------- � - Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) •�eV% Ct, Delta ----------------- ---------- ---------- ------ ------ --- - ---------- --•+---•------ •wfi--- 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 36.40 (N/A) 1536.92 1.000 1.O010i.Q33 U2 (N/A) (N/A) (N/A) (N/A) (N/A) 42.40 (N/A) 1770.80 0.736 •. (N/A)(NK * Slenderness need not be considered. Y-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) Betad Cm Delta ------- ---------- ---------- ---------- ------ ---------- ------ ---------------- ------ ------ ------ 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 36.40 (N/A) 5712.441.000 (N/A) (N/A) U2 (N/A) (N/A) (N/A) (N/A) (N/A) 42.40 (N/A) 6581.72 0.736 (N/A) (N/A) * * Slenderness need not be considered. Factored Moments due to First -Order and Second -Order Effects: Minimum eccentricity, Ex,min = 1.05 in Minimum eccentricity, Ey,min = 1.38 in E: Each loading combination includes the following cases: First line - at column top Second line - at column bottom 14r STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-20.col Page 4 06/06/16 03:28 PM X-axis -------------- 1st Order ------------- --------- 2nd Order -------- - Ratio - Load Mns Ms Mu Mmin Mi Mc 2nd/1st Combo k-ft k-ft k-ft ------------ k-ft --------------- k-ft ------------ k-ft --------- ---------------- Ul ------------ 0.00 ------------ (N/A) 0.00 3.18 M1= 0.00 3.29 1.033 0.00 (N/A) 0.00 3.18 M2= 0.00 3.29 1.033 1 U2 20.40 (N/A) 20.40 (N/A) M2= (N/A) (N/A) (N/A) 0.00 (N/A) 0.00 (N/A) Ml= (N/A) (N/A) (N/A) Y-axis -------------- 1st Order ------------- --------- 2nd Order -------- - Ratio - Load Mns Ms Mu Mmin Mi Mc 2nd/1st Combo k-ft k-ft k-ft k-ft --------------- k-ft ------------ k-ft --------- ------------------- 1 U1 ------------ 0.00 ------------ (N/A) 0.00 ------------ (N/A) M1= (N/A) (N/A) (N/A) 0.00 (N/A) 0.00 (N/A) M2= (N/A) (N/A) (N/A) 1 U2 28.37 (N/A) 28.37 (N/A) M2= (N/A) (N/A) (N/A) 0.00 (N/A) 0.00 (N/A) Ml= (N/A) (N/A) (N/A) Factored Loads and Moments with Corresponding Capacities: NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft k-ft k-ft in in --- ------ 1 1 Ul ---------- 36.40 -------------------- 3.29 ---------- 0.00 86.61 ---------- 0.00 ---------------- 26.334 4.54 -------- 14.86 -------- 0.00689 ------ 0.900 2 36.40 3.29 0.00 86.61 0.00 26.334 4.54 14.86 0.00689 0.900 3 1 U2 42.40 20.40 28.37 53.28 74.10 2.612 5.50 16.87 0.00626 0.900 4 42.40 0.00 0.00 88.08 0.00 999.999 4.64 14.85 0.00668 0.900 *** End of output *** • • •••• •••••• •••••• •• • •••••• • • • •••••• •••• • ••••• • •••••• •••• ••••• •• •• •• • •••••• • •••••• • • • • • • • • • • •••••• 0000 • • • (Pmax) � P (kip) (Pmax) 0 0 0 0 0 0 0 II 0 0 4� 26x15in Code: ACI 318-11 Units: English Run axis: Biaxial 2 Run option: Investigation -120 •�•• 120 Slenderness: Considered '...M (0') O(Lft�... mn type: Structural ..... .. ...... Bars: ASTM A615 ...... . .... Date: 06/06/16 (Pmin) -200 ..(Amin) • • • • • • .... ..... • ..... .. .. .. . ...... Time: 16:52:35 • • • • • • .' . . . . ...... spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consdlting•grouR • •; • . • File: Z:\sebastian\STRUCT\C-20.col Project: Burkhardt Column: 20 Engineer: fc = 4 ksi fy = 60 ksi Ag = 264 inA2 10 #5 bars Ec = 3605 ksi Es = 29000 ksi As = 3.10 inA2 rho = 1.17% fc = 3.4 ksi Xo = 11.09 in Ix = 3819.82 inA4 e_u = 0.003 in/in Yo = 9.41 in ly = 15589.8 inA4 Beta1 = 0.85 Min clear spacing = 3.87 in Clear cover = N/A Confinement: Tied kx(nonsway) = 1 kx(sway) = N/A phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 ky(nonsway) = 1 ky(sway) = N/A STRUCTUREPOINT - spColumn v4.81 (TM) Page 1 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-21.col 03:24 PM 000000 0 00 00 00 00000 000000 00 00000 00 00 00 0 0000000000 0 00000 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00 00 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 00000 00 000000 00000 000 00000 0 00 00 00 00 oo (TM) ----------------------------- spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn •,cpjiputer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect too the correctness of the output prepared by the spColumn program. Although STRUCTUREPQINT•%4s endeMrbied to " '••• produce spColumn error free the program is not and cannot be certified infallible!•The•final •!avid only •• sponsibility for analysis, design and engineering documents is the licsaFef. Accar$i:gly, ••••;• RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort forj•ar:'•analysis,•design • • or engineering documents prepared in connection with the use of the spColumn program. •••••• •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• • • • • • •••••• STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-21.col Page 2 06/06/16 03:24 PM General Information: -------------------- -------------------- File Name: Z:\sebastian\STRUCT\C-21.col oject: Burkhardt umn: 21 Engineer: JM de: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: Y-axis Column Type: Structural Material Properties: -------------------- f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 8 in Depth = 20 in Gross section area, Ag = 160 in^2 Ix = 5333.33 in^4 Iy = 853.333 in^4 rx = 5.7735 in ry = 2.3094 in Xo = 0 in Yo = 0 in Reinforcement: -------------- -------------- Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ------------- ----------- ------------- # 3 0.38 0.11 # 4 ----------- ------------- 0.50 0.20 # 5 ----------- 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 1.60 in^2, Asmax = 0.08 * Ag = 12.80 in^2 ifinement: Tied; #3 ties with #10 bars, #4 with larger bars. (a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 2.64 in^2 at rho = 1.65% Minimum clear spacing = 2.75 in TopBottom Right ----- -- ---Left --- Bars 2 # 6 2 # 6 1 # 6 1 # 6 Cover(in) 1.5 1.5 1.5 1.5 Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft k-ft --- ---------------- 1 Dead 18.00 ------------ 0.00 ------------ 0.00 ------------------------ 17.00 0.00 Live 7.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: ----------------------- ----------------------- Load Factor Case M ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: --------------- = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow �- = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow • • •••••• •••• •• • •••• • • • r >S STRUCTUREPOINT - spColumn v4.81 (TM) Page 3 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-21.col 03:24 PM Slenderness: y Criteria: -axis: Nonsway column. Height Width Column Axis ft in ------ ---------------------- ---- Design Y 10 8 Above Y (no column specified...) Below Y (no column specified...) Y-Beams Length Width Location ft in ----------- -------- ---------- ---- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Depth I f'c Ec in in^4 ksi ksi ----------------- 20 -------- 853.333 ------------ 4 3605 Depth I f'c Ec in ----- ------------ in^4 -------- ksi ------------ ksi Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) klu/r ---------------------------------------------------------------- Y 0.000 0.000 1.000 (N/A) 51.96 Moment Magnification Factors: Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (Y-axis) = 8.50e+005 kip-in^2 Y-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) Betad C•* t% to -------------------- ------ ---------------- ------ ---------- • ---- -------* •�.--- ----------------- 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 25.20 (N/A) 291.19 •D•a00i 0.60%." 000 U2 (N/A) (N/A) (N/A) (N/A) (N/A) 32.80 (N/A) 351.15 •�•f15�• 0.66'0 41.1800 • Factored Moments due to First -Order and Second -Order Effects: •••••• • Minimum eccentricity, Ey,min = 0.84 in •••• • NOTE: Each loading combination includes the following cases: ••i •� •••i•• First line - at column top •• •• •• • Second line - at column bottom •••••• Y-axis -------------- 1st Order ------------- --------- 2nd Order Ratio Load Mns Ms Mu Mmin Mi Mc 2nd0lwts•• Combo k-ft k-ft k-ft k-ft k-ft •k-ft• ------------ --------------- -------- as- • ___-=sa460 ------- ------------ ___»__»__>------------ 1 U1 23.80 (N/A) 23.80 1.76 M2= 23.80 23.80 i•Q(i0 0.00 (N/A) 0.00 1.76 M1= 0.00 1.76 1.000 1 U2 20.40 (N/A) 20.40 2.30 M2= 20.40 20.40 1.000 0.00 (N/A) 0.00 2.30 M1= 0.00 2.30 1.000 Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Muy PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft -------- in in -------- -------- ------ --- ------------------------------------------ 1 1 U1 25.20 23.80 -------- 36.72 1.543 2.05 5.75 0.00542 0.900 2 25.20 1.76 36.72 20.815 2.05 5.75 0.00542 0.900 3 1 U2 32.80 20.40 37.98 1.862 2.12 5.75 0.00513 0.900 4 32.80 2.30 37.98 16.541 2.12 5.75 0.00513 0.900 *** End of output *** P (kip) 500 y O 4—e • • 8x20in Code: ACI 318-11 Units: English Run axis: About Y-axis .5fy Run option: Design 0 �� 40 Slenderness: Considered •,,,,•My(6f *00 mn type: Structural ...... .. ...... Bars: ASTM A615 .... , ...... .... . ..... . . Date:06/06/16 - 5 (Pmin) .. .. •• • •••••• Time:16:53:39 •••••• .' . . . . ...... spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consdliing group, • •; • , •• File: Z:\sebastian\STRUCT\C-21.col Project: Burkhardt Column: 21 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e u = 0.003 in/in Betal = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: JM Ag = 160 inA2 As = 2.64 inA2 Xo = 0.00 in Yo = 0.00 in Min clear spacing = 2.75 in ky(nonsway) = 1 6 #6 bars rho = 1.65% Ix = 5333.33 inA4 ly = 853.333 inA4 Clear cover = 1.88 in ky(sway) = N/A STRUCTUREPOINT - spColumn v4.81 (TM) Page 1 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-22.col 03:23 PM ,1 V 000000 0 00 00 00 00000 000000 00 00000 00 00 00 0 0000000000 0 00000 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00 00 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 00000 00 000000 00000 000 00000 0 00 00 00 00 oo (TM) ----------------------------------------- spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only sponsibility for analysis, design and engineering documents is the licensee's. Accordingly, RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. • • •••• •••••• •••••• •• • •••••• • •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• • • • • • •••••• STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-22.col Page 2 06/06/16 03:23 PM General Information: File Name: Z:\sebastian\STRUCT\C-22.col ject: Burkhardt umn: 2 Engineer: e: CI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: Y-axis Column Type: Structural Material Properties: f c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 8 in Depth = 16 in Gross section area, Ag = 128 in^2 Ix = 2730.67 in^4 Iy = 682.667 in^4 rx = 4.6188 in ry = 2.3094 in Xo = 0 in Yo = 0 in Reinforcement: -------------- -------------- Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ---- -------------------- ------------- # 3 0.38 0.11 # 4 ----------- ------------- 0.50 0.20 # 5 ----------- 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 1.28 in^2, Asmax = 0.08 * Ag = 10.24 in^2 finement: Tied; #3 ties with #10 bars, #4 with larger bars. (a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 1.86 in^2 at rho = 1.45% Minimum clear spacing = 3.00 in Top Bottom Left Right Bars 2 # 5 2 # 5 1 # 5 1 # 5 Cover (in) 1.5 1.5 1.5 1.5 Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft k-ft --- ---------------- 1 Dead 38.00 ------------ 0.00 ------------ 0.00 ------------------------ 0.00 0.00 Live 8.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: ----------------------- ----------------------- Load Factor Case M ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: -------------- s a= 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow / P • • •••• •••••• •• • •••• • •••••• •• • •••••• • •••• • • • • • • •••••. •••• • ••••• • • • • • • • • • • • 000 • • • • • • • •• • • • • • • • • • • • • •••••• •• • STRUCTUREPOINT - spColumn v4.81 (TM) Page 3 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-22.col 03:23 PM Slenderness: y-Criteria: } axis: Nonsway column. 111 Height Width Depth I f'c Ec Column Axis ft in in in^4 ksi ------------ ksi ------ ---------------------------------------------------- Design Y 10 8 16 682.667 4 3605 Above Y (no column specified...) Below Y (no column specified...) Y-Beams Length Width Depth I f'c Ec Location ft in in in^4 =--------- ------------ -------- ksi ------------ ksi ------------------- ---------- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) ------------ klu/r ---------------------------------------------------- Y 0.000 0.000 1.000 (N/A) 51.96 Moment Magnification Factors: Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; ci(columns) = 0.7 0.2*Ec*Ig + Es*Ise (Y-axis) = 6.69e+005 kip-in^2 Y-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r ------ ---------------- ------ Pc(kip) ---------- Betad ------ ------ Cm Delta ------ ------- ---------- ---------- ---------- 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 53.20 (N/A) 229.40 1.000 1.000 1.448 U2 (N/A) (N/A) (N/A) (N/A) (N/A) 58.40 (N/A) 257.64 0.781 1.000 1.433 Factored Moments due to First -Order and Second -Order Effects: Minimum eccentricity, Ey,min = 0.84min=a=��99i'a==�-4ID9a=n •••• NOTE: Each loading combination includes the following cases: • • • • • First line - at column top •• • ••+:•• • Second line - at column bottom •••••• •• + •�••+• Y-axis -------------- 1st Order ------------- --------- 2nd Order ---- Ratio • • • •••••• Load Mns Ms Mu Mmin Mi Mc 2nd/,�st • • Combo k-ft k-ft k-ft k-ft k-ft •k�•ft•• ••+••• ••••• s�_aas --- _ _ _ ------------ a_-_----------s==____------------- ---------as---- ---aasas�SS• ---_----- • • 1 U1 0.00 (N/A) 0.00 3.72 M1= 0.00 rx 89•• 1.9@a•* ••••+ 0.00 (N/A) 0.00 3.72 M2= 0.00 .5. %-0 1:449 •••••• 1 U2 0.00 (N/A) 0.00 4.09 Ml= 0.00 5.86 1.43� * • 0.00 (N/A) 0.00 4.09 M2= 0.00 • •� 1.433 * • * Magnified (second -order) moment exceeds 1.4 times first -order moment. Revise design!* • ••••+• • �••••� Factored Loads and Moments with Corresponding Capacities: •+ • ------------------------------------ Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Muy PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft -------- in -------- in -------- ------ --- -------------------------------------------------- 1 1 U1 53.20 5.39 31.05 5.760 2.42 5.81 0.00420 0.832 2 53.20 5.39 31.05 5.760 2.42 5.81 0.00420 0.832 3 1 U2 58.40 5.86 30.71 5.242 2.60 5.81 0.00371 0.790 4 58.40 5.86 30.71 5.242 2.60 5.81 0.00371 0.790 *** End of output *** P (kip) 400 O O y o T)o O O 8x16in Code: ACI 318-11 Units: English Run axis: About Y-axis Run option: Design Slenderness: Considered imn type: Structural Bars: ASTM A615 Date:06/06/16 -150 -wwww- w•w••• .. . www. + Time: 18:06:47 • • • • • • 00 w """ .....0 w wwwwww spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consOMg group*••••• ":"• wwwww• •ww• wwww• ww ww ww • w•w•:• File: Z:\sebastian\STRUCT\C-22.col ......0 • • • • • Project: Burkhardt • • wwwwww Column:22 Engineer: • of •00 w . ' fc = 4 ksi fy = 60 ksi Ag = 128 inA2 6 #5 bars Ec = 3605 ksi Es = 29000 ksi As = 1.86 inA2 rho = 1.45% fc = 3.4 ksi Xo = 6.00 in Ix = 2730.67 inA4 e u = 0.003 in/in Yo = 0.00 in ly = 682.667 inA4 Beta1 = 0.85 Min clear spacing = 3.00 in Clear cover = 1.88 in Confinement: Tied ky(nonsway) = 1 ky(sway) = N/A phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-23.col Page 1 06/06/16 03:20 PM 000000 0 00 00 00 00000 000000 00 00000 00 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 00 00 00 00 000000 00 00 00 00 0 00 00 00 00 00 00 00 0 00000 00 000000 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) ----------------------------------------------------- spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved ldi Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only sponsibility for analysis, design and engineering documents is the licensee's. Accordingly, RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. • • •••• •••••• • • • • • • • • • • • • • • • • •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• • • • • • •••••• STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-23.col Page 2 06/06/16 03:20 PM General Information: File Name: Z:\sebastian\STRUCT\C-23.col ject: Burkhardt umn: 23 Engineer: de: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: X-axis Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi EC = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 19 in Depth = 8 in Gross section area, Ag = 152 in^2 Ix = 810.667 in^4 Iy = 4572.67 in^4 rx = 2.3094 in ry = 5.48483 in Xo = 0 in Yo = 0 in Reinforcement: -------------- -------------- Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam ------------- (in) Area (in^2) ----------- ------------------------ ---- --------- # 3 0.38 0.11 # 4 ----------- 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 1.52 in^2, Asmax = 0.08 * Ag = 12.16 in^2 finement: Tied; #3 ties with #10 bars, #4 with larger bars. (a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 1.86 in^2 at rho = 1.22% Minimum clear spacing = 3.00 in Top Bottom Left Right -------- -------- -------- -------- Bars 3 # 5 3 # 5 0 # 5 0 # 5 Cover(in) 1.5 1.5 1.5 1.5 Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft ------------ k-ft --- ---------------- 1 Dead 30.00 ------------ 0.00 ------------ 0.00 ------------ 0.00 0.00 Live 9.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: ----------------------- Load Factor Case M ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*Earthquake + 0.000*Snow lO b • • •••• •••••• •••••• •• • •••••• • •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• • • • • • •••••• •••••• • • • STRUCTUREPOINT - spColumn v4.81 (TM) Page 3 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-23.col 03:20 PM Slenderness: y Criteria: axis: Nonsway column. ' eq, Height Width Depth I f'c Ec Column Axis ft in in in^4 -------------------- ksi ------------ ksi ------ -------------------------------- Design X 10.1667 19 8 810.667 4 3605 Above X (no column specified...) Below X (no column specified...) X-Beams Length Width Depth I f'c Ec Location ft in in in^4 -------------------- ksi ------------ ksi --------------------------------------- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) ------------------------ klu/r ---------------------------------------- X 0.000 0.000 1.000 (N/A) 52.83 Moment Magnification Factors: 'vStiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 7.62e+005 kip-in^2 X-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r ---------------- ---------------- Pc(kip) Betad ------ ------ Cm Delta ------ ------- ---------- ---------- ---------- ------ 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 42.00 (N/A) 252.54 1.000 1.000 1.285 U2 (N/A) (N/A) (N/A) (N/A) (N/A) 50.40 (N/A) 294.63 0.714 1.000 1.295 Factored Moments due to First -Order and Second -Order Effects: Minimum eccentricity, Ex,min =$0.84 in9ff99i •••• NOTE: Each loading combination includes the following cases: ; ••• •••• ••••:• First line - at column top •• • " " • • • • Second line - at column bottom •••••• •• • •••••• X-axis -------------- 1st Order ------------- --------- 2nd Order ------- - Ratio 2nd/1st • • Load Mns Ms Mu Mmin Mi Inc •••••• Combo k-ft k-ft k-ft k-ft k-ft •X-it'• :•••:• ------------------------------------------------------- --------------- -------- •g."• = -y---- ••••• 1 Ul 0.00 (N/A) 0.00 2.94 ml= 0.00 •;•Z84• I'W• ••�••• 0.00 (N/A) 0.00 2.94 M2= 0.00 3i78 • 1b.286 • 1 U2 0.00 (N/A) 0.00 3.53 Ml= 0.00 •)i.SY 1!2*95 • ••••;• 0.00 (N/A) 0.00 3.53 M2= 0.00 :4!." • 1.2905 • • • • • •••••• ••••% Factored Loads and Moments with Corresponding Capacities: • ••• • •••••• Design/Required ratio PhiMn/Mu >= 1.00 •' NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft ---=---- in in -------- -------- ------ --- -------------------------------------------------- 1 1 U1 42.00 3.78 32.54 8.613 2.00 5.81 0.00571 0.900 2 42.00 3.78 32.54 8.613 2.00 5.81 0.00571 0.900 3 1 U2 50.40 4.57 33.98 7.436 2.10 5.81 0.00531 0.900 4 50.40 4.57 33.98 7.436 2.10 5.81 0.00531 0.900 *** End of output *** P (kip) 450 0 L 0 0 0 0 19x8in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Design Slenderness: Considered mn type: Structural Bars: ASTM A615 N Date: 06/06/16 -150 • .. . •••Y 0 • • Time: 16:54:28 • spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 con9ulticg'group•`"` ..••• .. .. .. . ...... File: Z:\sebastian\STRUCT\C-23.col ' Project: Burkhardt Column:23 Engineer: '..' : .... :"�•: fc = 4 ksi fy = 60 ksi A9 = 152 inA2 6 #5 bars `• ` Ec = 3605 ksi Es = 29000 ksi As = 1.86 inA2 rho = 1.22% fc = 3.4 ksi Xo = 0.00 in Ix = 810.667 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 4572.67 inA4 Beta1 = 0.85 Min clear spacing = 3.00 in Clear cover = 1.88 in Confinement: Tied kx(nonsway) = 1 kx(sway) = N/A phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 STRUCTUREPOINT - spColumn v4.81 (TM) Page 1 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-24.col 03:20 PM l f / 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 0 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) ------------------------------------------spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved ------------ Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to -roduce spColumn error free the program is not and cannot be certified infallible. The final and only sponsibility for analysis, design and engineering documents is the licensee's. Accordingly, RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. • • •••• •••••• •••••• •• • •••••• • •••••• •••• ••••• •• •• •• • •••••• • • • • • •••••• STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-24.col Page 2 06/06/16 03:20 PM General Information: File Name: Z:\sebastian\STRUCT\C-24.col ject: Burkhardt umn: 24 Engineer: e: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: Y-axis Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 8 in Depth = 12 in Gross section area, Ag = 96 in^2 Ix = 1152 in^4 Iy = 512 in^4 rx = 3.4641 in ry = 2.3094 in Xo = 0 in Yo = 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam ------------- (in) Area (in^2) ----------- ------------------------ # 3 0.38 0.11 ------------- # 4 ----------- 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1 13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 0.96 in^2, Asmax = 0.08 * Ag = 7.68 in^2 finement: Tied; #3 ties with #10 bars, #4 with larger bars. (a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 1.24 in^2 at rho = 1.29% Minimum clear spacing = 3.00 in Top Bottom Left Right -------- -------- -------- -------- Bars 2 # 5 2 # 5 0 # 5 0 if 5 Cover(in) 1.5 1.5 1.5 1.5 Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft ------------ k-ft --- ---------------- 1 Dead 30.00 ------------ 0.00 ------------ 0.00 ------------ 0.00 0.00 Live 6.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: Load Factor Case Q ) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: =9 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow 110 • • •••• •••••• •••••• •• • •••••• • •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• • • • • •••••• STRUCTUREPOINT - spColumn v4.81 (TM) Page 3 Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group 06/06/16 Z:\sebastian\STRUCT\C-24.col 03:20 PM Slenderness: ' y Criteria: xis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in^4 -------- ksi ------------ ksi ------ -------------------------------------------- Design Y 10 8 12 512 4 3605 Above Y (no column specified...) Below Y (no column specified...) Y-Beams Length Width Depth I f'c Ec Location ft in in in^4 -------------------- ksi ------------ ksi --------------------------------------- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) ------------ klu/r ---------------------------------------------------- Y 0.000 0.000 1.000 (N/A) 51.96 Moment Magnification Factors: SStiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (Y-axis) = 4.87e+005 kip-in^2 Y-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) Betad Cm �elta 0 0 ---------- ------ ---------- ------ ----- --- 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 42.00 (N/A) 166.99 `•L.OD5. 1.000002!505 •••••• U2 (N/A) (N/A) (N/A) (N/A) (N/A) 45.60 (N/A) 186.64 a.0789. 1.000•93.483 • •••••• •• • •••••• Moments due to First -Order and Second -Order Effects: • __ored Minimum eccentricity, Ey,min = 0.84 in •••• • • • • • • •••••• •••• • ••••• NOTE: Each loading combination includes the following cases: �.��•� �� • First line - at column top • • • • • Second line - at column bottom •• •• •• • •••••• Y-axis -------------- 1st Order ------------- --------- 2nd Order ---��•�- Ratio • •� Load Mns Ms Mu Mmin Mi • Mc • • 2nd,(•lst . • • • • • • Combo k-ft k-ft k-ft k-ft k-ft •k-ft, :••••• 1 Ul 0.00 (N/A) 0.00 2.94 Ml= 0.00 • • 1*42 • 1?_915• • • 0.00 (N/A) 0.00 2.94 M2= 0.00 4.42 1.5.05 � 1 U2 0.00 (N/A) 0.00 3.19 M1= 0.00 4.73 1.483 0.00 (N/A) 0.00 3.19 M2= 0.00 4.73 1.483 * Magnified (second -order) moment exceeds 1.4 times first -order moment. Revise design! Factored Loads and Moments with Corresponding Capacities: --------- ----- - Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Muy PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft in in --- ---------------------------------------------------------- 1 1 Ul 42.00 4.42 22.61 5.112 -------- 2.38 -------- 5.81 ------ 0.00431 0.841 2 42.00 4.42 22.61 5.112 2.38 5.81 0.00431 0.841 3 1 U2 45.60 4.73 22.64 4.782 2.50 5.81 0.00398 0.813 4 45.60 4.73 22.64 4.782 2.50 5.81 0.00398 0.813 *** End of output *** P (kip) 300 8x12in i Code: ACI 318-11 Units: English ' Run axis: About Y-axis Run option: Design 0 25 My (k-ft) Slenderness: Considered . . .... ...... mn type: Structural "" • ...... .. . ...... (Pmin) Bars: ASTM A615 ...... Date: 06/06/16 -100 • • • • • • • • • . ...... .... ..... . . Time: 16:54:55 000000 : • �' �' spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consultiig0..grour• . . File: Z:\sebastian\STRUCT\C-24.col Project: Burkhardt Column: 24 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e u = 0.003 in/in Beta1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: Ag = 96 inA2 As = 1.24 in^2 Xo = 0.00 in Yo = 0.00 in Min clear spacing = 3.00 in ky(nonsway) = 1 4 #5 bars rho = 1.29% Ix = 1152 inA4 ly = 512 inA4 Clear cover = 1.88 in ky(sway) = N/A STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-25.col Page 1 06/06/16 03:20 PM 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 0 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) _---------------------------------------spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved . 153 Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavE?gd to produce spColumn error free the program is not and cannot be certified infallibly. Tlit•final •and only •••••• ne sponsibility for analysis, design and engineering documents is the licese'm. Accordingly, •' RUCTUREPOINT disclaims all responsibility in contract, negligence or other tort forGW.4nalys'iN'djsign • •••• �r engineering documents prepared in connection with the use of the spColumn program. • •' • • • • • • • • • • • • • • • • • • •••• • ••••• • • • • • • • • • • **:so • • • • 00. • • • • • • • • • • • • see*: • • • • • • • STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\Sebastian\STRUCT\C-25.col Page 2 06/06/16 03:20 PM General Information: File Name: Z:\sebastian\STRUCT\C-25.co1 ject: Burkhardt =: 25 Engineer: e: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: Y-axis Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 8 in Depth = 16 in Gross section area, Ag = 128 in^2 Ix = 2730.67 in^4 Iy = 682.667 in^4 rx = 4.6188 in ry = 2.3094 in Xo = 0 in Yo = 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam ------------- (in) Area (in^2) ----------- ---- -------------------- ------------- # 3 0.38 0.11 # 4 ----------- 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1 13 1 00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 1.28 in^2, Asmax = 0.08 * Ag = 10.24 in^2 finement: Tied; #3 ties with #10 bars, #4 with larger bars. (a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 1.86 in^2 at rho = 1.45% Minimum clear spacing = 3.00 in Top Bottom Left Right -------- -------- -------- -------- Bars 2 # 5 2 # 5 1 # 5 1 # 5 Cover (in) 1.5 1.5 1.5 1.5 Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft ------------------------ k-ft --- ---------------- 1 Dead 5.00 ------------ 0.00 ------------ 0.00 0.00 0.00 Live 2.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: Load Factor Case (%) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: --------------- = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow /5j • • •••• •••••• •••••• •• • •••••• • •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• • • • • •••••• STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-25.col Page 3 06/06/16 03:20 PM Slenderness: ___ay Criteria: xis: Nonsway column. / Height Width Depth I f'c Ec Column Axis ft in in in^4 ksi ------------ ksi ------ ---------------------------------------------------- Design Y 10 8 16 682.667 4 3605 Above Y (no column specified...) Below Y (no column specified...) Y-Beams Length Width Depth I f'c Ec Location ft in in in^4 -------------------- ksi ------------ ksi --------------------------------------- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) ------------------------ klu/r ---------------------------------------- Y 0.000 0.000 1.000 (N/A) 51.96 Moment Magnification Factors: - Stiffness reduction factors phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (Y-axis) = 6.69e+005 kip-in^2 Y-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'1u/r Pc(kip) Betad Cm Delta ------- ---------- ---------- ---------- ------ ---------------- ------ ---------- •••• 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 7.00 (N/A) 229.40 01.000• 1.0009•RV042 •••••• U2 (N/A) (N/A) (N/A) (N/A) (N/A) 9.20 (N/A) 277.70 G6A 2. 1.00(6•j•046 •• ored Moments due to First -Order and Second -Order Effects: •••••• • •• • •••••• =sa-�m=a�s=s�mn�aa===aa=�-�=agates=ems-�=a�sa===-�a�a---amssa-- Minimum eccentricity, Ey,min = 0.84 in •••• • • •••••• • • • • •••••• •••• • ••••• NOTE: Each loading combination includes the following cases: •••••• •••• ••�••• First line - at column top • • • • • Second line - at column bottom •• •• •• • •••••• Y-axis -------------- 1st Order ------------- - 2nd Order •••••• - Ratio •- • Load Mns Ms Mu Mmin Mi • I1c 2nd4lst • Combo k-ft k-ft k-ft k-ft k-ft •k-ft �•••:• :••••: ------------ ------------------------------- ----- » ---- --------------- -��=--F=�;�• a-e- --_� •••••• 1 U1 0.00 (N/A) 0.00 0.49 Ml= 0.00 0!510 IP@P" • • 0.00 (N/A) 0.00 0.49 M2= 0.00 0.51 1.44*2 ; 1 U2 0.00 (N/A) 0.00 0.64 Ml= 0.00 0.67 1.046 0.00 (N/A) 0.00 0.64 M2= 0.00 0.67 1.046 Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Muy PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft in in -------- -------- ------ --- ---------------------------------------------------------- 1 1 U1 7.00 0.51 25.06 49.057 1.78 5.81 0.00681 0.900 2 7.00 0.51 25.06 49.057 1.78 5.81 0.00681 0.900 3 1 U2 9.20 0.67 25.45 37.767 1.80 5.81 0.00668 0.900 4 9.20 0.67 25.45 37.767 1.80 5.81 0.00668 0.900 *** End of output *** P (kip) 400 8x16in Code: ACI 318-11 Units: English Run axis: About Y-axis Run option: Design Slenderness: Considered ;6 11 .... ...... imn type: Structural (Pmin) ... .. ...... Bars: ASTM A615 • Date: 06/06/16 -150 "" • • • • • . ...... .... ..... Time: 16:57:05 • • • • • • . . . . ...... spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 conaylljingkgroup • o o • :.... .. . File: Z:\sebastian\STRUCT\C-25.col Project: Burkhardt Column: 25 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e u = 0.003 in/in Beta1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: Ag = 128 inA2 As = 1.86 inA2 Xo = 0.00 in Yo = 0.00 in Min clear spacing = 3.00 in ky(nonsway) = 1 6 #5 bars rho = 1.45% Ix = 2730.67 inA4 ly = 682.667 inA4 Clear cover = 1.88 in ky(sway) = N/A STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-26.col Page 1 06/06/16 03:19 PM 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 0 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) -------------------------------------------------- spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved ------------ Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavorto produce spColumn error free the program is not and cannot be certified infalliblE. T�,final •acid only •••••• sponsibility for analysis, design and engineering documents is the liceritte'!. Acc•sdingly, •• RUCTUREPOINT disclaims -all responsibility in contract, negligence or other tort fo1AOGi6W*4nalysij••d,:sign • _r engineering documents prepared in connection with the use of the spColumn programti••••• •••••• • • • • • • • • ••••• ••• • • • • 00*00* •• • •••••• • •••••• • • • • • • •••••• STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-26.col Page 2 06/06/16 03:19 PM General Information: File Name: Z:\sebastian\STRUCT\C-26.col ject: Burkhardt um: 26,27 Engineer: e: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: X-axis Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 20 in Depth = 8 in Gross section area, Ag = 160 in^2 Ix = 853.333 in^4 Iy = 5333.33 in^4 rx = 2.3094 in ry = 5.7735 in Xo = 0 in Yo = 0 in Reinforcement: -------------- -------------- Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam ------------- (in) Area (in^2) ----------- ------------------------ ------------- # 3 0.38 0.11 # 4 ----------- 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1 13 1 00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 1.60 in^2, Asmax = 0.08 * Ag = 12.80 in^2 finement: Tied; #3 ties with #10 bars, #4 with larger bars. (a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 2.64 in^2 at rho = 1.65% Minimum clear spacing = 2.75 in Top Bottom Left Right -------- -------- -------- -------- Bars 3 # 6 3 # 6 0 # 6 0 if 6 Cover(in) 1.5 1.5 1.5 1.5 Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft ------------ k-ft --- ---------------- 1 Dead 25.00 ------------ 0.00 ------------ 0.00 ------------ 0.00 0.00 Live 8.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: Load Factor Case (%) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: -------------- �= 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow /5 0 •••••• • •• • •••••• •••••• • • •••••• •••• • ••••• • • •••••• •••• ••••• 694600 •• • •••••• •••••• • • • • • • • 000000 •••••• •• • STRUCTUREPOINT - spColumn v4.81 (TM) Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 consulting group Z:\sebastian\STRUCT\C-26.col Page 3 06/06/16 03:19 PM Slenderness: yCriteria - xis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in ------------ in^4 -------- ksi ------------ ksi ------ ---- Design X ------------------ 10.1667 20 ---------- 8 853.333 4 3605 Above X (no column specified...) Below X (no column specified...) X-Beams Length Width Depth I f'c Ec Location ft in in ---------------------- in^4 -------- ksi ------------ ksi ----------- Above Left ------------------ (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) ------------ k(Sway) ------------ klu/r ---------------- X ------------------------ 0.000 0.000 1.000 (N/A) 52.83 Moment Magnification Factors: astiffness areduction 3factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 8.50e+005 kip-in^2 X-axis ------------------- At Ends ------------------ Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas ------- ---------- ---------- ---------- ------ ------ 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) U2 (N/A) (N/A) (N/A) (N/A) (N/A) F-,-ored Moments due to First -Order and Second -Order Effects: Minimum eccentricity, Ex,mina= 0.84=ini'� ��9 --------------- Along Length ----------------- Pu(kip) k'lu/r Pc(kip) Betad Cm••Q%,lta NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------- 1st Order ------------- Load Mns Ms Mu Mmin Combo k-ft k-ft k-ft ------------ k-ft ------------------- 1 U1 ------------ 0.00 ------------ (N/A) 0.00 2.45 0.00 (N/A) 0.00 2.45 1 U2 0.00 (N/A) 0.00 3.00 0.00 (N/A) 0.00 3.00 ----- ---------------- - ----- ------ ---t- 35.00 (N/A) 281.72 .1.0t. 1.000"1'199 ••••�• 42.80 (N/A) 331.26 G•.h01• 1.0 %0•6:l208 + • • •• •• •• • •••••• --------- •••••• 2nd Order --- s-- � • - Ratio •- • • • Mi • Mc • 2nd,ilst • •••••• k-ft •k-ft• ±••••• Ml= 0.00 21*94 • lopt* • • M2= 0.00 2.94 1!Y99 • M1= 0.00 3.62 1.208 M2= 0.00 3.62 1.208 Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth No. Combo kip k-ft k-ft ---------------- in -------- in --- ------------------ 1 1 U1 ------------ 35.00 ------------ 2.94 38.34 13.055 2.14 5.75 2 35.00 2.94 38.34 13.055 2.14 5.75 3 1 U2 42.80 3.62 38.77 10.712 2.23 5.75 4 42.80 3.62 38.77 10.712 2.23 5.75 *** End of output *** eps_t Phi -------- ------ 0.00505 0.900 0.00505 0.900 0.00473 0.877 0.00473 0.877 P (kip) 500 20x8in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Design Slenderness: Considered 11 5fy J] . .... ...... imn type: Structural •� •"' ...... .. . ...... Bars: ASTM A615 •��• •� Date:06/06/16 -150 (Pmin) •••• ••••• . . . ...... .... ..... Time:16:56:28 •� •• •• •••••• . . . . ...... spColumn v4.81. Standalone license. Locking Code: 4-265A5. User: Ernesto Garcia, g2 con-%I�mg:;lroup ••,• ww • File: Z:\sebastian\STRUCT\C-26.col Project: Burkhardt Column: 26,27 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e u = 0.003 in/in Betal = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: Ag = 160 in^2 As = 2.64 inA2 Xo = 0.00 in Yo = 0.00 in Min clear spacing = 2.75 in kx(nonsway) = 1 6 #6 bars rho = 1.65% Ix = 853.333 inA4 ly = 5333.33 inA4 Clear cover = 1.88 in kx(sway) = N/A pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLABl.slb 06-06-2016, 01:16:43 PM Page 1 0000000 000000 00000 00000000 00000000 0000000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0000000 00000 0000000 00 00 0000000 00000 00 00 00 00 00 00 00000000 00 00 00 000000 00 00 000000 0 0 00000000 00 00000 00 00 00 0 00 00 0000 00 0 00 00 000000 00 000000 000000 0000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0 00 00 00 00 000000 000 00000 0 00000 ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- pcaSlab v2.00 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- Copyright © 2003-2006, Portland Cement Association All rights reserved • • • Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaSlab computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaSlab program. Although PCA has endeavored to produce pcaSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaSlab program. [11 INPUT ECHO General Information: File name: \\Server\office\pca\BURKHARDT\SLABl.slb Project: BURKHARDT Frame: SLAB1 UPPER ROOF Engineer: JM Code: ACI 318-05 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 4 Floor System: Two -Way Live load pattern ratio = 100% Minimum free edge for punching shear = 4 times slab thickness Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Material Properties: -------------------- -------------------- S1abslBeams we = 150 f'c = 4 Ec = 3834.3 fr = 0.47434 Columns a»-_-_"150 lb/ft3 4 ksi 3834.3 ksi 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLABl.slb Reinforcement Database: 06-06-2016, 01:16:43 PM Page 2 Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size -------- Db -------- Ab -------- Wb ------------ #3 -------- 0.38 -------- 0.11 0.38 ---- #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 Span Data: Slabs: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 44a-a= t wL wR Hmin -a 1 Int11.000 7.00 9.000 5.000 4.03 2 Int 11.000 7.00 9.000 5.000 4.00 3 Int 15.500 7.00 9.000 5.000 5.83 Support Data: Columns: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp ---- cla c2a ---------------- Ha clb c2b -------------------------------- Hb Red% ---- 1 0.00 0.00 0.000 8.00 60.00 10.000 0 2 0.00 0.00 0.000 14.00 14.00 10.000 0 3 0.00 0.00 0.000 14.00 14.00 10.000 0 4 0.00 0.00 0.000 8.00 60.00 10.000 0 Boundary Conditions: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---- 1 ------------------------ 0 ------------------ 0 Pinned Pinned 2 0 0 Pinned Pinned 3 0 0 Pinned Pinned 4 0 0 Pinned Pinned Load Data: Load Cases and Combinations: Case SELF Dead Live Type DEAD DEAD LIVE U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Span Loads: Span Case ------------------------ Wa ------------ La ------------ Wb ------------ Lb Line Loads - Wa I Wb (lb/ft), La I Lb (ft): 1 Dead 30 0 30 11 2 Dead 30 0 30 11 3 Dead 30 0 30 15.5 3 Live 30 0 30 15.5 2 Live 30 0 30 11 1 Live 30 0 30 11 Support Loads - Fz (kip), My (k-ft): Supp Case Fz My ------------------------ 1 SELF ------------ 0 0 2 SELF 0 0 3 SELF 0 0 4 SELF 0 0 1 Live 0 0 2 Live 0 0 3 Live 0 0 4 Live 0 0 Support Displacements - D (in), R (rad): Supp Case D R ------------ ------------ 1 SELF _----------- 0 0 2 SELF 0 0 3 SELF 0 0 4 SELF 0 0 1 Live 0 0 2 Live 0 0 3 Live 0 0 4 Live 0 0 •••••• •• • • •••••• •••• •••••• •••• • ••••• •• •• •• • •••••• • • • • • pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLABl.slb Reinforcement Criteria: Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max ------------------------------------------ 06-06-2016, 01:16:43 PM Page 3 Slabs and Ribs: Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 0.75 0.75 in Beams: Bar Size #5 #8 #5 #8 #3 #4 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.33 1.30 0.33 1.30 % Cover 2.50 2.50 in Side cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 [21 DESIGN RESULTS* --------------------------------------------------------- *Unless otherwise noted, all results are in the direction of analysis only,. Another analysis in the perpendicular direction has to be carried out for two-way slab systems. Top Reinforcement: Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) ; ••• •••• Span Strip Zone Width Mmax Xmax AsMin ASMax SpReq AsRe" *Bars •.•• ---- ------ -------------- ------------ -------- -------- -------- ------- • • • •• • 1 Column Left 5.25 0.00 0.333 0.000 6.828 0.000 0.000 • --- Middle 5.25 0.00 5.375 0.000 6.828 0.000 • • • 0.000 • • • --- • Right 5.25 8.06 10.417 0.794 6.828 12.600 0.4(?1••0 • 5-#4 • *5 • •••• •••••• • Middle Left 8.75 -0.00 0.333 0.000 11.379 0.000 0. 40400 0 --- Middle 8.75 0.00 5.375 0.000 11.379 0.000 0.000 •---•••�•• Right 8.75 2.69 10.417 1.323 11.379 13.125 0.1d06• 8-#4 •"•5 • ••••• 2 Column Left 5.25 9.58 0.583 0.794 6.828 12.600 A58• ; 5-#4• *5 • Middle 5.25 4.41 6.975 0.794 6.828 12.600 0.;64 • 5-#4•01•9•• Right 5.25 23.92 10.417 0.794 6.828 12.600 0.905• • 5-#4• Middle Left 8.75 3.19 0.583 1.323 11.379 13.125 0.119 8-44••t5• ; Middle 8.75 1.47 6.975 1.323 11.379 13.125 0.054 8-#4 *5 Right 8.75 7.97 10.417 1.323 11.379 13.125 0.297 8-#4 *5 3 Column Left 5.25 21.96 0.583 0.794 6.828 12.600 0.829 5-#4 Middle 6.38 0.00 7.875 0.000 8.291 0.000 0.000 --- Right 6.38 0.00 15.167 0.000 8.291 0.000 0.000 --- Middle Left 8.75 7.32 0.583 1.323 11.379 13.125 0.272 8-#4 *5 Middle 7.63 0.00 7.875 0.000 9.916 0.000 0.000 --- Right 7.63 -0.00 15.167 0.000 9.916 0.000 0.000 --- NOTES: *5 - Number of bars governed by maximum allowable spacing. Top Bar Details: ---------------- ---------------- Units: Length (ft) Left Right Span Strip Bars _Continuous_ Length Bars Length Bars -------------- Length ------- Bars ------- Length -------------- Bars Length ------- ---- ------ -------------- 1 Column --- ------- --- --- 4-#4 3.91 1-#4 2.60 Middle --- --- --- 8-#4 2.80 --- 2 Column --- --- 5-#4 11.00 --- --- Middle --- --- 8-#4 11.00 --- --- 3 Column 4-#4 5.40 1-#4 3.50 --- --- --- Middle 8-#4 3.97 --- --- --- --- Bottom Reinforcement: --------------------- --------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Strip Width Mmax ------------ Xmax -------- ASMin ---------------- ASMax SpReq -------- AsReq -------- Bars ------- ---- -------------- 1 Column 5.25 11.25 4.514 0.794 6.828 12.600 0.421 5-#4 *5 Middle 8.75 7.50 4.514 1.323 11.379 13.125 0.279 8-#4 *5 2 Column 5.25 0.24 4.517 0.794 6.828 12.600 0.009 5-#4 *5 pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLABl.slb 06-06-2016, 01:16:43 PM Page 4 Middle 8.75 0.16 4.517 1.323 11.379 13.125 0.006 3 Column 6.38 21.19 9.234 0.964 8.291 12.750 0.797 Middle 7.63 14.13 9.234 1.153 9.916 13.071 0.528 NOTES: *5 - Number of bars governed by maximum allowable spacing. Bottom Bar Details: ------------------- ------------------- Units: Start (ft), Length (ft) Long Bars Short Bars Span Strip ------------------ Bars ------- Start Length ------- Bars Start -------------- Length ------- 1 Column 5-#4 0.00 11.00 --- Middle 7-#4 0.00 11.00 1-#4 1.65 7.70 2 Column 5-#4 0.00 11.00 --- Middle 7-#4 0.00 11.00 1-#4 1.65 7.70 3 Column 6-#4 0.00 15.50 --- Middle 6-#4 0.00 15.50 1-#4 2.32 10.85 Flexural Capacity: ------------------ ------------------ Units: x (ft), As (in^2), PhiMn (k-ft) Span Strip x AsTop ASBot PhiMn- PhiMn+ ---- --------------- 1 Column 0.000 ----- 0.00 ----------------- 1.00 ------------ 0.00 26.37 0.333 0.00 1.00 0.00 26.37 3.862 0.00 1.00 0.00 26.37 5.500 0.00 1.00 0.00 26.37 6.887 0.00 1.00 0.00 26.37 7.089 0.00 1.00 0.00 26.37 8.089 0.80 1.00 -21.20 26.37 8.399 0.80 1.00 -21.20 26.37 9.399 1.00 1.00 -26.37 26.37 10.417 1.00 1.00 -26.37 26.37 11.000 1.00 1.00 -26.37 26.37 Middle 0.000 0.00 1.40 0.00 37.06 0.333 0.00 1.40 0.00 37.06 1.650 0.00 1.40 0.00 37.06 2.650 0.00 1.60 0.00 42.23 3.862 0.00 1.60 0.00 42.23 5.500 0.00 1.60 0.00 42.23 6.887 0.00 1.60 0.00 42.23 8.198 0.00 1.60 0.00 42.23 8.350 0.24 1.60 -6.55 42.23 9.198 1.60 1.43 -42.23 37.85 9.350 1.60 1.40 -42.23 37.06 10.417 1.60 1.40 -42.23 37.06 11.000 1.60 1.40 -42.23 37.06 2 Column 0.000 1.00 1.00 -26.37 26.37 0.583 1.00 1.00 -26.37 26.37 4.025 1.00 1.00 -26.37 26.37 5.500 1.00 1.00 -26.37 26.37 6.975 1.00 1.00 -26.37 26.37 10.417 1.00 1.00 -26.37 26.37 11.000 1.00 1.00 -26.37 26.37 Middle 0.000 1.60 1.40 -42.23 37.06 0.583 1.60 1.40 -42.23 37.06 1.650 1.60 1.40 -42.23 37.06 2.650 1.60 1.60 -42.23 42.23 4.025 1.60 1.60 -42.23 42.23 5.500 1.60 1.60 -42.23 42.23 6.975 1.60 1.60 -42.23 42.23 8.350 1.60 1.60 -42.23 42:23. 9.350 1.60 1.40 -42.23 37.06 10.417 1.60 1.40 -42.23 37.06 11.000 1.60 1.40 -42.23 37.06 3 Column 0.000 1.00 1.20 -26.37 31.65 0.583 1.00 1.20 -26.37 31.65 2.501 1.00 1.20 -26.37 31.65 3.501 0.80 1.20 -21.20 31.65 4.396 0.80 1.20 -21.20 31.65 5.396 0.00 1.20 0.00 31.65 5.687 0.00 1.20 0.00 31.65 7.750 0.00 1.20 0.00 31.65 10.063 0.00 1.20 0.00 31.65 15.167 0.00 1.20 0.00 31.65 15.500 0.00 1.20 0.00 31.65 8-#4 *5 6-#4 *5 7-#4 *5 q4y pcaSlab v2.00 © Portland Cement Association 06-06-2016, 01:16:43 PM Licensed to: G2 Consulting Group, Inc. License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLABl.slb Page 5 Middle 0.000 1.60 1.20 -42.23 31.78 0.583 1.60 1.20 -42.23 31.78 2.325 1.60 1.20 -42.23 31.78 2.966 1.60 1.33 -42.23 35.10 v` 3.325 1.03 1.40 -27.31 36.95 3.966 0.00 1.40 0.00 36.95 5.687 0.00 1.40 0.00 36.95 7.750 0.00 1.40 0.00 36.95 10.063 0.00 1.40 0.00 36.95 12.175 0.00 1.40 0.00 36.95 13.175 0.00 1.20 0.00 31.78 15.167 0.00 1.20 0.00 31.78 15.500 0.00 1.20 0.00 31.78 Slab Shear Capacity: Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc ---------------------------------------- Vu ------------ Xu ---- -------- 1 168.00 6.00 1.000 95.63 9.30 9.92 2 168.00 6.00 1.000 95.63 9.70 9.92 3 168.00 6.00 1.000 95.63 14.19 1.08 Flexural Transfer of Negative Unbalanced Moment at Supports: Units Width (in), Munb (k-ft), As (in^2) Supp Width GammaF*Munb Comb Pat AsReq -------- ASProv Additional --------------- Bars ------------ 1 ------------ ---- ------------ 81.00 0.00 U1 All 0.000 0.000 --- " '• •••••� 2 35.00 0.00 U1 All 0.000 0.556 --- ••� •••••• 3 35.00 0.00 U1 All 0.000 0.556 --- •• • .•�• • •• 4 81.00 0.00 Ul All 0.000 0.000 --- .••�•� • • • • Flexural Transfer of Positive Unbalanced Moment at Supports: •••• " • • • ------------------------------------------------------------ Units: Width (in), Munb (k-ft), As (in^2) •••••• " " " Supp Width GammaF*Munb Comb Pat AsReq AsProv Additional Bars •�•••� • 1 81.00 0.00 U2 Odd 0.000 1.000 --- •' " •• • •••••• 2 35.00 0.00 U1 All 0.000 0.556 --- �••�•� • • ' 3 35.00 0.00 U1 All 0.000 0.556 --- • • • • 4 81.00 0.00 Ul All 0.000 1.200 --- •••••' Punchin g Shear Around Columns: •' ' •••• • • • • • Units: Vu (kip), Munb (k-ft), vu (psi), Phi*vc (psi) Supp Vu vu Munb Comb Pat GammaV vu Phi*vc -------- ---------------- 1 -------------------- ---- ---- 7.74 16.9 -4.05 U1 All -------------- 0.177 58.5 120.2 2 18.59 40.9 -0.00 Ul All 0.400 40.9 ' 189.7 3 27.37 60.2 -0.00 U1 All 0.400 60.2 189.7 4 10.76 23.5 5.63 U1 All 0.177 81.3 120.2 Deflections: Section properties _s_-_-ass-_____--- Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig ----------- Icr ----------- Mcr Mmax ---------------- Ie ----------- Mmax ------------------- Ie --------------- 1 ----------- ------ 4802 4802 Middle 4802 547 54.23 13.39 4802 13.71 4802 Right 4802 547 54.23 -12.13 4802 -12.42 4802 2 4802 4802 Left 4802 547 54.23 -12.13 4802 -12.42 4802 Middle 4802 547 54.23 0.00 4802 0.00 4802 Right 4802 547 54.23 -27.41 4802 -28.06 4802 3 4802 4802 Left 4802 547. 54.23 -27.41 4802 -28.06 4802 Middle 4802 547 54.23 25.23 4802 25.83 4802 Maximum Instantaneous Deflections - Direction of Analysis --------------------------------------------------------- Units: D (in), Ig (in^4) Frame Strips Span Ddead Dlive Dtotal -------- Strip ------------------- Ig LDF ------ Ratio -------------- Ddead Dlive -------- Dtotal -------- ---- 1 -------- 0.014 -------- 0.000 0.014 Column 1800.75 0.738 1.967 0.027 0.001 0.028 Middle 3001.25 0.262 0.420 0.006 0.000 0.006 2 -0.007 -0.000 -0.007 Column 1800.75 0.675 1.800 -0.012 -0.000 -0.012 Middle 3001.25 0.325 0.520 -0.003 -0.000 -0.003 3 0.050 0.001 0.052 Column 2186.63 0.738 1.620 0.082 0.002 0.084 Middle 2615.38 0.262 0.482 0.024 0.001 0.025 pcaSlab v2.00 © Portland Cement Association 06-06-2016, 01:16:43 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLABl.slb Page 6 Maximum Long-term Deflections ----------------------------------------------------- - Direction of Analysis Z� Time dependant factor for sustained loads = 2.000 Units: D (in) Column Strip Middle Strip Span Dsust Lambda ------------ ------ Dcs -------- Dcs+lu Dcs+l ------------------------ Dtotal Dsust Lambda -------- ------ Dcs -------- Dcs+lu Dcs+l ------------------------ Dtotal 1 0.028 2.000 0.055 0.056 0.056 0.083 0.006 2.000 0.012 0.012 0.012 0.018 2 -0.012 2.000 -0.024 -0.024 -0.024 -0.036 -0.003 2.000 -0.007 -0.007 -0.007 -0.010 3 0.082 2.000 0.164 0.166 0.166 0.248 0.024 2.000 0.049 0.049 0.049 0.074 Material Takeoff: ----------------- Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 160.6 lb <_> 4.28 lb/ft <_> 0.306 lb/ft^2 Bottom Bars: 318.1 lb <_> 8.48 lb/ft <_> 0.606 lb/ft^2 Stirrups: 0.0 lb <_> 0.00 lb/ft <_> 0.000 lb/ft^2 Total Steel: 478.8 lb <_> 12.77 lb/ft <_> 0.912 lb/ft^2 Concrete: 306.3 ft^3 <_> 8.17 ft^3/ft <_> 0.583 ft^3/ft^2 --------------------------------------------------------------------------------------------- --------------------------------------------------------------------------------------------- [3] COLUMN AXIAL FORCES --------------------------------------------------------------------------------------------- --------------------------------------------------------------------------------------------- AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Joint Far 01810 Supp Comb/Patt P[axial] P[spring] Mb[top] Ma[bottom] M[spring] :4b[p6ttom] ••• a[topj•,••• ------------ --ti r--s---- ------------ • 1 SELF 5.66 0.00 0.00 0.00 0.00 ... "*0.00 • • • -0.00 • Dead 0.14 0.00 0.00 0.00 0.00 • -0.00 " • -0.0G••••• Live/All 0.14 0.00 0.00 0.00 0.00 " `•••-0.00 • -O.OQ • Live/Odd 0.16 0.00 0.00 0.00 0.00 ••••-0.00• -0.OV �•• Live/Even -0.02 0.00 0.00 0.00 0.00 �••.•t0.00�••..•• -0.00 ` Live/S1 0.14 0.00 0.00 0.00 0.00 -0.00 -0.0004 Live/S2 0.13 0.00 0.00 0.00 0.00 • r0.006: e, -0.00•••• Live/S3 -0.00 0.00 0.00 0.00 0.00 " " -0.00 •• • -0. 40.••.• Live/S4 0.01 0.00 0.00 0.00 0.00 6•••••-0.00 -0.00 • • Ul 0.19 0.00 0.00 0.00 0.00 • o.00eeo*** 0.C(r " • U2/All 0.39 0.00 0.00 0.00 0.00 i ••• 0.00` 0.mo0 U2/Odd 0.42 0.00 0.00 0.00 0.00 •• • 0.00 •••• •��e 0.V U2/Even 0.14 0.00 0.00 0.00 0.00 0.00`4.` ; 0.00 U2/S1 0.40 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 0.37 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 0.16 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 0.19 0.00 0.00 0.00 0.00 0.00 0.00 2 SELF 13.20 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 0.32 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 0.32 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.14 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.19 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Sl 0.21 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 0.40 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 0.11 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S4 -0.08 0.00 0.00 0.00 0.00 -0.00 -0.00 Ul 0.45 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 0.90 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 0.61 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 0.69 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 0.73 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 1.03 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 0.56 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 0.27 0.00 0.00 0.00 0.00 0.00 0.00 3 SELF 19.31 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 0.47 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 0.47 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.30 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.17 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 -0.03 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 0.14 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 0.50 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S4 0.33 0.00 0.00 0.00 0.00 -0.00 -0.00 Ul 0.66 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 1.32 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 1.05 0.00 0.00 0.00 0.00 0.00 0.00 pcaSlab v2.00 © Portland Cement Association 06-06-2016, 01:16:43 PM Licensed to: G2 Consulting Group, Inc. License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLABl.slb Page 7 U2/Even 0.84 0.00 0.00 0.00. 0.00 0.00 0.00 U2/S1 0.52 0.00 0.00 0.00 0.00 0.00 0.00 /Lz U2/S2 0.79 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 1.37 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 1.10 0.00 0.00 0.00 0.00 0.00 0.00 4 SELF 7.77 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 0.19 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 0.19 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.20 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even -0.01 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 -0.01 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 0.19 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S4 0.20 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 0.27 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 0.53 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 0.55 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 0.21 0.00 0.00 0.00 0.00 0.00 0.00 U2/Sl 0.23 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 0.22 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 0.53 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 0.54 0.00 0.00 0.00 0.00 0.00 0.00 Sum SELF 45.94 0.00 0.00 0.00 0.00 0.00 0.00 Dead 1.12 0.00 0.00 0.00 0.00 0.00 0.00 Live/All 1.12 0.00 0.00 0.00 0.00 0.00 0.00 Live/Odd 0.79 0.00 0.00 0.00 0.00 0.00 •••• 0.00 Live/Even 0.33 0.00 0.00 0.00 0.00 • • 0.00 •�•••• 0.00 Live/S1 0.33 0.00 0.00 0.00 0.00 • • 00.00 •• 00.00 0.O11 " " • Live/S2 0.66 0.00 0.00 0.00 0.00 • " �•• 0.00 •• Live/S3 0.79 0.00 0.00 0.00 0.00 • " V "0.00 •• • 0.04•••ia Live/S4 0.46 0.00 0.00 0.00 0.00 0000000.00 • 0.0� • Ul 1.57 0.00 0.00 0.00 0.00 0•••a•0.00 :•••:• 0.0 • U2/All 3.15 0.00 0.00 0.00 0.00 0.00 ' 0.0a••9+ U2/Odd 2.62 0.00 0.00 0.00 0.00 • •••••0.00 8,000 0.0O•:•a' U2/Even 1.88 0.00 0.00 0.00 0.00 ••••••0.00 •••• 0.V U2/Sl 1.88 0.00 0.00 0.00 0.00 •••••a0.00 0.00 • U2/S2 2.41 0.00 0.00 0.00 0.00 • :0.00 • 0.00 •• U2/S3 2.62 0.00 0.00 0.00 0.00 0.000o0000 00 0.0ce •••• U2/S4 2.09 0.00 0.00 0.00 0.00 •'• 0.006 0.(LO ••.• • • pcaSlab v2.00 © Portland Cement Association 06-06-2016, 01:15:43 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB2.slb Page 1 0000000 000000 00000 00000000 00000000 0000000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0000000 00000 0000000 00 00 0000000 00000 00 00 00 00 00 00 00000000 00 00 00 000000 00 00 000000 0 0 00000000 00 00000 00 00 00 0 00 00 0000 00 0 00 00 000000 00 000000 000000 0000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0 00 00 00 00 000000 000 00000 0 00000 pcaSlab v2.00 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright O 2003-2006, Portland Cement Association •••• All rights reserved + • •••••• Licensee stated above acknowledges that Portland Cement Association •• • goof • • • • • (PCA) is not and cannot be responsible for either the accuracy or •••:fo f• • •f••i• adequacy of the material supplied as input for processing by the ++0000 • • • pcaSlab computer program. Furthermore, PCA neither makes any warranty •••• • f •off+• expressed nor implied with respect to the correctness of the output ff••f• ••logo • • prepared by the pcaSlab program. Although PCA has endeavored to • off•• produce pcaSlab error free the program is not and cannot be certified •••••• •••• • • •fg••• infallible. The final and only responsibility for analysis, design and • • • f• •• •• • off••• engineering documents is the licensees. Accordingly, PCA disclaims all 000000 f • responsibility in contract, negligence or other tort for any analysis, • • • •+ design or engineering documents prepared in connection with the use of i•••i• ••+••• the pcaSlab program. •• • • • • • • (11 INPUT ECHO General Information: File name: \\Server\office\pca\BURKHARDT\SLAB2.slb Project: BURKHARDT Frame: SLAB2 UPPER ROOF Engineer: JM Code: ACI 318-05 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 4 Floor System: Two -Way Live load pattern ratio = 100% Minimum free edge for punching shear = 4 times slab thickness Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Material Properties: -------------------- -------------------- SlabslBeams we = 150 f'c = 4 Ec = 3834.3 fr = 0.47434 Columns ___150 lb/ft3 4 ksi 3834.3 ksi 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi pcaslab v2.00 © Portland Cement Association 06-06-2016, 01:15:43 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB2.slb Page 2 Reinforcement Database: --------------- --------------- Units: Db (in), Ab (in^2), Wb (lb/ft) Size Size ------- -------- -------- Wb ------- -------- -------- #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 Span Data: Slabs: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin ---- -------------------- -------- asa» --- -------- 1 Int 11.000 7.00 5.000 6.500 4.03 2 Int 11.000 7.00 5.000 6.500 4.00 3 Int 15.500 7.00 5.000 5.000 5.83 Support Data: Columns: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b ---------------------------------------- Hb Reds ---- ------------ 1 0.00 0.00 0.000 8.00 60.00 10.000 0 2 0.00 0.00 0.000 14.00 14.00 10.000 0 3 0.00 0.00 0.000 14.00 14.00 10.000 0 4 0.00 0.00 0.000 8.00 60.00 10.000 0 Boundary Conditions: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---------------------------------------------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned 3 0 0 Pinned Pinned •••• 4 0 0 Pinned Pinned • • • load Data: •• " " Load Cases and Combinations: •••••• • Case SELF Dead Live •••• 0 •••••• Type DEAD DEAD LIVE • • 00•090 ' U1 1.400 1.400 0.000 •�� ' U2 1.200 1.200 1.600 " •'•• • •00 ••�• • ' ' ••••• Span Loads: •��•�� • • •��•� Span Case Wa La Wb Lb • • • • • ------------------------------------ ' • • ••••�• Line Loads - Wa I Wb (lb/ft), La I Lb (ft): :••••• 1 Dead 30 0 30 11 �•• •. • •••••• 2 Dead 30 0 30 11 • • • 3 Dead 30 0 30 15.5 3 Live 30 0 30 15.5 2 Live 30 0 30 11 1 Live 30 0 30 11 Support Loads - Fz (kip), My (k-ft): Supp Case Fz My ------------------------------------ 1 SELF 0 0 2 SELF 0 0 3 SELF 0 0 4 SELF 0 0 1 Live 0 0 2 Live 0 0 3 Live 0 0 4 Live 0 0 Support Displacements - D (in), R (rad): Supp Case ------------ D R ------------ ____________ 1 SELF 0 0 2 SELF 0 0 3 SELF 0 0 4 SELF 0 0 1 Live 0 0 2 Live 0 0 3 Live 0 0 4 Live 0 0 pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB2.slb Reinforcement Criteria: 06-06-2016, 01:15:43 PM Page 3 Top bars_ _Bottom bars_ Stirrups --Max --Min-- --Max-- --Min- Slabs and Ribs: --Max-- --Min-- Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 0.75 0.75 in Beams: Bar Size #5 #8 #5 #8 #3 #4 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.33 1.30 0.33 1.30 % Cover 2.50 2.50 in Side cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 [2] DESIGN �RESULTS- 9i9 ---------------------------------------- *Unless otherwise noted, all results - are in the direction of analysis only. Another analysis in the perpendicular direction has to be carried out for two-way slab systems. Top Reinforcement: ------------------ ------------------ Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Strip Zone Width Mmax Xmax -------- AsMin -------- ASMax -------- SpReq -------- AsReq Bars ------- ---- ------ -------------- 1 Column Left ------------ 5.25 -------- 0.00 0.333 0.000 6.828 0.000 0.000 --- Middle 5.25 0.00 5.375 0.000 6.828 0.000 0.000 --- Right 5.25 7.11 10.417 0.794 6.828 12.600 0.265 5-#4 *5 Middle Left 6.25 -0.00 0.333 0.000 8.128 0.000 0.000 --- Middle 6.25 0.00 5.375 0.000 8.128 0.000 0.0V --- ��•� • • Right 6.25 2.37 10.417 0.945 8.128 12.500 • 0.098 • 6-#4 *��• 2 Column Left 5.25 8.27 0.583 0.794 6.828 12.600 0.38a•006-#4 ••5.• ; Middle 5.25 2.67 6.975 0.794 6.828 12.600 0.0&j.% 5-#4 *5 • Right 5.00 17.95 10.417 0.756 6.502 12.000 0.67�... 5-#4 *5 Middle Left 6.25 2.76 0.583 0.945 8.128 12.500 0.102000 6-#4 •*5 Middle 6.25 0.89 6.975 0.945 8.128 12.500 0.088••••6-#4 45.. Right 6.50 5.98 10.417 0.983 8.453 13.000 0.24U*..06-#4 % 5- 3 Column Left 5.00 16.87 0.583 0.756 6.502 12.000 0. •5 ••••.• 5-#4 *5• Middle 5.00 0.00 7.875 0.000 6.502 0.000 0.(100 • --- • • Right 5.00 0.00 15.167 0.000 6.502 0.000 0.0,00 • --- �••� " Middle Left 5.00 5.62 0.583 0.756 6.502 13.000 0.209 •6-#4 ••*% % Middle 5.00 0.00 7.875 0.000 6.502 0.000 0.000 --- •• • Right 5.00 -0.00 15.167 0.000 6.502 0.000 0.000 --- NOTES: *5 - Number of bars governed by maximum allowable spacing. Top Bar Details: ---------------- ---------------- Units: Length (ft) Left Right _Continuous_ Span Strip Bars Length Bars Length Bars Length Bars Length Bars Length ---- -------------------- 1 Column --- ------- --- ------- ------- --- ------- ------- 4-#4 -------------- 3.91 ------- 1-#4 2.60 Middle --- --- --- 6-#4 2.80 --- 2 Column --- --- 5-#4 11.00 --- --- Middle --- --- 6-#4 11.00 --- --- 3 Column 4-#4 5.40 1-#4 3.50 --- --- --- Middle 6-#4 3.97 --- --- --- --- Bottom Reinforcement: --------------------- --------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Strip Width ------------ Mmax Xmax AsMin AsMax SpReq AsReq Bars ---- -------------- 1 Column 5.25 9.13 -------- 4.514 ---------------- 0.794 6.828 -------- 12.600 --------------- 0.341 5-#4 *5 Middle 6.25 6.09 4.314 0.945 8.128 12.500 0.226 6-#4 *5 2 Column 5.25 0.59 4.517 0.794 6.828 12.600 0.022 5-#4 *5 1�ll b pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB2.slb Middle 6.25 0.39 4.517 0.945 8.128 12.500 0.015 3 Column 5.00 14.93 9.234 0.756 6.502 12.000 0.561 Middle 5.00 9.96 9.234 0.756 6.502 12.000 0.372 NOTES: *5 - Number of bars governed by maximum allowable spacing. Bottom Bar Details: ------------------- ------------------- Units: Start (ft), Length (ft) Long Bars Short Bars Span Strip Bars Start Length Bars Start Length ----------------------------------------------------- 1 Column 5-#4 0.00 11.00 --- Middle 5-#4 0.00 11.00 1-#4 1.65 7.70 2 Column 5-#4 0.00 11.00 --- Middle 5-#4 0.00 11.00 1-#4 1.65 7.70 3 Column 5-#4 0.00 15.50 --- Middle 4-#4 0.00 15.50 1-#4 2.32 10.85 Flexural Capacity: ------------------ ------------------ Units: x (ft), As (in^2), PhiMn (k-ft) Span Strip x AsTop ASBot PhiMn- PhiMn+ ---- ------ --------- ----- ----------------------------- 1 Column 0.000 0.00 1.00 0.00 26.37 0.333 0.00 1.00 0.00 26.37 3.862 0.00 1.00 0.00 26.37 5.500 0.00 1.00 0.00 26.37 6.887 0.00 1.00 0.00 26.37 7.089 0.00 1.00 0.00 26.37 8.089 0.80 1.00 -21.20 26.37 8.399 0.80 1.00 -21.20 26.37 9.399 1.00 1.00 -26.37 26.37 10.417 1.00 1.00 -26.37 26.37 11.000 1.00 1.00 -26.37 26.37 Middle 0.000 0.00 1.00 0.00 26.47 0.333 0.00 1.00 0.00 26.47 1.650 0.00 1.00 0.00 26.47 2.650 0.00 1.20 0.00 31.64 3.862 0.00 1.20 0.00 31.64 5.500 0.00 1.20 0.00 31.64 6.887 0.00 1.20 0.00 31.64 8.198 0.00 1.20 0.00 31.64 8.350 0.18 1.20 -4.91 31.64 9.198 1.20 1.03 -31.64 27.26 9.350 1.20 1.00 -31.64 26.47 10.417 1.20 1.00 -31.64 26.47 11.000 1.20 1.00 -31.64 26.47 2 Column 0.000 1.00 1.00 -26.37 26.37 0.583 1.00 1.00 -26.37 26.37 4.025 1.00 1.00 -26.37 26.37 5.500 1.00 1.00 -26.37 26.37 6.975 1.00 1.00 -26.34 26.37 10.417 1.00 1.00 -26.34 26.37 11.000 1.00 1.00 -26.34 26.37 Middle 0.000 1.20 1.00 -31.64 26.47 0.583 1.20 1.00 -31.64 26.47 1.650 1.20 1.00 -31.64 26.47 2.650 1.20 1.20 -31.64 31.64 4.025 1.20 1.20 -31.64 31.64 5.500 1.20 1.20 -31.64 31.64 6.975 1.20 1.20 -31.67 31.64 8.350 1.20 1.20 -31.67 31:64. 9.350 1.20 1.00 -31.67 26.47 10.417 1.20 1.00 -31.67 26.47 11.000 1.20 1.00 -31.67 26.47 3 Column 0.000 1.00 1.00 -26.34 26.34 0.583 1.00 1.00 -26.34 26.34 2.501 1.00 1.00 -26.34 26.34 3.501 0.80 1.00 -21.18 26.34 4.396 0.80 1.00 -21.18 26.34 5.396 0.00 1.00 0.00 26.34 5.687 0.00 1.00 0.00 26.34 7.750 0.00 1.00 0.00 26.34 10.063 0.00 1.00 0.00 26.34 15.167 0.00 1.00 0.00 26.34 15.500 0.00 1.00 0.00 26.34 06-06-2016, 01:15:43 PM Page 4 6-#4 *5 5-#4 *5 5-#4 *5 2 I% pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB2.slb 06-06-2016, 01:15:43 PM Page 5 Middle 0.000 1.20 0.80 -31.45 21.18 0.583 1.20 0.80 -31.45 21.18 2.325 1.20 0.80 -31.45 21.18 2.966 1.20 0.93 -31.45 24.49 3.325 0.77 1.00 -20.39 26.34 3.966 0.00 1.00 0.00 26.34 5.687 0.00 1.00 0.00 26.34 7.750 0.00 1.00 0.00 26.34 10.063 0.00 1.00 0.00 26.34 12.175 0.00 1.00 0.00 26.34 13.175 0.00 0.80 0.00 21.18 15.167 0.00 0.80 0.00 21.18 15.500 0.00 0.80 0.00 21.18 Slab Shear Capacity: Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span ---- b ---------------- d Vratio PhiVc Vu Xu 1 138.00 6.00 -------------------- 1.000 ------------ 78.55 ------------ 7.74 9.92 2 138.00 6.00 1.000 76.55 7.72 9.92 3 120.00 6.00 1.000 68.31 10.32 1.08 Flexural Transfer of Negative Unbalanced Moment at Supports: Units: Width (in), Munb (k-ft), As (in^2) Supp Width GammaF*Munb Comb Pat ASReq AsProv Additional Bars ------------------------ ---- ----------------------------------- 1 81.00 0.00 U1 All 0.000 0.000 --- 2 35.00 0.00 U2 Odd 0.000 0.556 --- 3 35.00 0.00 U2 S4 0.000 0.583 --- 4 81.00 0.00 U1 All 0.000 0.000 --- Punching Shear Around Columns: 2)I Units: Vu (kip), Munb (k-ft), vu (psi), Phi*vc (psi) Supp Vu vu Munb Comb Pat GammaV vu Phi*vc ---------------- -------- ------------ ---- ---- -------------- -------- •�� • 1 6.26 13.7 -3.28 U1 All 0.177 47.3 120.2 • • ••• • " " •••••• 2 15.65 34.4 0.00 U1 All 0.400 34.4 189.7 go • •••• .' 3 20.66 45.5 -0.00 U1 All 0.400 45.5 189.7 000000 '•.' 4 7.56 16.5 3.96 U1 All 0.177 57.1 120.2 •••••• • ••••i• • Deflections: •••• • :•••:• • •••••• • • • Section properties •••••• ..•• • • • • ••••• Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) __L00 Level Ie,avg Dead*--: i D ad+Live • Span Dead Dead+Live Zone Ig Icr Mcr Mmax 7 I@ Mmax• •• �P.• --------------- ----------- ----------------- ----------- -------- -------- ----+----►- • • • • • • -----------• 1 3945 3945 Middle 3945 461 44.55 10.87 •.A4S 11..19 •ZG45• Right 3945 461 44.55 -10.48 3945 -1 .•Z• . 3945 2 3945 3945 Left 3945 461 44.55 -10.48 3945 -la'.0/6 0 3945 Middle 3945 461 44.55 0.46 3945 0.46 3945 Right 3945 461 44.55 -20.79 3945 -21.46 3945 3 3430 3430 Left 3430 452 38.74 -20.79 3430 -21.46 3430 Middle 3430 416 38.74 17.78 3430 18.37 3430 Maximum Instantaneous Deflections - Direction of Analysis --------------------------------------------------------- Units: D (in), Ig (in^4) Frame Strips Span Ddead Dlive Dtotal Strip Ig LDF Ratio Ddead Dlive Dtotal 1 0.014 0.000 ---0.014 Column! _ 1800.75 0.738 -1.615 �0.022---0.001 _a 0.023 Middle 2143.75 0.262 0.483 0.007 0.000 0.007 2 -0.005 -0.000 -0.006 Column 1800.75 0.675 1.479 -0.008 -0.000 -0.008 Middle 2143.75 0.325 0.598 -0.003 -0.000 -0.003 3 0.049 0.002 0.051 Column 1715 0.738 1.475 0.072 0.002 0.075 Middle 1715 0.262 0.525 0.026 0.001 0.027 Maximum Long-term Deflections - Direction of Analysis ----------------------------------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Column Strip_ Span Dsust Lambda Dcs Dcs+lu ------------ 1 0.022 ------ 2.000 -------- 0.044 -------- 0.045 2 -0.008 2.000 -0.016 -0.016 3 0.073 2.000 0.146 0.148 Dcs+l Dtotal 0.045 0.067 -0.016 -0.024 0.148 0.220 Dsust Lambda -------- ------ - 0.007 2.000 -0.003 2.000 0.026 2.000 Middle Strip Dcs Dcs+lu Dcs+l Dtotal 0.013 0.013 0.013 0.020 -0.006 -0.007 -0.007 -0.010 0.052 0.053 0.053 0.078 pcaSlab v2.00 © Portland Cement Association 06-06-2016, 01:15.43 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB2.slb Page 6 Material Takeoff: ----------------- ----------------- Reinforcement in the Direction of Analysis �I ------------- ------- ---------- ------------ J Top Bars: 136.9 lb <_> 3.65 lb/ft <_> 0.336 lb/ft^2 Bottom Bars: 257.7 lb <_> 6.87 lb/ft <_> 0.632 lb/ft^2 Stirrups: 0.0 lb <_> 0.00 lb/ft <_> 0.000 lb/ft^2 Total Steel: 394.6 lb <_> 10.52 lb/ft <_> 0.967 lb/ft^2 Concrete: 238.0 ft^3 <_> 6.35 ft^3/ft <_> 0.583 ft^3/ft^2 [3] COLUMN =AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp ---- Comb/Patt ---------------------- P[axial] ------------ P[spring] ------------ Mb[top] Ma[bottom] ------------------------ M[spring] Mb[bottom] Ma[top] 1 SELF 4.61 0.00 0.00 0.00 0.00 ------------ -0.00 ------------ -0.00 Dead 0.14 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 0.14 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.16 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even -0.02 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.14 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 0.13 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S4 0.01 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 0.19 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 0.39 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 0.42 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 0.14 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 0.40 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 0.37 0.00 0.00 0.00 0.00 0.00 0006 0.00 U2/S3 0.16 0.00 0.00 0.00 0.00 • 00.00 •••••' 0.00 U2/S4 0.19 0.00 0.00 0.00 0.00 0000 r.00 0.00"" 2 SELF 11.09 0.00 0.00 0.00 0.00 ••% 4k-00.00 •• •-0.00••••i• Dead 0.32 0.00 0.00 0.00 0.00 0000040.00 • -0.00. Live/All 0.32 0.00 0.00 0.00 0.00 ••••-0.00 -0.0()0••06 Live/Odd 0.13 0.00 0.00 0.00 0.00 ••••�80.00 • ••••••-0.0(r • Live/Even 0.19 0.00 0.00 0.00 0.00 -0.00 '-0.00'•••• Live/Sl 0.21 0.00 0.00 0.00 0.00 " " %0.00 ••••-0.00•:••• Live/S2 0.40 0.00 0.00 0.00 0.00 •••••-0.00 •••• :-0.04 Live/S3 0.11 0.00 0.00 0.00 0.00 ....... 0.00 ••••• -0.00 • Live/S4 -0.08 0.00 0.00 0.00 0.00 • • •0.00 • -0.00 • U1 0.45 0.00 0.00 0.00 0.00 ••••% •••••• • O.OQ • U2/All 0.90 0.00 0.00 0.00 0.00 •'•0.00 •• 00.00 •••• 0.0••00• U2/Odd 0.60 0.00 0.00 0.00 0.00 0.00 • • • O.OF U2/Even 0.68 0.00 0.00 0.00 0.00 0.00 •• • 0.00 U2/S1 0.72 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 1.02 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 0.56 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 0.26 0.00 0.00 0.00 0.00 0.00 0.00 3 SELF 14.52 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 0.48 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 0.48 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.31 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.17 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 -0.03 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 0.14 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 0.51 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S4 0.34 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 0.67 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 1.33 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 1.06 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 0.84 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 0.53 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 0.80 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 1.38 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 1.11 0.00 0.00 0.00 0.00 0.00 0.00 4 SELF 5.48 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 0.19 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 0.19 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.20 0.00 0.00 0.00 0.00 -0.00 -0.00 pcaSlab v2.00 ©Portland Cement Association 06-06-2016, 01:15:43 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB2.slb Page 7 Live/Even -0.01 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 -0.01 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 0.19 0.00 0.00 0.00 0.00 -0.00 -0.00 �(T Live/S4 0.19 0.00 0.00 0.00 0.00 -0.00 -0.00 Ul 0.26 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 0.53 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 0.54 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 0.21 0.00 0.00 0.00 0.00 0.00 0.00 U2/Sl 0.23 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 0.22 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 0.52 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 0.54 0.00 0.00 0.00 0.00 0.00 0.00 Sum SELF 35.70 0.00 0.00 0.00 0.00 0.00 0.00 Dead 1.12 0.00 0.00 0.00 0.00 0.00 0.00 Live/All 1.12 0.00 0.00 0.00 0.00 0.00 0.00 Live/Odd 0.79 0.00 0.00 0.00 0.00 0.00 0.00 Live/Even 0.33 0.00 0.00 0.00 0.00 0.00 0.00 Live/S1 0.33 0.00 0.00 0.00 0.00 0.00 0.00 Live/S2 0.66 0.00 0.00 0.00 0.00 0.00 0.00 Live/S3 0.79 0.00 0.00 0.00 0.00 0.00 0.00 Live/S4 0.46 0.00 0.00 0.00 0.00 0.00 0.00 Ul 1.57 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 3.15 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 2.62 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 1.88 0.00 0.00 0.00 0.00 0.00 0.00 U2/Sl 1.88 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 2.41 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 2.62 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 2.09 0.00 0.00 0.00 0.00 0.00 0.00 •••• • •••• •••••• •• • •••• • •••••• • • • ••••0006 • •••••• • • •••••• • • •••••• •••• • • •• •• •• • •••••• pcaSlab v2.00 © Portland Cement Association 06-06-2016, 01:14:46 PM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB3.slb Page 1 0000000 000000 00000 00000000 00000000 0000000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0000000 00000 0000000 00 00 0000000 00000 00 00 00 00 00 00 00000000 00 00 00 000000 00 00 000000 0 0 00000000 00 00000 00 00 00 0 00 00 0000 00 0 00 00 000000 00 000000 000000 0000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0 00 00 00 00 000000 000 00000 0 00000 pcaSlab v2.00 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2006, Portland Cement Association All rights reserved Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaSlab computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaSlab program. Although PCA has endeavored to •••• produce pcaSlab error free the program is not and cannot be certified • • • • infallible. The final and only responsibility for analysis, design and • • • •••• •••••• engineering documents is the licensees. Accordingly, PCA disclaims all '• ' �•• •• responsibility in contract, negligence or other tort for any analysis, •• •••�•• •� • ••••�• design or engineering documents prepared in connection with the use of •••••• • the pcaSlab program. •000 •••••� • • • •••••• • • •••• • ••••• • • [11 INPUT ECHO •• •• �� ---------------------------------------------------------------------------- •••••• General Information: • • • • • •••••• File name: \\Server\office\pca\BURKHARDT\SLAB3.slb •••� •••••• Project: BURKHARDT •••• • • • • • Frame: SLAB3 UPPER ROOF •• • Engineer: JM Code: ACI 318-05 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 4 Floor System: Two -Way Live load pattern ratio = 100% Minimum free edge for punching shear = 4 times slab thickness Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Material Properties: -------------------- -------------------- S1abslBeams Columns ------------ _-_____,____ we = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi :r = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB3.slb Reinforcement Database: 06-06-2016, 01:14:46 PM Page 2 Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb ------------ #3 -------- 0.38 -------- 0.11 0.38 ------------ #4 -------- 0.50 -------- 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 Span Data: Slabs: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin 1 Int 18.250 7.00 6.000 6.000 6.93 2 Int 9.170 7.00 6.000 6.000 4.00 3 Int 12.580 7.00 6.000 6.000 4.67 Support Data: Columns: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b ------------ 1 0.00 -------- 0.00 -------- 0.000 ---------------- 8.00 60.00 2 0.00 0.00 0.000 14.00 14.00 3 0.00 0.00 0.000 14.00 14.00 4 0.00 0.00 0.000 8.00 60.00 Boundary Conditions: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned 3 0 0 Pinned Pinned 4 0 0 Pinned Pinned Load Data: Load Cases and Combinations: Case SELF Dead Live Type DEAD DEAD LIVE U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Span Loads: Span Case Wa La Line Loads - Wa I Wb (lb/ft), La I Lb (ft): 1 Dead 30 0 3 Dead 30 0 2 Dead 30 0 3 Live 30 0 2 Live 30 0 1 Live 30 0 Support Loads - Fz (kip), My (k-ft): Supp ---- Case -------------------- Fz ------------ My 1 SELF 0 0 2 SELF 0 0 3 SELF 0 0 4 SELF 0 0 1 Live 0 0 2 Live 0 0 3 Live 0 0 4 Live 0 0 Support Displacements - D (in), R (rad): Supp Case D R 1 SELF _-----0------------ 2 SELF 0 0 3 SELF 0 0 4 SELF 0 0 1 Live 0 0 2 Live 0 0 3 Live 0 0 4 Live 0 0 Hb Red% 10.000 0 10.000 0 10.000 0 10.000 0 Wb Lb 30 18.25 30 12.58 30 9.17 30 12.58 30 9.17 30 18.25 • •••• •••••• •••••• •• • • • •••• • ••••• •••••• • • •••• • • ••••• •• •• • • • •• • •••••• •••••• •••••• •• • •••• •••••• • • •• • pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB3.slb Reinforcement Criteria: 06-06-2016, 01:14:46 PM Page 3 Top bars_ _Bottom bars_ Stirrups Min Max Min ------- Max Min ------- ------- Max ------- Slabs and Ribs: ------- ------- Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 1.00 1.00 in Beams: Bar Size #5 #8 #5 #8 #3 #4 Bar spacing 1.00 18.00 1.00 18.00 6.00 18.00 in Reinf ratio 0.33 1.30 0.33 1.30 % Cover 2.50 2.50 in Side cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs 2 6 [21 DESIGN RESULTS* ---------------------------------------- *Unless otherwise noted, all results are in the direction of analysis only. Another analysis in the perpendicular direction has to be carried out for two-way slab systems. Top Reinforcement: ------------------ ------------------ Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Strip Zone ---- ------ -------------- Width ------------ Mmax -------- Xmax -------- AsMin -------- AsMax -------- SpReq -------- AsReq Bars ------- 1 Column Left 6.00 0.00 0.333 0.000 7.478 0.000 0.000 --- Middle 6.00 0.00 9.000 0.000 7.478 0.000 0.000 --- �••••• " '• Right 4.59 26.67 17.667 0.693 5.714 9.170 1.162 • 6-#4 •• • •••• Middle Left 6.00 -0.00 0.333 0.000 7.478 0.000 0.Q00 --- • • • Middle 6.00 0.00 9.000 0.000 7.478 0.000 0.000 :•• --- �• Right 7.42 8.89 17.667 1.121 9.241 12.711 0.3,i6" " 7-#4 *50 2 Column Left 4.59 29.30 0.583 0.693 5.714 9.170 1.1Zl•••6-#4; " " ' Middle 4.59 14.12 3.384 0.693 5.714 13.755 0.;jj. Right 4.59 9.52 8.587 0.693 5.714 13.755 .�4-#4 0.371 •4-#4• ••�� • • Middle Left 7.42 9.77 0.583 1.121 9.241 12.711 0.980•••7-#4 *50 Middle 7.42 4.71 3.384 1.121 9.241 12.711 0.:83* ; 7-#4• *5 • Right 7.42 3.17 8.587 1.121 9.241 12.711 0.123 7-#4••i•5••• • 3 Column Left 4.59 6.45 0.583 0.693 5.714 13.755 0.251 • 4-#4�••�•� Middle 6.00 0.00 6.415 0.000 7.478 0.000 0.000 --- •• • Right 6.00 0.00 12.247 0.000 7.478 0.000 0.000 --- Middle Left 7.42 2.15 0.583 1.121 9.241 12.711 0.083 7-#4 *5 Middle 6.00 0.00 6.415 0.000 7.478 0.000 0.000 --- Right 6.00 -0.00 12.247 0.000 7.478 0.000 0.000 --- NOTES: *5 - Number of bars governed by maximum allowable spacing. Top Bar Details: ---------------- ---------------- Units: Length (ft) Left Continuous_ Right _ Span Strip Bars Length Bars Length Bars Length Bars Length Bars Length ---- -------------------- 1 Column --- ------- --- ------- ------- --- ------- ------- 4-#4 -------------- 6.30 ------- 2-#4 4.05 Middle --- --- --- 7-#4 4.40 --- 2 Column 2-#4 3.22 --- 4-#4 9.17 --- --- Middle --- --- 7-#4 9.17 --- --- 3 Column 4-#4 4.43 --- --- --- --- Middle 7-#4 3.15 --- --- --- --- Bottom Reinforcement: --------------------- --------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Strip Width ---- -------------------------- Mmax Xmax -------- AsMin ---------------- AsMax SpReq -------- AsReq --------------- Bars 1 Column 6.00 25.53 7.514 0.907 7.478 12.000 1.008 6-#4 Middle 6.00 17.02 7.514 0.907 7.478 12.000 0.667 6-#4 *5 2 Column 4.59 0.00 0.000 0.000 5.714 0.000 0.000 --- pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB3.slb 06-06-2016, 01:14:46 PM Page 4 Middle 7.42 0.00 0.000 0.000 9.241 0.000 0.000 3 Column 6.00 13.84 7.035 0.907 7.478 12.000 0.541 Middle 6.00 9.23 7.035 0.907 7.478 12.000 0.359 NOTES: *5 - Number of bars governed by maximum allowable spacing. Bottom Bar Details: ------------------- ------------------- Units: Start (ft), Length (ft) Long Bars Short Bars Span Strip ------------------ Bars ------- Start Length ------- Bars Start -------------- Length ------- 1 Column 6-#4 0.00 18.25 --- Middle 5-#4 0.00 18.25 1-#4 2.74 12.77 2 Column --- --- Middle --- --- 3 Column 6-#4 0.00 12.58 --- Middle 5-#4 0.00 12.58 1-#4 1.89 8.81 Flexural Capacity: Units: x (ft), As (in^2), PhiMn (k-ft) Span Strip x ASTop ASBot PhiMn- PhiMn+ ---- --------------- 1 Column 0.000 ----- 0.00 ----------------- 1.20 ------------ 0.00 30.26 0.333 0.00 1.20 0.00 30.26 6.400 0.00 1.20 0.00 30.26 9.125 0.00 1.20 0.00 30.26 11.600 0.00 1.20 0.00 30.26 11.946 0.00 1.20 0.00 30.26 12.946 0.80 1.20 -20.24 30.26 14.199 0.80 1.20 -20.24 30.26 15.199 1.20 1.20 -30.01 30.26 17.667 1.20 1.20 -30.01 30.26 18.250 1.20 1.20 -30.01 30.26 Middle 0.000 0.00 1.00 0.00 25.32 0.333 0.00 1.00 0.00 25.32 2.737 0.00 1.00 0.00 25.32 3.737 0.00 1.20 0.00 30.26 6.400 0.00 1.20 0.00 30.26 9.125 0.00 1.20 0.00 30.26 11.600 0.00 1.20 0.00 30.26 13.853 0.00 1.20 0.00 30.26 14.512 0.92 1.20 -23.52 30.26 14.853 1.40 1.13 -35.35 28.58 15.512 1.40 1.00 -35.35 25.32 17.667 1.40 1.00 -35.35 25.32 18.250 1.40 1.00 -35.33 25.32 2 Column 0.000 1.20 0.00 -30.01 0.00 0.583 1.20 0.00 -30.01 0.00 2.225 1.20 0.00 -30.01 0.00 3.225 0.80 0.00 -20.24 0.00 3.384 0.80 0.00 -20.24 0.00 4.585 0.80 0.00 -20.24 5.785 0.80 0.00 -20.24 0.00 8.567 0.80 0.00 -20.24 0.00 9.170 0.80 0.00 -20.24 0.00 Middle 0.000 1.40 0.00 -35.35 0.00 0.583 1.40 0.00 -35.35 0.00 3.384 1.40 0.00 -35.35 0.00 4.585 1.40 0.00 -35.35 0.00 5.785 1.40 0.00 -35.35 0:00 8.587 1.40 0.00 -35.35 0.00. 9.170 1.40 0.00 -35.35 0.00 3 Column 0.000 0.80 1.20 -20.24 30.26 0.583 0.80 1.20 -20.24 30.26 3.433 0.80 1.20 -20.24 30.26 4.433 0.00 1.20 0.00 30.26 4.665 0.00 1.20 0.00 30.26 6.290 0.00 1.20 0.00 30.26 8.165 0.00 1.20 0.00 30.26 12.247 0.00 1.20 0.00 30.26 12.580 0.00 1.20 0.00 30.26 Middle 0.000 1.40 1.00 -35.35 25.32 0.583 1.40 1.00 -35.35 25.32 1.887 1.40 1.00 -35.35 25.32 2.150 1.40 1.05 -35.35 26.62 6-#4 *5 6-#4 *5 1i1 t pcaSlab v2.00 C Portland Cement Association 06-06-2016, 01:14:46 PM Licensed to: G2 Consulting Group, Inc. License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB3.slb Page 5 2.887 0.37 1.20 -9.46 30.26 3.150 0.00 1.20 0.00 30.26 4.665 0.00 1.20 0.00 30.26 n j 6.290 0.00 1.20 0.00 30.26 "� J 8.165 0.00 1.20 0.00 30.26 9.693 0.00 1.20 0.00 30.26 10.693 0.00 1.00 0.00 25.32 12.247 0.00 1.00 0.00 25.32 12.580 0.00 1.00 0.00 25.32 Slab Shear -------------------- Capacity: -------------------- Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span ------------ b d Vratio PhiVc ---------------------------------------- Vu ------------ Xu 1 144.00 5.75 1.000 78.55 14.64 17.19 2 144.00 5.75 1.000 78.55 8.62 1.06 3 144.00 5.75 1.000 78.55 9.06 1.06 Flexural ------------------------------------------------------------ Transfer of Negative Unbalanced Moment at Supports: ------------------------------------------------------------ Units: Width (in), Munb (k-ft), As (in^2) Supp ------------ Width GammaF*Munb Comb Pat AsReq ------------ ---- -------------------- AsProv Additional --------------- Bars 1 81.00 0.00 U1 All 0.000 0.000 --- 2 35.00 0.00 U1 All 0.000 0.763 --- 3 35.00 0.00 U1 All 0.000 0.509 --- 4 81.00 0.00 U1 All 0.000 0.000 --- Flexural ------------------------------------------------------------ Transfer of Positive Unbalanced Moment at Supports: ------------------------------------------------------------ Units: Width (in), Munb (k-ft), As (in^2) Supp Width GammaF*Munb Comb Pat AsReq AsProv Additional Bars ------------ ------------ ---- -------------------- --------------- ••+• 1 81.00 0.00 U1 All 0.000 1.200 --- ••••�• ��•�• 2 35.00 0.00 U1 All 0.000 0.000 --- �•� •� • • 3 35.00 0.00 U1 All 0.000 0.000 --- + • • 4 81.00 0.00 U1 All 0.000 1.200 --- •••••• hunching Shear Around Columns_ � • � � ��•••� Units: Vu (kip), Munb (k-ft), vu (psi), Phi*vc (psi) • • Supp Vu vu Munb Comb Pat GammaV vu Phi*vc •••••• • . •••• • � • ••••• ---------------- -------------------- ---- ---- -------------- -------- •• •• •• • 1 10.97 25.2 -5.64 U1 All 0.176 88.2 120.2 +••••• • 2 26.15 61.0 0.00 U1 All 0.400 61.0 189.7 • 3 13.98 32.6 -0.00 U1 All 0.400 32.6 189.7 • •••••• �� 4 7.98 18.4 4.10 U1 All 0.176 64.1 120.2 ' ' • • • Deflections: Section ------------------ properties Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie --------------- 1 ----------- ------ ----------- 4116 4116 Middle 4116 ----------- 456 -------- -------- 46.49 30.39 ----------- 4116 ------------------- 31.24 4116 Right 4116 489 46.49 -31.98 4116 -32.87 4116 2 4116 4116 Left 4116 489 46.49 -31.98 4116 -32.87 4116 Middle 4116 4116 46.49 0.00 4116 0.00 4116 Right 4116 423 46.49 -10.40 4116 -10.69 4116 3 4116 4116 Left 4116 423 46.49 -10.40 4116 -10.69 4116 Middle 4116 456 46.49 16.48 4116 16.94 4116 Maximum Instantaneous Deflections - Direction of Analysis --------------------------------------------------------- Units: D (in), Ig (in^4) Frame Strips Span ------------ Ddead Dlive -------- Dtotal -------- Strip ------------------- Ig LDF ------ Ratio ------ Ddead -------- Dlive -------- Dtotal -------- 1 0.099 0.003 0.102 Column 2058 0.738 1.475 0.146 0.004 0.150 Middle 2058 0.262 0.525 0.052 0.001 0.053 2 -0.014 -0.000 -0.014 Column 1572.66 0.675 1.767 -0.024 -0.001 -0.025 Middle 2543.35 0.325 0.526 -0.007 -0.000 -0.007 3 0.027 0.001 0.028 Column 2058 0.738 1.475 0.040 0.001 0.041 Middle 2058 0.262 0.525 0.014 0.000 0.015 Maximum Long-term Deflections - Direction of Analysis ----------------------------------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB3.slb 06-06-2016, 01:14:46 PM Page 6 Column Strip Middle Strip_ Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal Dsust Lambda Dcs Dcs+lu ------------ ---------------------------------------------- ---------------------- 1 0.147 2.000 0.294 0.297 0.298 0.444 0.052 2.000 0.104 0.106 2 -0.025 2.000 -0.049 -0.050 -0.050 -0.074 -0.007 2.000 -0.015 -0.015 3 0.041 2.000 0.081 0.082 0.082 0.123 0.014 2.000 0.029 0.029 N Material Takeoff: Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 141.1 lb <=> 3.53 lb/ft <=> 0.294 lb/ft^2 Bottom Bars: 241.0 lb <=> 6.02 lb/ft <=> 0.502 lb/ft^2 Stirrups: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Total Steel: 382.0 lb <=> 9.55 lb/ft <=> 0.796 lb/ft^2 Concrete: 280.0 ft^3 <=> 7.00 ft^3/ft <=> 0.583 ft^3/ft^2 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Dcs+l Dtotal ------ 0.106 -------- 0.158 -0.015 -0.022 0.029 0.044 Case/Patt Joint Far Ends Supp Comb/Patt ---------------------- P[axial] ------------ P[spring] ------------ Mb[top] Ma[bottom] ------------------------ M[spring] Mb[bottom] Ma[top] ------------------------ ---- 1 SELF 7.88 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 0.23 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 0.23 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.23 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.23 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 0.22 0.00 0.00 0.00 0.00 -0.00 • " " • -0.00 Live/S3 -0.00 0.00 0.00 0.00 0.00 •••• : -0.0000099 Live/S4 0.00 0.00 0.00 0.00 0.00 6%0.00 •• •0.00 •••• -0.00 ' • Ul 0.32 0.00 0.00 0.00 0.00 • • • •••••• •• • • 0.00 • 0.0t••••• U2/All 0.63 0.00 0.00 0.00 0.00 " " 0.00 ' 0.0:0000 • U2/Odd 0.64 0.00 0.00 0.00 0.00 •'•• 0.00 • • 0.00 • U2/Even 0.26 0.00 0.00 0.00 0.00 -••••-0.00 " " ' 0.4069• U2/Sl 0.63 0.00 0.00 0.00 0.00 ...... 0.00 0.00o• U2/S2 0.62 0.00 0.00 0.00 0.00 •••• • 00.00 • • • G.OU�0• U2/S3 0.27 0.00 0.00 0.00 0.00 " " 0.00 " • 0. W•••• U2/S4 0.28 0.00 0.00 0.00 0.00 0009000.00 • 0.00 0• 2 SELF 18.39 0.00 0.00 0.00 0.00 • •-0.00:0•••• -0.00 Dead 0.53 0.00 0.00 0.00 0.00 • • r0.00 -O.OA • •••• Live/All 0.53 0.00 0.00 0.00 0.00 " t0.00�0000• -0.010 • Live/Odd 0.39 0.00 0.00 0.00 0.00 -0.00 •• • -0.00 Live/Even 0.14 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.43 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 0.57 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 0.09 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S4 -0.05 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 0.74 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 1.47 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 1.25 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 0.85 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 1.33 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 1.55 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 0.78 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 0.55 0.00 0.00 0.00 0.00 0.00 0.00 3 SELF 9.93 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 0.28 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 0.28 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.13 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.15 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Sl -0.13 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 0.02 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 0.41 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S4 0.26 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 0.40 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 0.79 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 0.56 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 0.58 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 0.14 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 0.38 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 1.00 0.00 0.00 0.00 0.00 0.00 0.00 pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB3.slb U2/S4 0.76 0.00 0.00 0.00 0.00 4 SELF 5.80 0.00 0.00 0.00 0.00 Dead 0.17 0.00 0.00 0.00 0.00 Live/All 0.17 0.00 0.00 0.00 0.00 Live/Odd 0.17 0.00 0.00 0.00 0.00 Live/Even -0.01 0.00 0.00 0.00 0.00 Live/S1 0.01 0.00 0.00 0.00 0.00 Live/S2 0.01 0.00 0.00 0.00 0.00 Live/S3 0.15 0.00 0.00 0.00 0.00 Live/S4 0.16 0.00 0.00 0.00 0.00 Ul 0.23 0.00 0.00 0.00 0.00 U2/All 0.46 0.00 0.00 0.00 0.00 U2/Odd 0.48 0.00 0.00 0.00 0.00 U2/Even 0.18 0.00 0.00 0.00 0.00 U2/Sl 0.22 0.00 0.00 0.00 0.00 U2/S2 0.21 0.00 0.00 0.00 0.00 U2/S3 0.44 0.00 0.00 0.00 0.00 U2/S4 0.46 0.00 0.00 0.00 0.00 Sum SELF 42.00 0.00 0.00 0.00 0.00 Dead 1.20 0.00 0.00 0.00 0.00 Live/All 1.20 0.00 0.00 0.00 0.00 Live/Odd 0.92 0.00 0.00 0.00 0.00 Live/Even 0.28 0.00 0.00 0.00 0.00 Live/S1 0.55 0.00 0.00 0.00 0.00 Live/S2 0.82 0.00 0.00 0.00 0.00 Live/S3 0.65 0.00 0.00 0.00 0.00 Live/S4 0.38 0.00 0.00 0.00 0.00 U1 1.68 0.00 0.00 0.00 0.00 U2/All 3.36 0.00 0.00 0.00 0.00 U2/Odd 2.92 0.00 0.00 0.00 0.00 U2/Even 1.88 0.00 0.00 0.00 0.00 U2/S1 2.32 0.00 0.00 0.00 0.00 U2/S2 2.76 0.00 0.00 0.00 0.00 U2/S3 2.48 0.00 0.00 0.00 0.00 U2/S4 2.04 0.00 0.00 0.00 0.00 06-06-2016, 01:14:46 PM Page 7 J $ -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 �j2i -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB4.slb 06-06-2016, 01:13:47 PM Page 1 0000000 000000 00000 00000000 00000000 0000000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0000000 00000 0000000 00 00 0000000 00000 00 00 00 00 00 00 00000000 00 00 00 000000 00 00 000000 0 0 00000000 00 00000 00 00 00 0 00 00 0000 00 0 00 00 000000 00 000000 000000 0000 00 00 00 00 00 00 00 00 00 00 00 00000000 00 0 00 00 00 00 000000 000 00000 0 00000 pcaSlab v2.00 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems ----------------------- Copyright © 2003-2006, Portland Cement Association All rights reserved Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaSlab computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaSlab program. Although PCA has endeavored to produce pcaSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaSlab program. 212 a�ga��-=-�aa��ac-�asaa=a-----�sca��amaa====�=-s�mm�v�-��=====��a:===='SEa=====__=====m'Pm--F== • •••• •••••• [11 INPUT ECHO • • •• ' • •••••• • •• • •••••• General Information: ••• " ' • • • File name: \\Server\office\pca\BURKHARDT\SLAB4.slb • • •••••• Project: BURKHARDT •��• ••��• Frame: SLAB4UPPER ROOF •••••• � � •••• • • • ••••• Engineer: JM " •• •• • •••••• Code: ACI 318-05 •••••• • • • Reinforcement Database: ASTM A615 • • • Mode: Design • • •••.•• •••••• Number of supports = 4 •'• • �••••� Floor System: Two -Way •• • •••. • • Live load pattern ratio = 100% �� • Minimum free edge for punching shear = 4 times slab thickness Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Material Properties: SlabslBeams Columns we ------------ = 150 -_---____-_- 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB4.slb Reinforcement Database: 06-06-2016, 01:13:47 PM Page 2 Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size ------------ #3 -------- 0.38 -------- 0.11 0.38 ---- #4 #5 0.63 0.31 1.04 #6 #7 0.88 0.60 2.04 #8 #9 1.13 1.00 3.40 #10 #11 1.41 1.56 5.31 #14 #18 2.26 4.00 13.60 Span Data: Db Ab Wb 2 1, 3 ------------ 0.50 -------- 0.20 0.67 0.75 0.44 1.30 1.00 0.79 2.67 1.27 1.27 4.30 1.69 2.25 7.65 Slabs: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin ____ 1 -___ Int -------- 18.250 -------- -------- 7.00 -------- 6.000 -------- 8.000 6.93 2 Int 9.170 7.00 6.000 8.000 4.00 3 Int 12.580 7.00 6.000 8.000 4.67 Support Data: Columns: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp ------------ cla -------- c2a Ha -------- clb ---------------- c2b -------- Hb Red% ---- 1 0.00 0.00 0.000 8.00 60.00 10.000 0 2 0.00 0.00 0.000 14.00 14.00 10.000 0 3 0.00 0.00 0.000 14.00 14.00 10.000 0 4 0.00 0.00 0.000 8.00 60.00 10.000 0 Boundary Conditions: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned 3 0 0 Pinned Pinned 4 0 0 Pinned Pinned 'oad Data: Load Cases and Combinations: Case SELF Dead Live Type DEAD DEAD LIVE U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Span Loads: Span Case Wa La Line Loads - Wa I Wb (lb/ft), La I Lb (ft): 1 Dead 30 0 3 Dead 30 0 2 Dead 30 0 3 Live 30 0 2 Live 30 0 1 Live 30 0 Support Loads - Fz (kip), My (k-ft): Supp Case Fz My 1 SELF 0 0 2 SELF 0 0 3 SELF 0 0 4 SELF 0 0 1 Live 0 0 2 Live 0 0 3 Live 0 0 4 Live 0 0 Support Displacements - D (in), R (rad): Supp Case D R 1 SELF 0 0 2 SELF 0 0 3 SELF 0 0 4 SELF 0 0 1 Live 0 0 - 2 Live 0 0 3 Live 0 0 4 Live 0 0 Wb Lb 30 18.25 30 12.58 30 9.17 30 12.58 30 9.17 30 18.25 pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB4.slb Reinforcement Criteria: ----------------------- Top bars_ _Bottom bars_ Stirrups_ Min Max-- --Min-- --Max-- --MinMax - ---- Slabs and Ribs: Bar Size #4 #8 #4 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 1.00 1.00 in Beams: Bar Size #5 #8 #5 #8 Bar spacing 1.00 18.00 1.00 18.00 Reinf ratio 0.33 1.30 0.33 1.30 % Cover 2.50 2.50 in Side cover 1.50 1.50 in Layer dist. 1.00 1.00 in No. of legs #3 #4 6.00 18.00 in 2 6 [21 DESIGN RESULTS - * Unless otherwise noted, all results are in the direction of analysis only. Another analysis in the perpendicular direction has to be carried out for two-way slab systems. Top Reinforcement: ------------------ ------------------ Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) 06-06-2016, 01:13:47 PM Page 3 Span Strip Zone Width Mmax Xmax AsMin -------- ASMax -------- SpReq -------- AsReq Bars ------- ---- 1 ------ Column -------------- Left ------------ 7.00 -------- 0.00 -------- 0.333 0.000 8.724 0.000 0.000 --- Middle 7.00 0.00 9.000 0.000 8.724 0.000 0.000 --- Right 4.59 30.99 17.667 0.693 5.714 7.860 1.240 7-#4 Middle Left 7.00 -0.00 0.333 0.000 8.724 0.000 0.000 --- Middle 7.00 0.00 9.000 0.000 8.724 0.000 0.000 --- Right 9.41 10.33 17.667 1.424 11.734 12.553 0.401 9-#4 *5 2 Column Left 4.59 34.05 0.583 0.693 5.714 7.860 1.368 7-#4 Middle 4.59 16.41 3.384 0.693 5.714 13.755 0.646 4-#4 Right 4.59 11.07 8.587 0.693 5.714 13.755 0.433 4-#4 Middle Left 9.41 11.35 0.583 1.424 11.734 12.553 0.441 9-#4 •'�•'• Middle 9.41 5.47 3.384 1.424 11.734 12.553 0.2-12 • 9-#4 +tG•• Right 9.41 3.69 8.587 1.424 11.734 12.553 0.14.3•• :9-#4 ;5•• 3 Column Left 4.59 7.49 0.583 0.693 5.714 13.755 0.292 i•�4-#4 •• • Middle 6.14 0.00 6.415 0.000 7.659 0.000 0.TV'•' --- • Right 6.14 0.00 12.247 0.000 7.659 0.000 0.0"•• --- • • • • •••••• Middle Left 9.41 2.50 0.583 1.424 11.734 12.553 0'4�7 9-#4 *5 Middle 7.86 0.00 6.415 0.000 9.790 0.000 0.00 V e:---••'�'� Right 7.86 -0.00 12.247 0.000 9.790 0.000 0.000•• --- •• • NOTES: �•'�•� • *5 - Number of bars governed by maximum allowable spacing. • • Top Bar Details: • • • Units: Length (ft) •••• i Left Right Span Strip Bars _Continuous Length Bars Length Bars Length Bars Length ------- Bars Length ------- ---- 1 ------ Column ------- --- -------------- --- ------- ------- --- ------- ------- 4-#4 ------- 6.30 3-#4 4.05 Middle --- --- --- 9-#4 4.40 --- 2 Column 3-#4 3.22 --- 4-#4 9.17 --- --- Middle --- --- 9-#4 9.17 --- --- 3 Column 4-#4 4.43 --- --- --- --- Middle 9-#4 3.15 --- --- --- --- Bottom Reinforcement: --------------------- --------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span ----- Strip Width Mmax ------------ Xmax -------- AsMin ---------------- ASMax SpReq -------- AsReq --------------- Bars 1 ------ Column -------- 7.00 29.67 7.514 1.058 8.724 14.000 1.172 6-#4 Middle 7.00 19.78 7.514 1.058 8.724 14.000 0.775 6-#4 2 Column 4.59 0.00 0.000 0.000 5.714 0.000 0.000 --- 22q pcaSlab v2.00 © Portland Cement Association 06-06-2016, Ul:iJ:4/ rM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 4 \\Server\office\pca\BURKHARDT\SLAB4.slb Page Middle 9.41 0.00 0.000 0.000 11.734 0.000 0.000 --- 3 Column 6.14 16.09 7.035 0.929 7.659 12.290 0.630 6-#4 *5 Middle 7.86 10.72 7.035 1.188 9.790 13.466 0.417 7-#4 *5 •L ,QTES : - Number of bars governed by maximum allowable spacing. Bottom Bar Details: Units: Start (ft), Length (ft) Long Bars Short Bars Span Strip Bars -------------- Start Length ------- Bars Start -------------- Length ------- ----------- 1 Column 6-#4 0.00 18.25 --- Middle 6-#4 0.00 18.25 --- 2 Column --- --- Middle --- --- 3 Column 6-#4 0.00 12.58 --- Middle 6-#4 0.00 12.58 1-#4 1.89 8.81 Flexural Capacity: Units x (ft), As (in^2), PhiMn (k-ft) Span Strip x AsTop AsBot ----------------- PhiMn------PhiMn+ - ---- ------ 1 Column --------- ----- 0.000 0.00 1.20 0.00 30.37 0.333 0.00 1.20 0.00 30.37 6.400 0.00 1.20 0.00 30.37 9.125 0.00 1.20 0.00 30.37 11.600 0.00 1.20 0.00 30.37 11.946 0.00 1.20 0.00 30.37 12.946 0.80 1.20 -20.24 30.37 14.199 0.80 1.20 -20.24 30.37 15.199 1.40 1.20 -34.81 30.37 17.667 1.40 1.20 -34.81 30.37 18.250 1.40 1.20 -34.81 30.37 .� Middle 0.000 0.00 1.20 0.00 30.37 0.333 0.00 1.20 0.00 30.37 6.400 0.00 1.20 0.00 30.37 9.125 0.00 1.20 0.00 30..37 11.600 0.00 1.20 0.00 30.37 13.853 0.00 1.20 0.00 30.37 14.853 1.80 1.20 -45.44 30.37 •••• 17.667 1.80 1.20 -45.44 30.37 • • • •••• •••••• 18.250 1.80 1.20 -45.44 30.37 • • • �• • �•�• • 2 Column 0.000 1.40 0.00 -34.81 0.00 •••••• •• • • . •••••• 0.583 1.40 0.00 -34.81 0.00 •••••• • • 2.225 1.40 0.00 -34.81 0.00 •••• • •••••• 3.225 0.80 0.00 -20.24 0.00 •••• • 3.384 0.80 0.00 -20.24 0.00 ••••• 4.585 0.80 0.00 -20.24 0.00 •••••• •••• ••i••• • • • • • 5.785 0.80 0.00 -20.24 0.00 •• •• •• • •••••• 8.587 0.80 0.00 -20.24 0.00 ••.••� • • • 9.170 0.80 0.00 -20.24 0.00 • • • Middle 0.000 1.80 0.00 -45.44 0.00 • •••••• 0.583 1.80 0.00 -45.44 0.00 ••• • • • 3.384 1.80 0.00 -45.44 0.00 •• • •••••• 4.585 1.80 0.00 -45.44 0.00 • • • 5.785 1.80 0.00 -45.44 0.00 8.587 1.80 0.00 -45.44 0.00 9.170 1.80 0.00 -45.44 0.00 3 Column 0.000 0.80 1.20 -20.24 30..27 0.583 0.80 1.20 -20.24 30.27 3.433 0.80 1.20 -20.24 30.27 4.433 0.00 1.20 0.00 30.27 4.665 0.00 1.20 0.00 30.27 6.290 0.00 1.20 0.00 30.27 8.165 0.00 1.20 0.00 30.27 12.247 0.00 1.20 0.00 30.27 12.580 0.00 1.20 0.00 30.27 Middle 0.000 1.80 1.20 -45.44 30.44 0.583 1.80 1.20 -45.44 30.44 1.887 1.80 1.20 -45.44 30.44 2.150 1.80 1.25 -45.44 31.75 2.887 0.47 1.40 -12.16 35.40 3.150 0.00 1.40 0.00 35.40 4.665' 0.00 1.40 0.00 35.40 6.290 0.00 1.40 0.00 35.40 pcaSlab v2.00 © Portland Cement Association Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 \\Server\office\pca\BURKHARDT\SLAB4.slb 06-06-2016, 01:13:47 PM Page 5 8.165 0.00 1.40 0.00 35.40 9.693 0.00 1.40 0.00 35.40 10.693 0.00 1.20 0.00 30.44 12.247 0.00 1.20 0.00 30.44 12.580 0.00 1.20 0.00 30.44 Shear Capacity: Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc ------------------------ Vu ------------ Xu ------------ 1 ---------------- 168.00 5.75 1.000 91.64 17.02 17.19 2 168.00 5.75 1.000 91.64 10.02 1.06 3 168.00 5.75 1.000 91.64 10.53 1.06 Flexural Transfer of Negative Unbalanced Moment at Supports: -------------------------------------- Units: Width (in), Munb (k-ft), As (in^2) Supp Width GammaF*Munb Comb Pat AsReq ---- -------------------- AsProv Additional Bars --------------- ------------ 1 ------------ 81.00 0.00 Ul All 0.000 0.000 --- 2 35.00 0.00 Ul All 0.000 0.891 --- 3 35.00 0.00 U1 All 0.000 0.509 --- 4 81.00 0.00 U1 All 0.000 0.000 --- Flexural Transfer of Positive Unbalanced Moment at Supports: Units: Width (in), Munb (k-ft), As (in^2) Supp Width GammaF*Munb Comb Pat AsReq ---- -------------------- AsProv Additional Bars --------------- ------------ 1 ------------ 81.00 0.00 U1 All 0.000 1.157 --- 2 35.00 0.00 U1 All 0.000 0.000 --- 3 35.00 0.00 U1 All 0.000 0.000 --- 4 81.00 0.00 U1 All 0.000 1.200 --- Punching Shear Around Columns: Units: Vu (kip), Munb (k-ft), vu (psi), Phi*vc (psi) Supp Munb Comb Pat GammaV-----vu - - Phi*vc ------- ---- ----------Vu 1 ------vu------- ---- ---- 12.81 29.5 -6.59 U1 All ------ 0.176 103.0 120.2 2 30.45 71.0 -0.00 U1 All 0.400 71.0 189.7 3 16.30 38.0 -0.00 Ul All 0.400 38.0 189.7 4 9.33 21.5 4.80 U1 All 0.176 75.0 120.2 Deflections: Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone 1 4802 4802 Middle Right 2 4802 4802 Left Middle Right 3 4802 4802 Left Middle z. 26 •• • •••• • • •••••• • • • •• • • •••••• ••4LMd Level • . • Dead •••• Degd+Live•••••• Ig Icr Mcr Mmax ••••fit *WMK•• �• -------- -------- ----------- ------ - ----- -A.aa•• 4802 466 54.23 35.32 **:t r 39.fl69 •��GZ• 4802 597 54.23 -37.17 of 49o02 -1$.dt • 4$ 2 4802 597 54.23 -37.17 ...JQ.V -38.05 48 V 4802 4802 54.23 0.00 • 48(2 0.0.0 48% 4802 499 54.23 -12.09 • 48042 -22i•-JE•• 0076ad• 4802 499 54.23 -12.09 16%2 -32.38 • 4802• 4802 499 54.23 19.15 ••4802 11a416 •4wf: Maximum Instantaneous Deflections - Direction of Analysis --------------------------------------------------------- Units: D (in), Ig (in^4) Frame Span Ddead Dlive -------- Dtotal Strip ------- "------------ Ig LDF ------ ---- 1 -------- 0.099 -------- 0.002 0.101 Column 2401 0.738 Middle 2401 0.262 2 -0.014 -0.000 -0.014 Column 1572.66 0.675 Middle 3229.34 0.325 3 0.027 0.001 0.028 Column 2107.73 0.738 Middle 2694.27 0.262 Maximum Long-term Deflections - Direction of Analysis Strips Ratio Ddead Dlive Dtotal -------------- 1.475 -------- 0.145 0.003 -------- 0.149 0.525 0.052 0.001 0.053 2.061 -0.028 -0.001 -0.029 0.483 -0.007 -0.000 -0.007 1.680 0.046 0.001 0.047 0.468 0.013 0.000 0.013 Time dependant factor for sustained loads = 2.000 Units: D (in) Column Strip Middle Strip Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal 1 0.146 2.000 0.292 0.295 0.296 0.441 0.052 2.000 0.104 0.105 0.105 0.157 pcaSlab v2.00 © Portland Cement Association 06-06-2016, 01:iJ: 41 rM Licensed to: G2 Consulting Group, Inc. , License ID: 52434-1010319-4-265A5-265A5 6 \\Server\office\pca\BURKHARDT\SLAB4.slb Page 2 -0.029 2.000 -0.057 -0.058 -0.058 -0.086 -0.007 2.000 -0.013 -0.014 -0.014 -0.020 3 0.046 2.000 0.092 0.093 0.093 0.139 0.013 2.000 0.026 0.026 0.026 0.039 Material Takeoff: e2 %'4 nforcement in the Direction of Analysis ---------------------------------------- Top Bars: 168.3 lb <_> 4.21 lb/ft <_> 0.300 lb/ft^2 Bottom Bars: 253.0 lb <_> 6.33 lb/ft <_> 0.452 lb/ft^2 Stirrups: 0.0 lb <_> 0.00 lb/ft <_> 0.000 lb/ft^2 Total Steel: 421.3 lb <_> 10.53 lb/ft <_> 0.752 lb/ft^2 Concrete: 326.7 ft^3 <_> 8.17 ft^3/ft <_> 0.583 ft^3/ft^2 ----------------------- [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Supp Comb/Patt P[axial] ------------ P[spring] Mb[top] -------------------------- 1 SELF 9.19 0.00 0.00 Dead 0.23 0.00 0.00 Live/All 0.23 0.00 0.00 Live/Odd 0.23 0.00 0.00 Live/Even -0.00 0.00 0.00 Live/S1 0.23 0.00 0.00 Live/S2 0.22 0.00 0.00 Live/S3 -0.00 0.00 0.00 Live/S4 0.00 0.00 0.00 Joint Far Ends Ma[bottom] M[spring] Mb[bottom]-----Ma[top] --- 0.00 0.00 -- -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 U1 0.32 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 0.63 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 0.64 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 0.26 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 0.63 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 0.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 0.27 0.00 0.00 U2/S4 0.28 0.00 0.00 0.00 0.00 0.00 2 SELF 21.45 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 0.53 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 0.53 0.00 0.00 0.00 0.00 -0.00 •••• .0.00 Live/Odd 0.39 0.00 0.00 0.00 0.00 • � 0.00 +•••••-0.00 -0.00'••++0 Live/Even 0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • • �0.00 •• -00.00 •••• -0.00 •• Live/S1 0.43 0.00 0.00 0.00 0.00 0.00 •••••-+0.00 •••• -0.0 • Live/S2 0.57 0.00 0.00 0.00 0.00 0+••0i0.00 -0.00 Live/S3 0.09 -0.05 0.00 0.00 0.00 0.00 • ••••-0.00 • -O.OQ••••• Live/S4 • • 0.74 0.00 0.00 0.00 0.00 •••• 0.00 • 0.09006• U1 U2/All 1.47 0.00 0.00 0.00 0.00 0•90660.00 ••• • 0.0 • - U2/Odd 1.25 0.00 0.00 0.00 0.00 ••0••00.00 • • • •• • 0.0 0.0t••••• U2/Even 0.85 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • • 0.00 • U2/S1 1.33 0.00 0.00 0.00 0.00 0.00 • •0.00 • 00.000 • • 0.OD••••• U2/S2 1.55 0.78 0.00 0.00 0.00 0.00 0.00 • • 0.00,••••• 0.0: • U2/S3 0.55 0.00 0.00 0.00 0.00 •••• : 0.00 •••• 0.0"*0.9 U2/S4 • • • 3 SELF 11.59 0.00 0.00 0.00 0.00 -0.00 •• • -0.00 Dead 0.28 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/All 0.28 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 Live/Odd 0.13 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 Live/Even 0.15 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 -0.13 0.02 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 Live/S3 0.41 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S4 0.26 0.00 0.00 0.00 0.00 -0.00 -0.00 U1 0.40 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 0.79 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 0.56 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 0.58 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 0.14 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 0.38 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 1.00 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 0.76 0.00 0.00 0.00 0.00 0.00 0.00 4 SELF 6.77 0.00 0.00 0.00 0.00 -0.00 -0.00 Dead 0.17 0.00 0.00 0.00 0.00 -0.00 -0.00 pcaSlab v2.00 © Portland Cement Association ID: 52434-101031 9-4-265A5-265A5 Vv VV Licensed to: G2 Consulting Group, Inc. License Page 7 \\Server\office\pca\BURKHARDT\SLAB4.slb Live/All 0.17 0.00 0.00 0.00 000 0.00 0.00 -0.00 -0.00 -0.00 -0.00 Live/Odd 0.17 0.00 0.00 0.00 0.00 . 0.00 0.00 -0.00 -0.00 Live/Even -0.01 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.01 0.00 0.00 000 . 0.00 -0.00 -0.00 Live/S2 0.15 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 0. 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S9 0.16 0.00 U1 0.23 0.00 0.00 0.00 0.00 0. 0.00 0.00 0.0000 0.00 U2/All 0.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 0.48 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 0.18 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 0.22 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 0.21 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 0.4444 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 0.46 0.00 Sum SELF 41.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Dead .20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live/All 1.20 0.00 0.00 0.00 0.00 0.00 0.00 Live/Odd 0.92 0.00 0.00 . 000 0.00 0.00 0.00 Live/Even 0.28 0.00 0.00 0.00 0.00 0.00 0.00 Live/S1 0.55 0.00 0.00 0.00 0.00 0.00 0.00 Live/S2 0.82 0.00 0.00 0.00 0.00 0.00 0.00 Live/S3 0. 0.00 0.00 0.00 0.00 0.00 0.00 Live/S4 0.38 0.00 U1 1.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 3.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 2.92 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 1.88 0.00 0.00 000 . 0.00 0.00 0.00 U2/S1 2.32 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 2.76 0.00 0.00 0.00 0.00 0.00 0.00 U2/S3 2.48 0.00 0.00 0.00 0.00 0.00 0.00 U2/S4 2.04 0.00 1 • • •••• •••••• •••••• • •• • •••••• •••c•• • • •••• • • •••••• • •*00000 •••• • ••••• •••••• • • •• •• •• • •••••• •••••• • • • • • • 0-000 • • w• • M1 G2 Consulting Group. Inc. Joaquin Montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC # 69969, CA 25882 DESIGN OF CONCRETE MASTER SUITE SLAB Job:BURU DTi Res Sheet No: f Calc by:JMDate:5/21/16 Check by:JM Date:5/21/16 -Max Positive Bending Reinforcement at direction x kip•ft Ultimate Max Positive Bending Moment at direction x MX„ := 8.343 ft Slab Design : First Criteria kip•ft f 4000 si ft Mxu :=fMT2 Mxu = 8.343• c •= P h := Tin Slab Thickness cover := lin d := h — cover Concrete Compression Strength d=6•in fy := 60ksi Steel Yield stress := 0.90 01 := 0.85 R .= MXu Rn = 0.06438 n �c fd2 2.36•Rn w f� := p = 0.00447 71 w = 0.06703 p fy 1.18 . . .... ...... Qlfc 0.319 pt = 0.01808 Pmin •= 0.001 .. . .... - y •••••• • •••• •••••• Preq = oo if p > Pt .... • max(P, Pmin) if P < Pt • •' • • • ' • •' . • .. • • _ Required Reinforcement Ratio Pre — 0.00447 4 • ""' As := Preq•d • • • .2 in As = 0.322• ft Using bars # 5 : as := 0.31in2 as spacing := Aspacing = 11.563•in s se reinforcement bar # 4@ 7"at bottom direction x G2 Consulting Group. Inc. Joaquin Montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC # 69969, CA 25882 DESIGN OF CONCRETE BED #2 SLAB -Max Positive Bending Reinforcement at direction x Job:BURHARDTi Res Sheet No:lu i) of Calc by:JMDate:5/21/16 Check by:JM Date:5/21/16 Mkip•ft Ultimate Max Positive Bending Moment at direction x om:= 5.794 ft Slab Design • First Criteria kip•ft f:= 4000 si �NM„�u=J_M2 xu Mxu = 5.794 ft P h := Tin Slab Thickness co�vNerW = lin d := h —cover MA fW:= 60ksi Steel Yield stress A:= 0.90 0.85 R Mxu R,, = 0.04471 2 (0•fc-d 1 — 1 — 2.36•Rn 0.04595 ^^^ 1.18 01f c 0.01 0-8 �= 0.319• f Pt = y 00 if P > Pt max(P, Pmin) if P < Pt Preq = 0.00306 Required Reinforcement Ratio Ate:= Preq'd in 2 AS = 0.221 • ft 2 Using bars # 4 : ate:= 0.20in Concrete Compression Strength d = 6-in fC .... w •• P=0.0 306 .... ...... ...... .. . ...... := 0.001 .... ...... .... . ..... .. .. .. . ...... . . . • ..... . G2 Consulting Group. Inc. Joaquin Montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC # 69969, CA 25882 as As spacing = 10.881•in se reinforcement bar # 4@ 10"at bottom direction x DESIGN OF CONCRETE GARAGE SLAB -Max Positive Bending Reinforcement at direction x Job:BURHARDTi Res Sheet No: ILof Calc by:JMDate:5/21/16 Check by:JM Date:S/21/16 kip•ft Ultimate Max Positive Bending Moment at direction x Mew = 2.1 ft Slab Design • First Criteria FM2 kip•ft f:= 4000 si Concrete MM,ft= Mxu - 2.1 p Compression Strength h:= 7in Slab Thickness coves= lin d.,= h - cover d = 6-in A ff := 60ksi Steel Yield stress := 0.90 := 0.85 R - Mxu R. = 0.0162 2 �•f� d 1 - 1 - 2.36•R❑ w = 0.01636 A 1.18 Qi f c 0.01 001 �= 0.319• fFt Y _ 00 if P > Pt max(P, Pmin) if P < Pt Preq = 0.0018 Required Reinforcement Ratic Preq' d to 2 As = 0.13• $ 2 Using bars # 4 : ate= 0.20in . . .... ...... .•.... •. . ..•.•. w•f� ' '= P = 0.00109•• :...:. �....� f ... ..... •• •• •• • •••••• = 0.001 • . . . . • ...... • • • • • G2 Consulting Group. Inc. Joaquin Montesino P.E. 9725 SW 4 th TERR. Miami, FL. 33174 LIC # 69969, CA 25882 as spacing = 18.519•in As se reinforcement bar # 4@ 12"at bottom direction x Job:BURHVDTi Res Sheet No:�_of Calc by:JMDate:5/21/16 Check by:JM Date:5/21/16 . . .... ...... ...... .. . ...... • ...... .. .. •• • •••••• so •••••• • •• • •••••• •••• . . 4'-0" 12 10 444 " 0.73 19 0.6 53 4'-6" 12 10 544 0.83 27 0.8 67 5'-0" 12 10 445 0.98 38 0.9 83 5'-6" 13 10 545 1.20 52 1.2 100 6'-0" 14 10 545 1.44 57 1.6 118 6'-6" 15 10 645 1.71 75 2.0 138 7'-0" . 16 10 745 1.99 95 2.4 160 7'-6" 17 10 845 2.30 117 3.0 183 8'-0" 18 10 945 2.62 141 3.6 207 8'-6" 19 10 746 2.99 168 4.2 232 9'-0" 20 10 846 3.36 204 5.0 259 9'-6" 21 10 946 3.74 243 5.8 287 10'-0" 22 10 1046 4.15 285 6.8 317 10'-0" 23 10 847 4.60 327 7.8 348 11'-0" 24 10 947 5.04 386 9.0 380 11'-6" 25 10 1047 5.50 450 10.2 413 12'-0" 26 10 1047 5.97 470 11.6 448 12'-6" 27 11 1147 6.37 540 13.0 484 13'-0" 28 11 1247 6.88 613 14.6 521 13'-6" 28 12 1347 7.66 691 15.8 561 14'-0" 29 12 1447 8.21 773 17.5 601 14'-6" 30 12 1547 8.77 868 19.5 641 15'-0" 31 13 1248 9.28 929 21.5 683 15'-6" 32 13 1348 9.87 1041 23.7 726 W-0" 32 14 14-#8 10.80 1159 26.3 773 16'-6" 33 14 1548 11.43 1282 27.7 818 17'-0" 34 14 1648 12.08 1410 *A52 30.3 864 17'-6" 35 15 1648 12.61 • : ; 33.j' ; ; 911• - 18'-0" 36 15 17-#8 13.28 1689�: : • �6b • ••• • 959'. 18'-6" 37 15 18-#8 13.96 0173to .39.1• • ;0@& 19'-0" 37 16 2048 15.05 1976 41.2 1063 19'-6" 38 16 2048 15.77 • • Z .0.441C • • 20'-0" 39 17 2148 16.35 � 2;87 � 0L8.i. �1414 ' 11a6; Notes: 1. Epoxy -coated bars of the same size and number may be used except where an "" s print In which case, use: smaller bars (with increased number of bars); hooked or headed bars; increased f, , or larger footing. 2. Reinforcing steel quantities do not include footing ddKIIS. • ^-� .T• .��r • •• •• • • • •• •• I i a ,ol. Pnr9 LoA-D 5qA5 c�k`� 1�h51 �i� F60 0i-3 tc 1� o ��r 1 gl` F3o to S K r sb Ib t� tq F3o ti}�sy 13 F �p f-3 Of3% V. r-L4 o %% +'mil V% (� 14K i r3o w6 r-30 5 r'y 10 K I � vv\ 111 i V- ry � 11 1 of Flo _ 0 N W 1-J , Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 STOP WORK ORDER DATE: March 24, 2017 TO: Mrs. Barbara Olivia D.L.F. Services, LLC P.O. Box 138904 Hialeah, Florida 33013 RE: FAILURE TO PASS REQUIRED INSPECTION. Permit No. RC-6-16-1684 1201 ne 96T" St. Miami Shores, Florida 33138 FOLIO: 11-3206-014-3830 YOU ARE HEREBY NOTIFIED that an inspection of the above premises revealed that you have violated the provisions of the Florida Building Code which have been adopted as the uniform building code for Miami Shores Village, Florida or provisions of the Code of Miami -Dade County. The building official has found work regulated by this code being performed in a manner contrary to the provisions of this code that are dangerous or unsafe. Thereby the building official has issue a stop work order for your project. Type of Violation: Building Chapter: 1 Section 110.1 of: 2014 Florida Building Code To wit: [A] 110.1 General. Construction or work for which a permit is required shall be subject to inspection by the building official and such construction or work shall remain accessible and exposed for inspection purposes until approved. Approval as a result of an inspection shall not be construed to be an approval of a violation of the provisions of this code or of other ordinances of the jurisdiction. Inspections presuming to give authority to violate or cancel the provisions of this code or of other ordinances of the jurisdiction shall not be valid. It shall be the duty of the permit applicant to cause the work to remain accessible and exposed for inspection purposes. Neither the building official nor the jurisdiction shall be liable for expense entailed in the removal or replacement of any material required to allow inspection. M REQUIREMENTS FOR CORRECTION. 1. Qualifier to schedule meeting with Building Official. 2. Remove concrete, expose all the slab reinforcement and request required slab inspection. Therefore, you are hereby directed that on or before Monday, April 10, 2017 you are to correct said VIOLATION and NOTIFY THE UNDERSIGNED BUILDING INSPECTOR that the VIOLATION has been corrected. Failure to make the correction(s) will result in one or more of the following actions: Disconnect utilities services, initiation of an unsafe structures case requiring demolition of the structure. Also, failure to comply with this notice may result in the department withholding issuance of other permits to you, referral of this matter to the appropriate licensing board or the filing of a lien against your property in the amount of any unpaid ticketing fines. In accordance with the provisions of Section 8-17 of the Code of Miami -Dade County, you are also responsible for the reasonable costs and expenses incurred by the Building Official in enforcing the provisions of the Building Code. In the event further clarification or assistance is required, please contact Ismael Naranjo, B.0 at (305) 795-2204 between the hours of 8:30 A.M. and 5:00 PM. Except in the case of life -safety hazards, you may be granted upon request an extension of time up to 90 days to correct the violation provided your request is submitted prior to the expiration of this Notice of Violation and enforcement costs incurred by the department to date are paid in full. To request an extension, please contact the Building Department by telephone at (305) 795-2207 or by e-mail to naranioi@miamishoresvillage.com. Thank you for your cooperation in this matter. 3 /7 Ismael Naranjo, B.O, C M Building Director. Mail By: Date Mailed: Return Receipt Number: CC: BKT holding, LLC. 20533 Biscayne Blvd. # 143 Aventura, Florida 33180 Mrs. Barbara Oliva D.L.F. Services, LLC 21945 SW 194 Ave. Miami, Florida 33170 RECEIVED Miami Shores Village SEP 17 2018 Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION ❑ BUILDING ❑ ELECTRIC ❑ ROOFING FBC 201-1 Master Permit No. PC / 6-, — (6�; Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION U-SHOP CONTRACTOR DRAWINGS JOB ADDRESS: i '�;10 I 0'e' %fr:- City: Miami Shores County: Miami Dade Zip• 1 3F3 Folio/Parcel#:_ / r 3 D,"— d I — 3 S 3 a Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: P ( P ) d.,ti. Phone#: q 11--8� —(a _ f� -- OWNER: Name Fee Simple Titleholder): ►'A cct-��•taci2t O llita� Address: City: 1' V i a 4.u,':' S C�j State: 4' L— Zip: Tenant/Lessee Name: %1 Q - /1 Phone#: 91 Email: =f'►-ow,L lu..�r�tMP I�.ortwtu�-� , ' LM.` CONTRACTOR: Company Name: Address: Iq 1 Cull ne#: -16 6 ID 6 093 City: CA a o. [� State: El— Zip: Qualifier Name: oC" U�JQ Phone#: / State Certification or Registration #: _ l , a 1',. Certificate of Competency #: DESIGNER: Architect/Engineer: Address: ne#: State: Zip: Value of Work for this Permit: $Square/Linear Footage of Work: Type of Work: ❑ Addition{{ ❑ Allt�eration ID New ❑ Repair/Replace Description of Work: S lu) v- � C— I h• a, S- / /S i a s � f u w V" S ❑ Demolition Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Technology Fee $ Structural Reviews $ Radon Fee $ Training/Education Fee $ DBPR $ Notary $ _ Double Fee $ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) _ Mortgage Lender's Address City State Zip 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 OWNER or AGENT The roregoing instrument was acknowledged before me this )4 day of J cv,,, b r. 201`6 < , by 'Trc.c-w �%Z u Z-p,who is personally known to me or who has produced 1V f' as identification and who did take an oath. NOTARY PUBLIC: Sign: 0— Print: Seal: { =O,�PAY Pre` �ora� Notary Public State of Florida Dennis Lefton My Commission GG 073635 Expires 021ia.,2021 Signature D4) A A A—� CONTRACTOR The foregoing instrume t was acknowledged before me this 1I �'i day of c�^ a 20 1 i , by �IVU . 0 • Qa FIL—t� who is personally known to me or who has produced %Z _ as identification and who did take an oath. NOTARY PUBLIC: Sign: Q==O /,—J Print: .l A- a� Seal:*R.P� ;o Notary Public State of Flor:d<. Dennis Lefton v My Co mmGG ission 073635 �R d� a or n Expiro - 02/1812021 APPROVED BY — f — l Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) 0 RECEIVED SEP 17 2018 • .. . .. . . ... . . . . . . .. . . .. . ... . . • • . 000 ; • • • • • • • CZ144 . ......... . Florida P.E #: 68447 " 13135 $W 134th $treet, #119, Miami, Florida 33186 - Phone -Fax # (305) %%3-94' ' �OJ ValmCa/cu/anions PROJECT: o ALUMINUM BALCONY RAILING H=42" �� W 5.5 + GLASS STAIR & BALCONY RAILING H=4"6, o � z c; c w Work at: BURKHARDT RESIDENCE I (f, m J 1201 NE 96TH ST, MIAMI SHORES, FLORIDA, 33138'_ I o n 21 a C i n= w ~ c; C� ~ 2 CUSTOMER: QUALITY RAILINGS MIAMI CORP._ C.�F \ J DESIGNER: Cesar Castillo PE STATE OF FLORIDA REG. # 68447 CODES AND SPECIFICATIONS: ALUMINUN DESIGN MANUAL 2005 A.I.S.0 9TH EDITION FLORIDA BUILDING CODE 2017 A.S.C.E 7-10 e"" s. e"u ttv, p E. CONSULTING ENGINEER 13155 SW 134th STREET, SUITE #119 MIAMI, EL 33186 PHONE 0 (305) 253-9442 PLORIDA FE. #68447 _ V `-'S`E P 0 4 2018 .. .. . . . .. .. . . . . . . . . . . . �CW4Gee � 1• PS . .. ... .. • Florida RE # : 68447 ' ' ' ' ' • • 13155 SW 134th ftreet, taite 119, Miami, FL 331" - PlIfte =Fhx # (30S; iW942 ALUMINUM BALCONY RAILING H=42", CALCULATIONS H = 42 in POST DISTANCE= 48 in = 4,0 ft TYPE= ALUMINUM CODES: ALUMINUM MANUAL DESIGN 2005 ASCE 7 -10 FLORIDA BUILDING CODE 2017 1.- TYPICAL POST = (1) Aluminum SQ.T 2" x 2" x 1/4" Load= 200 Ibs Height= 42 inches M= 200,00 x 42,00 = 8400,00 lb - in Then M = 8,40 Kip - in Then Fb(Welding elements) = 9,0 Ksi- Alum. 6061 T Alloy (Welded - See reference ADM 2005 - Table 2-22) NOT WITHIN 1 in OF A WELD. Then Srqr = 8,40 = 0,9 in3 9.00 Then try with : (1) Aluminum SQ.T 2" x 2" x 1/4" Sxx= 0,9 in3 = 0,9 o.k THEN USE: (1) Aluminum SQ.T 2" x 2" x 1/4" 2.- TOP RAIL: (1) Aluminum R.T 2" x 1" x 1/8" Load= 50 Ibs/ft Span= 4 ft 2.1 - VERTICAL CHECKING - Uniform load of 50 Ibs/ft USING UNIFORM LOAD= 50 Ibs/ft Length= 4 ft M= 50,00 x 16,00 = 100,00 Ib - ft 8 Then M = 1,20 Kip - in Then Fb(Welding elements) = 9,00 Ksi- Alum. 6061T Alloy (Welded - See reference ADM 2005 - Table 2-22) WITHIN 1 in OF A WELD. Then Srqr = 1,20 = 0,13 in3 9,00 Then try with : (1) Aluminum R.T 2" x 1" x 1/8" Syy= 0,21 in3 > 0,13 o.k THEN USE (1) Aluminum R.T 2" x 1" x 1/8" 2.2 - HORIZONTAL CHECKING - Concentrated load of 200 Ibs USING CONCENTRADED LOAD= 200 Ibs Length= 4 ft M= 200,00 x 4,00 = 200,00 Ib - ft 4 Then M = 2,40 Kip - in t,.. CIA4 I. l /'P"" f . CONSULTING ENGINEER 13155 SW 134th STREET, SUITE #119 MIAMI, FL 33186 i I PHONE # (305) 253-9442 FLORIDA P.E. #68447 S E P U 2018 .. .. . . . .. .. . . . . . . . . . . . . ... 87 - CW4 f. P , E... Florida RE # : 68447 : : : : : . • 13155:W 134th Street, Suite 119, Miami, FL 331" - Phone =Fax A (3ba) 2s3-9442 Then Fb(Welding elements) = 9,00 Ksi - Alum. 6061T Allov (Welded - See reference ADM 2005 - Table 2-22) WITHIN 1 in OF A WELD. Then Srqr = 2,40 = 0,27 in3 9,00 Then try with : (1) Aluminum R.T 2" x 1" x 1/8" Sxx= 0,33 in3 > 0,27 o.k THEN USE (1) Aluminum R.T 2" x 1" x 1/8" 3.- CHECKING CRITICAL CONNECTION POST TO EXISTING CONCRETE SLAB Moment = 8400 lb -in h= 3,5 in Pivot distance for bolt T=C= 2400 Ibs Per Row of bolts S= 200 Ibs Total Load T=Tension= 2400 Ibs Per row of bolts S=Shear= 100 Ibs Per row of bolts ry using (4) 3/8" 0 Wedge Bolt Anchor (Min. embed. 3 1/2") Per Pla Spacing Between Bolts= 3 < 4,5 in Edge distance= = 4,5 in TENSION Ru= 2205 x 2 x 2940 Ibs > 2400 SHEAR - See Attached 67% -100% FULL DESIGN 100% -100% FULL DESIGN 67% Ibs Ok Ru= 1535 x 2 x 67% 2047 Ibs > 100 Ibs Ok CHECKING COMBINED STRESSES 2400 + 100 = 0,87 < 1,0 2940 2047 Then use : (4) 3l8" i� Wedge Bolt Anchor (Min. embed. 3 1/2") Per Plate - See Attached *ALUMINUM SQ.TUBE 3/4"X3/4"X1/8" AS PICKETS.....................IS OK C'aadip" PC - CONSULTING ENGINEER 13155 SW 134th STREET, SUITE #119 MIAMI, FL 33186 PHONE # (305) 253-9442 FLORIDA PE. #68447 P 04 2010 Ok .. .. . . . .. .. . . . . . . . . . . . .E Florida RE # : 68447 ; • • ; • • • 13155 SW 134th Street, Sake 119, Miami, FL 33186 - Pheee - ai { hi11qLc00 01 ttL 5 i AIR AND BALCONY RAILING CALCULATIONS - F.B.0 2017 - A.I.S.0 9TH EDITION - A.S.C.E 7-10 - STRUCTURAL STAINLESS STEEL, Fy=46Ksi STAINLESS STEEL STAIR AND BALCONY RAILING - H= 42" H = 42 in POST DISTANCE= 48 in = 4,0 ft TYPE= STAINLESS STEEL Fy=46Ksi CODES: AISC 9TH EDITION FLORIDA BUILDING CODE 2017 ASCE7-10 1.- TYPICAL POST = (1) S.S SQ.T1 1/2"xi 1/2"xl/8" Load= 200 Ibs Height= 42 inches M= 200,00 x 4200 = 8400 00 Ib Then M = . 8,40 - in Kip - in (USING STRUCTURAL STAINLESS STEEL, Fy=46Ksi) 0.66xFy 30,36 Ksi Then Srqr = 8,40 = 0,28 in3 30,36 Then try with: (1) S.S SQ.T1 1/2"xl 1/2"xi/8" Sxx= 0,29 in3 > 0,28 o.k rn THEN USE: (1) S.S SQ.T1 1/2"xl 1/2"x1/8" o.k 2.- TOP RAIL: (1) S.S FB 1 1/2"xl/2" Lu - w j Load= 50 Ibs/ft Z co Span= 4 ft 0 +- ^' n 2.1 - VERTICAL CHECKING - Uniform load of 50 Ibs/ft w W � USING UNIFORM LOAD= 50 Ibs/ft O r, Length= 4 ft A Z U) � ~ z Q M= 50,00 x 16,00 = 8 100.00 lb-ft a M�w6� cn. gz0 O Then M = (USING STRUCTURAL STAINLESS STEEL, Fy=46Ksi) 0.66xFy 1,20 30,36 Kip - in Ksi Z W ta. Then Srqr = 1,20 = 0,04 in3 30,36 1 Then try with: (1) S.S FB 1 1/2"xl/2" Syy= 0,06 in3 > 0,04 o.k THEN USE (1) S.S FB 1 1/2"x112" 2.2 - HORIZONTAL CHECKING - Concentrated load of 200 Ibs USING CONCENTRADED LOAD= 200 Ibs Length= 4 ft M= 200,00 x 4,00 = 200,00 Ib - ft 4 Then M = (USING STRUCTURAL STAINLESS STEEL, Fy=46Ksi) 0.66xFy 2,40 30,36 Kip - in Ksi S E P 0 4 2018 .. .. . . . .. .. . . . . . . . . . . . . : 0 •• 0.6 t. P... • . . •• ••• 0. Florida RE # : 68447 • 13155 SW 134th Street, Suite 119, Miami, FL 33186 - Phone -Fax 1(301) "94a2' Then Srnr = 9 An = n nR in4 Then try with : (1) S.S FB 1 1/2"xl/2" Sxx= 0,19 in3 > 0,08 THEN USE (1) S.S FB 1 1/2"x1/2" 3.- CHECKING CRITICAL CONNECTION POST TO EXISTING CONCRETE SLAB Moment = 8400 lb -in h= 3,5 in Pivot distance for bolt T=C= 2400 Ibs Per Row of bolts S= 200 Ibs Total Load T=Tension= 2400 Ibs Per row of bolts S=Shear= 100 Ibs Per row of bolts Try using (4) 3/8" (0 Wedge Bolt Anchor (Min. embed. 3 1/2") Per Plate - See Attached Spacing Between Bolts= 3 < 4,5 in 67% 100% FULL DESIGN Edge distance= = 4,5 in 100% 100% FULL DESIGN TENSION Ru= 2205 x 2 x 67% 2940 Ibs > 2400 Ibs Ok SHEAR Ru= 1535 x 2 x 67% 2047 Ibs > 100 Ibs Ok CHECKING COMBINED STRESSES 2400 + 100 = 0,87 < 1,0 2940 2047 Then use : (4) 3/8" 4) Wedge Bolt Anchor (Min. embed. 3 1/2") Per Plate - See Attached CHECKING CRITICAL GLASS PANEL 44"X38"X112" Uniform Load= 50 Psf Height= 38 inches Width= 44 inches 1.- CHECKING GLASS PANEL 44"x38"xl/2" - BENDING w= 50 x 3,17 = 158,33 Ib / ft M= 158,33 x 10,03 = 198,47 Ib - ft 8 Then M = 2,38 Kip - in Glass Mr(flexure)= 24000 psi then Fb= Mr/4 = 6000 psi Then Fb= 6000 psi Then Srqr = 2381,60 = 0,40 in3 III 6000,00 Then try with : (1) Glass Panel 44"X1/2" Sxx= 1,83 in3 > THEN USE (1) Glass Panel44"X1/2" c e444 I. Cko., P. CONSULTING ENGINEER 13155 SW 134th STREET, SUITE #119 MIAMI, FL 33186 PHONE 0 (305) 253-9442 F! nf` 10A A F ORR447 o.k Ok 0,40 .o.k C 91/1 SEP042018 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... .... .. . .. .. . . . . . . . . . . . ... . . . . .. . Florida RE #: 68447 13155 SW 1341h Street, Suite 119, Miami, FL 33186 - Phone -0ax # t301) W:4442 2.- CHECKING GLASS PANEL 44"X38"X1/2" - SHEAR V= 580,56 Ibs Glass Mr(shear)= 4300000 psi then Fb= Mr/4 = 1075000 psi Then Fv= 1075000 psi Then Arqr = 580,56 = 0,00054 in3 1075000 Then try with : (1) Glass Panel44"X1/2" At= 22,0 in3 > 0,00054 o.k THEN USE (1) Glass Panel 44"X1/2" 3.- CHECK DEFLECTION E(glass) = 104000000 psi Ixx = 0,4583 in4 D all = h /360 = 44 in / 600 0,07 in D = 5 x 15,28 x 3748096 = 0,02 384 x 104000000 x 0,4583 Then try with : (1) Glass Panel 44"X1/2" D max = 0,07 in3 > 0,02 in = D(200) o.k THEN USE (1) Glass Panel 44"X1/2" p CONSULTING ENGINEER 13155 SW 134th STREET, SUITE #119 MIAMI, FL 33186 PHONE # (305) 253-9442 '=LORIDA PE. #68447 Z--�E P 0 4 2018 in . •• • • •.:. • PROee�SL•5 C21PTO IT: • = THE- I GE-BO INCHO S n--w SAL I GI -I STRENGTI-I CAROON STEEL INCHOn DESIGNED FOR USE IN STONE IGGREGATE • CON CRC-TE IT IS n T/ERSn'1LC-. MGH PiRFORMANCE ANCHOR T7.IT IS RCNOvn OL C. IT IS nvnrls OlE wIT41 n FINISr-rEO I ICJ[ wnSNEn I -ICAO IN 11�% 310% Ia-, Ya' ♦i•'if WLr-IETERS. THE I - DGE-DOLT ANCI-IOR IS A ONC;+IECE UNIT FORMC-O FROM THROUGH • e IiAR DENEO STEEL MTI1 A FINISHED HEX HEAD FORMED WITH AN INTEGRAL WASHER. A DUAL LEAD THREAD, ANO A CI-InMFERCO • • • �� • TIP. '1lEYJ[R DON ST rM VER r-V 06 W+E ANCHOR 1S Zl IC-PLITED FOn CO-OvION RESISTnrICC WITH A SUPPLEAIENTAL C14RC)I•AT• FINISH IN ACCCWOANCW WITH nSTM 0 637. ••p•• • ••• •••••• • • Gf Tr_SeAL 1JOTC5: • • • • Tr-IESE hf•P Gar L UOCVNFy 5 REPRESENT n POWER WEDGE -DOLT ANCHOR nNnLYL F_D WITI-1 THE PROVISION SCT FOR iliE ISSVIIf�(p IDlJT10E IX' ALL1R'10E (NC)Al pY MIAId I-OAOF COUNTY PRODUCT CONTROL OI V151Orr FOR illE HIGH vCL OCHv • • I+unFUt: C +E P4-1ZI CO TI+E FLOI.DA DUILOING COOE 200+ WITli 7005 SVPFLEMENI. 01 • • AANCHOR ND TTHIS I•IIAMTOn ETION COUf& fJEOSA.1•LnF�1D TICE IN OF AORDANCE CCEPT^CE. 1THE WEOGE DOLT ANCEIOR HOLEIIC0 MUST BEADRILLED USING AC i10NS SPECIAL MATCHED TOL ERAIICE�UGt-PT, TO INSTALL THE nNCI-IOW, PRE .S TI-IE CHnMFf_RC-O TIP OF TFIr_ nNGI-IOn TI-IROVGII • • • • • rIlc FI%y1�T.1 �[iO.fHC hlp D�TLGHTEl IT USING A SOCI[ET WRr_NCH OR IMP^CT WnENCIL AS THE ANCI IOR IS TIGI-ITCNEO ' • INTO T(��1-ICi _ SFIE REVEJS� llnE�IC DUAL LEAD THREn05 UNDERCUT TI-tE WALL OF THE HOLE. rFic DUAL LEAD TI IREAD IS / • FORruIEbs^rjTT n AIGN HELIX N+GLE FOR FIST ENTRY AND AD -LING, n SFr CI LLY DESIGNED rtELIF-F n-IREnO FORMED IN TI-IE ' • BODY O - E AFIt110R ALL@ S EtS• TIGHTENING. FOR EASE OF ID ENTIFICn TION AFTER INS TALL.nT10N, fl-IE 1-1E^O OF THE ' • • • • • ANCHOR 1S ST-IrO WITH60141 TFIE •IAMETER AND LENGTH ALLOWABLE TEN510ri AND 51-IEAn VALVES ARE NOTED IN TABLC I •••• • 3. n+ESNO *ICR••E^S••E•N ILLOINA1LE SIRE? HAS BEEN USED IN THE DCSGN OF THIS PRODUCT. . E nT+1�ROunl OOCUn+ENTS ARE GENCmC nN0 OD rrOT INGL Vr7E Iry FOnr.l nTlOrl FUR SITESPECICIC nP PL rCn flOrr, ' s USC OF TI-rF_SE 1vPFlOVhL OOCUIuEMS SI-Inll COHPLY WITH C�IAPTCR GIG 15-Z3 OF RIE FlOmr]n nOMInO$ilinTrV r- CODE � e 6. ANY MODIFICATIONS OR ADDITIONS 7O THESC APPR."t, 00CUMENT5 WILL v o T r ).PPn OUAL OOCVMENTS ' TAOLC No. T IJVE0GC-2I0LTANCIl0n-Al1owable Loads. MCI Or Embedment Z000 psi Cpoet. 3000 psi Cpnernle 1000 nsi C.liv-0c 5000 ps: Concrete 6000 ps: Canoe[' Six / (inches) Dcpb1 (inches) Tcnslan (povnJa) Shrp (pounds) tension (pounds) Sh evr (TI,I s) Tension (pounds) Shev (pounds) Tension (pounds) Sh-, (pounds) Tension (naUnds) Shevr (pn n)s) I In. 260 - 260 - 399 335 520 '175 560 115 Goo I-1/2 360 550 150 - 550 533 530 Sao 570 620 625 (/n , 2 600 530 - 795 550 9O5 55. 1.Its 6+0 I245 730 2-1/2 000 550 1.1125 550 IJ65 550 1,!ta 61. 1.315 73. I-1/2 17$ 015 555 1 U10 6]a I.1>a L7`I I.++a 'Go I,710 2 750 1.110 065 1,190 900 1.270 1.11D 1.190 1-300 1.710 3Z0 -- 2 IA25 I-37n I.IOD 1.37a 1.]JO I,-.383 31a 1.033 1.71a 3 1,15p 1,125 1,695 1,15 1,975r 1.180 2.205 1.593 2,175 1,71. 1.075 1.175 2.2n5 1.535 253.3 1,590 2.823 1.6 S0 3,110 1,710 2. 715 1.+70 n5a t 570 905 1,703 I.090 1.915 1.195 2.105 2-1/2 1.1125 1.670 1.165 1.775 1.3.. I,B75 I.+LO 2,075 t,G20 2.270 I/2 3 •- 1.10D L790 1,715 1.915 L75o 2p75 2.15u 2.105 2,J 15 27o 3-1/2 1515 2.165 1,020 2 �20 20120 2,270 530 2.3J5 2,975 1004 4'!, 1,070 2.163 2525 2.22D 3.155 2.27. 3.155 2.335 J, 155 df10 I 2-1/2 055 I,ODO I e20 2?35 I,IBO 2.7.5 1,+33 3.070 1,725 3 1.110 _ 2.325 - 1.195 2,69. ILO n3 3.055 2-5 7.3U5 2.21p 3.�i5U Sy8 -,a6a 71+5 2.625 3,d20 7,190 1.690 3.705 3.035 3.SB0 ].900 7.325 3.73a 3.910 +.aIO - +,27a +-005 1,355 5.215 110 - I 3 I nnR - 1,]30 ],120 I, 620 3.035 1. 000 +.7-65 2,175 I,G95 1,700 ].6]p 2.1 I0 590 J u33 5 351J ].27n S,6J0 ].5.5 .703 5 2.033 1,690 7,295 5,+00 -J.7:5 r.,UU +,]U5 6.t30 1,050 6.170 G J.005 5.74 i nJOn 6-210 - 6.f. 71, 3.355 G.L.711 6.19n f.. f,70 1- nlioroble Loads a e bd on Ullir.+vle Load lf;.;d ed by u 4:1 solely roclor. j- Sppe:nq pad edger rraedistance shall be in oceordonce with Table No. 2. WEDGE-p OLT APJ CI-10 T1 ", 4 13 �= LENGTH 8= 01AME TER No. 2 WED GE -BOLT ANCHOn - AJI. able Spacincl and CrJa Ois[anCe. / FtTA111-C DISTANCE rOR FULL A"CNUR (Critical Oisl once) r DISTANCE FOR REDUCED ANCHOR CI -CITY (l+. Di slance)� REDUCTION am FACTOR' SnnCIIIG OCTULLN ANCHORS - rCN51D1 12d y 1d 0.50 .STACIII6 TCt cI,I nr+C11D16 - 9+Cnn lad CAGE cisr-CC - TCIISI00 - Od 3.1 - 9.70 CnGC DISTANCE - SNLnn I- n,listed olues vrc the • n nimum dislonecs required to Obtain the load a1ueS IisI IN n Table Na- 1. 'd' c / J .ls Anchor O:vmetef. •When adi.-I. anchors are dillcren! sixes-1 mb.dnls- , 'u a Igrgesalf.al�c oI •d• 2- Ale Iis +alucs the mr nl mum dish.... of Which the anchor can be zcm1. •.hen loadvalues e adju sled approp riolety. 3- Laud c the loblcs o mull:plied by the fedueLion IoClof -•hen nehpr5 or. 1n5Lelled al in G:e lu distance Icd. Uncar :nl crpololivn may be useg 0 d Tor spacinedge Jis lvnecs bcLNccn Ihd / ril is vl a and di stone cs. [lulliplc reduc lion faclars Ipl more than rone spoe:nq r edge d:s lvnee CI1u11 bccplculaled rscporolrly vnJ multiplied. / IIr•1JIne C•xly [ •• F.r [.•/ :O �nJuA I, rya. OITL-L.n •• •• • • • •• •• • • •.. . • • 4 a ALUMINUM GENERAL NOTES • • • .., • . At_11101 IJN: Bxc.O1ti1Y *RAILING ••' 46E.VATIQ6L a d 4' N ALUM. TOP RAIL RT 2 "x 1 "xi" ALUM. POST ST 2"x2"x1 /4" ALUM. PICKETS ST J"xi"xi" 4" SPHERE REJECTED ALUM. PLATE EXISTING SEE DETAIL A CONC. SLAB - ALL STRUCTURAL ELEMENTS TO BE ALUMINUM 6061-T6. - ALL CONNECTIONS TO BE FULLY WELDED 3/6"-ER5356 - ALL STRUCTURES DESIGNED IN ACCORDANCE WITH: F.B.0 2017 A.S.C.E 7-10 ALUMINUM DESIGN MANUAL 2005 - NOTIFY ENGINEER OF ANY ERRORS / OMISSIONS FOUND OR IF ANY PART OF THE DRAWINGS IS NOT UNDERSTOOD BEFORE PROCEEDING WITH THE WORK. - ALUMINUM SURFACES IN CONTACT WITH CONCRETE OR MANSORY MATERIALS SHALL BE PROTECTED WITH HEAVY -BODIED BITUMINOUS PAINT. - CONTRACTOR MUST VERIFY DIMENSIONS ON JOB SITE BEFORE MANUFACTURE. DESIGN LOADS FOR RAILINGS: THE FOLLOWING LOADS WERE USED: - RAILINGS: 200 LBF (IN ANY DIRECTION _ON TOP RAIL) - 50 PLF (IN ANY DIRECTION ON TOP RAIL) - 25 PSF (ON AREA BETWEEN PICKETS AND FLOOR) - ALL LOADS ARE NON CONCURRENT. ALUMINUM BALCONY RAILING — SECTION CD I ALUM. PLATE DETAIL A ALUM. TOP RAIL RT2"x 1 'All ALUM. POST ST 2"x2"x 1 /4" ALUM. PICKETS ST J'A"xA" 4 ALUM. PLATE SEE DETAIL A EXISTING CONC. SLAB STRUCTURAL REVIE APPROVED ALU M POST ►� ® ® ST. 2 „x 2 „x1/4„ -0 0 1 ALUM PLATE 4"x4"x4" W/(4) %1)0 STAINLESS STEEL WEDGE BOLT ANCHOR (MIN.EMBED. 3 2") INTO EXIST. CONC. SLAB DATE: 09/04/18 REVISIONS I BY wI- UQ wo I wro �a oo� W U OJ 0)= Q _ W z-� Q � �Q0 = w o�� N Y O` Of O D of mm SHEET DESCRIPTION ELEV./SECTION/DETAIL I SHEET: 1 of 2 1 0 l • : • :. : : ; •� :S.S. • •• •••RAILIN S:FA f : GLASS • ELEVATION • • • • . • • • ••• • • • • • • • •so* 00 4"0 SPHERE REJECTED WOOD CAP 2"x 1 1 /2" 4--0- SJ�P STEE 4"04EE S.S. P ST 1 J"x 1 J"x 1 WOOD CAP2"x1 1/2" STEEL GENERAL NOTES : ' — ALL STRUCTURAL TUBES AND PLATES TO BE STAINLESS Fy=46Ksi — ALL WELDED CONNECTIONS TO BE FULLY WELDED 3/6"—E7018 — ALL STRUCTURES DESIGNED IN ACCORDANCE WITH: F.B.0 2017 A.S.C.E 7-10 A.I.S.C. 9TH EDITION — NOTIFY ENGINEER OF ANY ERRORS / OMISSIONS FOUND OR IF ANY PART OF THE DRAWINGS IS NOT UNDERSTOOD BEFORE PROCEEDING WITH THE WORK. — CONTRACTOR MUST VERIFY DIMENSIONS ON JOB SITE BEFORE MANUFACTURE. DESIGN LOADS FOR RAILINGS: THE FOLLOWING LOADS WERE USED: — RAILINGS: 200 LBF (IN ANY DIRECTION ON TOP RAIL) — 50 PLF (IN ANY DIRECTION ON TOP RAIL) — 25 PSF (ON AREA BETWEEN PICKETS AND FLOOR) — ALL LOADS ARE NON CONCURRENT. ° j \-1 /2" TEMPERED GLASS \-S.S. PLATE SEE DETAIL B 6"0 SPHERE REJECTED S.S. PLATE DETAIL B S.S. POST ST 1 J"x1 J"xj" /2 TEMPERED --T GLASS / C / I M °p• . , d EXISTING CONC. STAIR CAP DETAIL WOOD CAP 2" by OTHERS S.S. FB 1 J„x J„ S.S. POST ST 14"x 14"A" 0 0 S.S. POST ST. 2 "x� "xg" 0 0 S.S. PLATE 4"x4"x4" W/(4) %it0 STAINLESS STEEL WEDGE BOLT ANCHOR (MIN.EMBED. 3") INTO EXIST. CONC. STAIR S.S. STAIR GLASS RAILING SECTION WOOD CAP 2 "x 1 4" CN 1 /2" TEMPERED GLASS oI STAINLESS STEEL CLAMPS S.S. POST ST 1 �"x 1 �"x 1 /8" BASE PLATE SEE DETAIL B DATE: 09/04/18 REVISIONS I BY �m w m rn Mh u, s N . � mr,M m U c X rc W Q M— _: o) Ii N L I.3� rj' Z N 00 an 0< zQ Q QLL J Z co Qo Q �o 00 � 00 LLJ O Q 00 0 0 =w� �- �- Oc�� V)Q (00� W U cy) _ � O LLJ Z — _ �Q0 =w o�� N �o Dw m n_ SHEET DESCRIPTION ELEV. /SECTION/DETAIL SHEET: 2 of 2 m w 1201 NE 9611 Street Miami Shores FL 33138 February 15, 2019 Building Department Miami Shores Village 10050 NE 211 Avenue Miami Shores FL 33138 REF: PERMIT NUMBER: RC 16-1684 The purpose of this letter is to request an extension for another 90 days for the TCO under permit number: RC 16- 1684. We are working to close this TCO as soon as possible. The TCO expired on February 5, 2019. See enclosed check for $500. Thank you in advance for facilitating this extension. Sincerely yours, Pol Zazadze I9-(�>C- C-1 —tires/'- Miami Shores Village RECEIVED NO Building Department 0�4 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 QL1 Tel: (305) 795-2204 Fax: (305) 756-8972 Website: www.miamishoresvillage.com TEMPORARY CERTIFICATE OF OCCUPANCY APPLICATION (T.C.0) Please be advised that the TCO expiration date is based on conditions from Miami -Dade County Fire Dept. Date: 1 0 13 1 I( b Folio#: 11- 32 0 6 Q `� 3 Master Building Permit #: Square Footage of Space: Miami -Dade Municipal Pro1cess#: Miami -Dade Municipal Permit#: , Contracting Company: .0 M P I In �G V'� Owner/Tenant: -Y O� Zck7 K 9 2 e Lot: Block: Subdivision: Street Address: ( N �- S "� �A i c- j (� SF 313 t� . 120 Signature of applicant verifies the above information is true and correct. The Temporary Certificate of Occupancy is issued to the above named for building at the above location only upon the express provisions that the applicant will be able by and comply with all conditions of the Zoning ordinances and all ordinances of Miami Shores Village and/or Florida Building Code pertaining to erection, construction or remodeling of buildings or structures. This also certifies that the electrical wiring and or equipment, and the plumbing work has been inspected and approved. { JC".' P- 1 .vl" �Q (� 3 7 -_ Print Name of Applicant or Qualifier Signa re iApplicant or Qualifier FOR OFFICE USE ONLY TCO Number: Fee: Expiration Date: Technology Fee: Approved Use for Occupancy: Total: Remarks: Building Official/Designee: Inspections: % K Zoning Yes/No Plumbing SNO Building es o Fire Sprinkler Yes/No Electrical ONo Fire Yes/No Mechanical // C"" Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 UNIFORM MUNICIPAL TCO/TCC INSPECTION REPORTING FORM Master Permit No. � 1 � ^ �r w Vd �� Miami -Dade County from Municipality: Municipal Permit No. (MBLD): Job Address: 1201 N E 01Q Sir' Unit: Project Name: t0 ft c S x Qualifier's Name: ,''�UQY1 P &uali ier's Phone: Email: e Owner's Name:1A �2Q Owner's Phone: -2 S Email: �C+ This Uniform Municipal TCO/TCC Inspection Reporting Form is used to gather trade approvals for Temporary Certificate of Occupancy (TCO) or Completion (TCC). Once validated by the Municipal Building Department personnel, the form must be present at the job site for the field inspectors. When all approvals have been obtained, take the signed form back to the Municipal Building Department for TCO/TCC issuance. O1 Form Validated by �I Yai bonntov Date: Bldg Dept Personnel: Print Name Signa OAll "Required" TCO/TCC inspections indicated below must be signed "Approved" before certificate issuance. Req'd Trade Inspector's Name Approval Signature Date Comments / CV/ Building %EXiJ 6j1 1 ",[s�c 4 r{u Electrical `jam ❑ Fire Mechanical �p,�' �� I" Plumbing j1R- </ it r8 �Pvasc C.-T Cit. v- ❑ Public Works ❑ Zoning Other r'jq/ r� sX0 ev6eti ?f �S' %=TIZP Important Note: The TCO/TCC is not valid and building and/or_space may not be occupied unless signed by the Building Official. Occupying the building and/or space without obtaining a TCO/TCC issued by the Municipal Building Department is prohibited and is in violation of the Florida Building Code Section 110.3. p- OBuilding Official's Approval: Date: �� o 5TCO/TCC ❑ Extension TCC/TCO Duration: Conditions of TCO/TCC: • If Master Permit expires, the TCO/TCC will automatically be revoked and the space must be vacated. • A TCO/TCC may be revoked if any action by the contractor, owner or tenant creates any code violation affecting the proper occupancy of the area. • Any TCO/TCC that expires without renewal or has been revoked can result in a notice of violation, civil violation and/or disconnection of utility services. 7 • Other conditions: 04/09D I.OSFBOA empvrary Ve 10050 Tel: Riiildin 10 a 1(:4KOJ WK91111911:4110 IDorary 90 da f Miami Shores Village RECEIVED NOV 01 2010 �\ Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 Website: www.miamishoresvillage.com TEMPORARY CERTIFICATE OF OCCUPANCY APPLICATION (T.C.0) Please be advised that the TCO expiration date is based on conditions from Miami -Dade County Fire Dept. Date: I L / ` j ( e) Folio#: 11- -3,2 o `-\ Master Building Permit #: J C C: - � 6 ._ \ (7 c t Square Footage of Space: Miami -Dade Municipal Process#: Miami -Dade Municipal Permit#: Contracting Company: I),"A F? 1 i,) kL. ,; �,� S c�w•� ua' 1 Owner/Tenant: #' C, ( 2 0,-2 , c( -2 Lot Block: Subdivision: Street Address: 1 T o 11 (y t_ -1 % .:, _ A i C,;P— I' (:�- k '-'� .- s' -ft- '9 � 15? b. Signature of applicant verifies the above information is true and correct. The Temporary Certificate of Occupancy is issued to the above named for building at the above location only upon the express provisions that the applicant will be able by and comply with all conditions of the Zoning ordinances and all ordinances of Miami Shores Village and/or Florida Building Code pertaining to erection, construction or remodeling of buildings or structures. This also certifies that the electrical wiring and or equipment, and the plumbing work has been inspected and approved. o�' Print Name of Applicant or Qualifier Signat re j Applicant or Qualifier' FOR OFFICE USE ONLY TCO Number: Expiration Date: Approved Use for Occupancy: Remarks: Building Official/Designee: Fee: Technology Fee: Total: Inspections: 4ael % H Zoning Yes/No Plumbing Yes o Building es o Fire Sprinkler Yes/No Electrical es No Fire Yes/No Mechanical s/ G" y*4 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 UNIFORM MUNICIPAL TCO/TCC INSPECTION REPORTING FORM Master Permit No. 1 r . Miami -Dade County from Municipality: 1 `,Q ^ ��Q Municipal Permit No. (MBLD): Job Address: IeL N F— C1 ' S A_ Unit: Project Name: Qualifier's Name: P uaH ier's Phone::�fl Email: Owner's Name Owner's Phone: --lqr2.4OS Email: nc This Uniform Municipal TCO/TCC Inspection Reporting Form is used to gather trade approvals for Temporary Certificate of Occupancy (TCO) or Completion (TCC). Once validated by the Municipal Building Department personnel, the form must be present at the job site for the field inspectors. When all approvals have been obtained, take the signed form back to the Municipal Building Department for TCO/TCC issuance. O1 Form Validated by ih(]YQi �;(� Date: Bldg Dept Personnel: Print Name SigU448 na OAll "Required" TCO/TCC inspections indicated below must be signed "Approved" b Req'd Trade Inspector's Name Approval Signature Date CIVIC LCi uficate issuance. Comments Building Electrical ❑ Fire Mechanical Q"' Plumbing ❑ Public Works ❑ Zoning Other Important Note: The TCO/TCC is not valid and building and/or.space may not be occupied unless signed by the Building Official. Occupying the building and/or space without obtaining a TCO/TCC issued by the Municipal Building Department is prohibited and is in violation of the Florida Building Code Section 110.3. O Building Official's Approval: Date: ❑ 1" TCO/TCC ❑ Extension TCC/TCO Duration: Conditions of TCO/TCC: • If Master Permit expires, the TCO/TCC will automatically be revoked and the space must be vacated. • A TCO/TCC may be revoked if any action by the contractor, owner or tenant creates any code violation affecting the proper occupancy of the area. • Any TCO/TCC that expires without renewal or has been revoked can result in a notice of violation, civil violation and/or disconnection of utility services. • Other conditions: 04/09D I.OSFBOA RECEIVED NOV 0 i 1018 HOME INTERIOR SERVICES and INVESTMENT 1690 West 38" Place Hialeah, FL 33012 Certified Building Contractor CBC 1259388 November 1St, 2018 MIAMI SHORES VILLAGE BUILDING DEPARTMENT Permit Number: RC-6-16-1684 Parcel Number: 1132060143830 Address: 1201 NE 96t'st, Miami Shores, FL 33138 Reason: Request for TCO We are hereby requesting a TCO for 60 days, as the owners have sold their existing house and must be out immediately, and as closing for their house is Monday November the 51h, 2018 and they must evacuate before then. The property in the above listed address has been mostly completed and is ready for occupancy. The only pending items are minor electrical and plumbing items, completion of the pool, landscaping and irrigation. We hereby hold harmless and release Miami Shores Village Building Department from any liability that may arise during the use of designated areas in the aforementioned facility under the limitation of the Temporary Certificate of Occupancy. We hereby certify that all means of egress shall be kept clear and accessible and that all like safety systems will be maintained and operable at all times while the building is being occupied. Respectfully, J an P. tancourt F Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 --i-( ( INSPECTION LINE PHONE NUMBER: (305) 762-4949 U qc\ FBC 20 (`k BUILDING Master Permit No. �T PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: IZOI N1E c1G S OQ Folio/Parcel#: �t 32 OA - s `t . 3030 Is the Building Historically Designated: Yes NO - Occupancy Type: Z- Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): —PO c$Ce-, Phone#: 36 S 79 d Z? o S Address: % Z O) t-4 G 9 J�> 5 City: Tenant/Lessee Name: Email: - c�') Q State: CONTRACTOR: Company Name: M»C@ � v\IC ( -w Address: 10 n U) - e3 6 N .Y i, �- p:331-y"- e#: ti j6vJ" VC��Phone#: 30 - 33 V-?)S:YQ City: c -, L� State: :5— Zip: 33o 1 Z . Qualifier Name: U W Phone#: "7b6 S97 bU 1c 3 State Certification or Registration M C&C (Z S 3 Q`j Certificate of Competency #: DESIGNER: Architect/Engineer: 5£�jc, S'�`G i., I I c� ✓ 1 �► Phone#: �� S —�-S 3 S %c� Address: —30 6 S W ' '32� C O C City: N\ )�c,-,� i State: L Zip: 3 3(b C Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition Altera tion ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: � n 00 S v 0 v1. "✓1 (n.. u Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ 'CO/CC $' Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Structural Reviews $ Training/Education Fee $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ k-A(z3118 (Revised02/24/2014) Ix I Bonding Com'pany's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zi 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 a recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) day after the bui in g permit is issued. in the absence of such posted notice, the inspection will not be approved and a reinspection fee will be c ed. Signature - Signature OWNER or AGENT(,/ �J CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this I day of !M Cl`C�-� . 20 18 - by da of(� C/I/� 20 / 8i by 9 ZGLc, 2 L who is personally known to s ►� Qj41.4� �, who is personally known to me or who has produced n L.- as me or who has produced as J identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: Print: NOTARY PUBLIC: Sign: Print: rt el I Seal: apt'" °c Notary Public State of Florida Seal: Dennis Lefton a4g Note MyY Commission GG 073635 Florida OF Expires 02/15/2021 y - 3 � APPROVED BY ti3Plans Examiner Zoning Structural Review Clerk N (Revised02/24/2014) This instrument was prepared by. Steven W. Zelkowitz, Esq. GrayRobinson, P.A. 333 S.E. 2nd Avenue, Suite 3200 Miami, FL 33131 And after recording return to: Heather Scott, Esq. Rosenthal / Rosenthal / Rasco LLC 20900 N.E. 30d' Avenue, Suite 600 Aventura, FL 33180 Parcel Identification No. 11-3206-014-3830 WARRANTY DEED CFN: 20180173048 BOOK 30908 PAGE 2988 DATE:03/23/2018 11:02:37 AM DEED DOC 10,907.40 HARVEY RUVIN, CLERK OF COURT, MIA-DADE CTY THIS WARRANTY DEED is made and executed this _I(ag day of March, 2018, by BKT HOLDING, LLC, a Florida limited liability company (the "Grantor"), whose mailing address is 2691 E. Oakland Boulevard, Suite 201A, Fort Lauderdale, Florida 33306 and TRACY FRANKLIN ZAZADZE and POL ZAZADZE (the "Grantee"), whose mailing address is 1201 NE 96" Street, Miami Shores, FL 33138. WITNESSETH: GRANTOR, for and in consideration of the sum of Ten and No/100 Dollars ($10.00) and other good and valuable consideration, the receipt whereof is hereby acknowledged, does hereby grant, bargain, sell, alien, remise, release, convey and confirm unto Grantee the real property (the "Property') located in Miami -Dade County, Florida, and more particularly described as: Lot 17 and the West 1/2 of Lot 16, Block 83, Miami Shores Section No. 3, according to the plat thereof, as recorded in Plat Book 10, Page 37, of the Public Records of Miami -Dade County, Florida. AKA: 1201 N.E. 96 Street, Miami Shores, Florida 33138. SUBJECT TO: 1. All easements, conditions, covenants, restrictions, reservations, limitations and agreements of record, provided that this instrument shall not reimpose same. 2. Real estate taxes for the year 2018 and all subsequent years. 3. Existing applicable governmental building and zoning ordinances and other governmental regulations. TOGETHER WITH all the tenements, hereditaments and appurtenances belonging or in any way appertaining to the Property. CFN: 20180173048 BOOK 30908 PAGE 2989 TO HAVE A" TO HOLD the same in fee simple forever. AND GRANTOR hereby covenants with Camtee that Grantor is lawfully seized of the in fee simple; that Grantor has good right and lawful authority to sell and cone the pew and that Grantor does hereby fully warrant the title to the pro y same against the lawful claims of all persons whomsoever. gym' and will defend the IN WITNESS the day and year first written WHEREOF, Grantor has caused this Warranty Deed to be executed as. of G STATE OF FLORLDA ) COUNTY OF MIAMI-DADE ):SS BKT HOLDING LLC, a Florida limited liability company By: Ale re B t, Manager The foregoing -instrument was acknowledged before me this + :N► Alexandre Burkhardt, as Manager of BKT HOLDING LLC, a Florida ,i�inited t,aOf biMarch,company' 2018, by behalf of the company, who (check one p y, on [ ] is personally known to me or [ ] has produced a valid FL na► v v 1driver's license as identification. t10E+v SE .., •' l �bnarp18,2W 40tary r tam e: Elief/e �/arwro A1°°0u'de^ Public, S e of Florida at Large Commission No.: GC i q �, My Commission Expires: 3 ;q # 2695939 vl Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CHANGE OF CONTRACTOR / ARCHITECT Permit N. RC6161684 Owner's Name (Fee Simple Title Holder): BKT HOLDINGS LLC Phone #:305-904-1608 Owner's Address: 2691 E. Oakland Park Boulevard Suite 201A City: Fort Lauderdale State : FL Zip Code:33306 Job Address (Of where work is being done):1201 NE 96 Street City: Miami Shores State: —Florida Zip Code:33138 Contractor's Company Name: DLF SERVICES LLC Address: PO BOX 138904 Phone #:305-420-8135 City: HIALEAH State: FL Zip Code:33013 Qualifier's Name: BARBARA C OLIVA Lic. Number: CGC1515978 Architect/ Engineer of Record Name: SEBASTIAN EILERT AIA,LEED Address: 13063 SIN 133 CT City: MIAMI State: fl Describe Work: Phone #:305-253-5786 Zip Code: 33186 hereby certify that the work has been abandoned and/or the contractor/architect is unable or unwilling to complptie'IN contract. 1 hold the Building Official and the Miami Sh Signature Owner or Agent The foregoing instr ment was aknowle ed a 'e merr this -�l- 57 of 20�' ,by 0 `Z� C Z CL Who is personally known to me or who has produced less of all legal invoLvetnent. Signature Contractor or Architect ego The foring instrument was akn wled before me this �� day of ✓ 20/� 80t1b01M 0601 who is personally known to me or who has produced L as indentification. .LIL L� as indentification. Notary Publ' Notary Publi . Sign: Sign: Seal: Seal: _�L; - Notary Public - State of Florida Commission # GG 161158 yip Notary Public S ce of Florida o = My Comm. Expires Mar 13. 2022 Notary Assn. LeltOn Bonded;hroagr Naiona Ennis ommission GG 073835 ipKps py1g(2021 f Miami Shores Village Building Department 10050 N.E. 2No Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Change of Contractor/Architect or Engineer A change of contractor, architect or engineer must be done under a permit number. There is a $75.00 charge for a change of contractor. The owner will submit a Change of Contractor Form completed with notarized signatures. If the signature of the previous contractor cannot be obtained the owner must send a certified letter/return receipt notifying the previous contractor, architect or engineer the reason for the change. The owner must allow 10 business days for the contractor, architect or engineer to respond. A permit application must accompany the change of contractor form, with the information and signature of the new contractor. The new contractor must be registered with the Village or must submit the required documents to register with the Village. 1. Change of Contractor form completed, signed and notarized. 2. Permit application by new contractor. 3. Required fees. 4. Copy of original letter sent via certified mail along with the returned receipt. In addition to the requirements above the architect or engineer of record must authorized the new architect or engineer to reproduce his documents. The authorization must be in writing and must be signed and sealed. c