Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
2051 PALOMAR AIRPORT RD; 100; CB150806; Permit
04-07-2015 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CBI 50806 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group; Project Title; 2051 PALOMAR AIRPORT RD CBADSt; 100 Tl Sub Type; INDUST 2130503900 Lot#; 0 $70,000.00 Construction Type; 3A Reference # VACANT SPACE-NEW OPENINGS IN INTERIOR SHEER WALS & ADD SKY LIGHTS Status; ISSUED Applied; 03/17/2015 Entered By; RMA Plan Approved; 04/07/2015 Issued: 04/07/2015 Inspect Area Plan Check*; Applicant; PALOMAR ACQUISITION PARTNERS LLC STE 410 4747 EXECUTIVE DR SAN DIEGO CA 92121 858 435-4000 Owner; PALOMAR ACQUISITION PARTNERS LLC STE 410 4747 EXECUTIVE DR SAN DIEGO CA 92121 858 435-4000 Building Permit $493.76 Meter Size Add'l Building Permit Fee $0.00 Add'l Red. Water Con. Fee $0.00 Plan Check $345.63 Meter Fee $0.00 Add'l Building Permit Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $19.60 PFF (3105540) $0.00 Park Fee $0.00 PFF (4305540) $0.00 LFM Fee $0.00 License Tax (3104193) $0.00 Bridge Fee $0.00 License Tax (4304193) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $0.00 BTD #3 Fee $0.00 Traffic Impact Fee (4305541) $0.00 Renewal Fee $0.00 PLUMBING TOTAL $0.00 Add'l Renewal Fee $0.00 ELECTRICAL TOTAL $0.00 Other Building Fee $0.00 MECHANICAL TOTAL $0.00 Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Meter Size Sewer Fee $0.00 Add'l Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Reel. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB1473) Fee $3.00 HMP Fee ?? Fire Expedidted Plan Review $0.00 Green Bldg Standards Plan Chk ?? TOTAL PERMIT FEES $861.99 Total Fees: $861.99 ital Payments To Date; $861.99 Balance Due: $0.00 Inspector: FINAL A Date: Clearance: NOTICE: Please take NOTI referred to as "fees/exactions ;E thaJapproval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively Youliave 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must Mow the protest procedures set forth in Govemment Code Section 66020(a), and file the protest and any other required infomiation with the City Manager for processing in accordance with Carisbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their Imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. THE FOLLOWING APPROVALS (REQUIRED PRIOR TO PERMriSSUANCE: nPLANNING nENGINEERING nBUILDING OFIRE nHEALTH nHAZMAT/APCD Plan Check No. 13 P Ccityof Carlsbad Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email; buildlng@carlsbadca.gov www.carisbadca.gov Est. Value ^p^fi^Q Plan Ck. Deposit SWPPP JOB ADDRESS 2051 Palomar Airport Road TM. 213 050 - 39 - 00 CT/PROJECT # PHASE # # OF UNITS # BEDROOMS BATHROOMS" TENANT BUSINESS NAME CONSTR. TYPE OCC. GROUP DESCRIPTION OF WORK: (nc/ude Sguare Feet ofAtfected Ana(s) New Shear Wall Opening & Sky Lights //trlA/ EXISTING USE work In vacant space PROPOSED USE work In vacant spQ GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YES|~|* N0| I AIR CONDITIONING YES QNO I I FIRESPRINKLERS YES I |NO| I APPLICANT NAME-Bhavesh Parikh PROPERTY OWNER NAME Palomar Acquisition Partners LLC ADDRESS 4747 Executive Drive, Suite 410 ADDRESS 4747 Executive Drive, Suite 410 CITY San Diego STATE CA ZIP 92121 CITY San Diego STATE CA ZIP 92121 PHONE 858-435-4000 FAX 858-435-4001 PHONE 858-435-4000 858-435-4001 EMAIL bhavesh.parlkh@hines.com bhavesh.parikh@hlnes.com DESIGN PROFESSIONAL DCI Engineers CONTRACTOR BUS. NAME Casper Companv ADDRESS 101 West Broadway, Suite 1260 ADDRESS 3825 Bancroft Drive CITY San Dieao STATE CA ZIP 92101 CITY Spring Vallev STATE CA ZIP 91977 PHONE 619-234-0501 FAX PHONE 619-589-6001 FAX 619-589-7158 EMAIL nflelds@dcl-englneers.com EMAIL ken@caspercompany.com STATE LIC. * STATE LIC.# 478960 CLASS CITY BUS. LIC.# B1987003014 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicantfor such permitto file a signed statement that he is licensed pursuantto the provisions of the Contractor's Ucense LawfChapter 9, com mending with Section 7000 of Division 3 of the Business and Professions Code) or lhat he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicantfor a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500)). WORKERS' COMPENSATION Workeis' Compensation Declaration: / heieby aflirm under penalty of perjury one of fte foiiowing declarations: HI have and will maintain a certificate of consent to self-Insure for worlters' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required bv Section 3700 of the Labor Code, for the perfomiance of the wori< for which this permit is issued. My workers' compensation insurance canier and policy numberare: Insurance Co. PolicyNo. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. I I Certificate of Exemption: I certify that in the perfomiance of the work fbr which this pemiit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of Califomia. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attomey's fees. JS^ CONTRACTOR SIGNATURE • AGENT DATE O W N E R - B U I L D E R DECLARATION / hereby affimi that i am exempt fmm Contractor's Ucense Law for the foiiowing reason: I I I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for ^le. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not buikl or improve for the purpose of sale). 1/4 I, as owner of the property, am exclusively contracting with licensed contractors to constmct the project (Sec. 7044, Business and ProfessionsCode: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractDr(s) licensed pursuant to the Contractor's License Law). I I I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and matenals for constnjctk)n of the proposed property improvement. QVes I iNo 2.1 (have / have not) signed an application for a building pennit for the proposed work. 3.1 have contracted with the following person (finn) to provide the proposed construction (include name address / phone / contractors' license number): 4.1 plan to provkJe portions of the work, but I have hired the following person to coordinate, supervise and provide the major woric (include name / address / phone / contractors' Ikxnse number): 5.1 will provide some of the work, but I have contracted (hired) the followingcetsons to provide the workjrajisated (include name / address / phone / type of woric); ^ / J ^PROPERTY OWNER SGNATURE [^AGENT DATE COMPLETE THiS SECTION FOR NON-RESIOENTIAL BUlLDiNG PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazanlous materials registration lorm or risk management and prevention program under Sections 25505,25533 or 25534 of the Pnssley-Tanner Hazardous Substance Account Act? I'es No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes No Is the facility to be constmcted within 1,000 feet of the outer boundary of a school site? Yes No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. CONSTRUCTION LENDING AGENCY I hereby affinn that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address APPLICANT CERTIFICATION I certif that I have raad the applkatkin and stale thatthe above inkxmation Is ootract and that the i^ I hereby auihorize representativB of the City of Cartsbad to enter upon Ihe above mentbned property for inspeclion purposes. I ALSO AGREE TO SAVE, INDEMN IFY AND KEEP H Af^^LESS THE CfTY OF CARLSBAD AGAINST Aa LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA pemiit is required for excavatkms over 5'0' deep and dennolition or constmction of sfructures over 3 stories in height. EXPIRATION: Every pennit issued by the Building Official under the provisbns of Ihis Code shall expire by limitation and beoome null and void if the building or woric aulhorized by such pemiit is not commenced within 180 days Irom the date of such pennit or if the building or woric authorized by such pennit is suspended or abandoned at any time after the vwrtc is commenoed for a period of 180 days {Sectbn 106.4.4 Unifomi Buikling Code). vCTAPPLICANT'S SIGNATURE DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email buildina(5)carisbadca.aov or Mall the completed fomi to City of Carlsbad, Building Division 1635 Faraday Avenue, Cadsbad, Califomia 92008. C0#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EIVIAIL OCCUPANT'S BUS. LIC. No. DEUVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAILTO: CONTACT (Listed above) (XiCUPANT (Listed above) CONTRACTOR (On Pg. 1) IVIAIL/PAX TO OTHER: ASSOCIATED CB# NO CHANGE IN USE / NO CONSTRUCTION CHANGE OF USE / NO CONSTRUCTION ASSOCIATED CB# NO CHANGE IN USE / NO CONSTRUCTION CHANGE OF USE / NO CONSTRUCTION US'APPLICANT'S SIGNATURE DATE Inspection List Permit*: CB150806 Type: Tl INDUST VACANT SPACE-NEW OPENINGS IN INTERIOR SHEER WALS & ADD SKY LIG Date Inspection Item Inspector Act Comments 07/08/2015 89 Final Combo - Rl ASKED FOR AM/CALLED ABOUT FIRE SIGN OFF 07/08/2015 89 Final Combo PY AP 06/03/2015 11 Ftg/Foundatlon/Piers PY AP Monday, July 13, 2015 Page 1 of 1 ^^^m^^ INSPiCTION RiCORD m^T 8t mrr OW TMt j« BEFORE Jtaftjai MElCTiiOm ^IM^f IWrECTIM K FOR Buimma MWEcnoM oiyy WM^mm72% • . CMS <iO TPs wMirff,^llTfJliP CLK»t OW iNTFftlC^ SNEER WALS 4 A» SKV • lOHTS . 3 i^twORD COPY tSHiNCij!'* .% COPY C«F THIS CARD TO. t633 F*«AI AT BETWEEf* TL30 AM - SlOO AM Tl* A¥ AVE... CAHiAilAD,, CA 'JiOt? Mt: ©At SF TOUR WSPCCTfO^N. E L E" C T '1! C A L IJi" P^!*!K^—•— — • Ml THE CITY OF SAN DIEGO SPECIAL INSPECTOR CERTIFiCATE Name: GEORGE GAVIT Expiration: December 31. 2016 This certifies ifiat the special Inspector is aalhonzed to perform special inspection within me City of San Diego for the lype{s) of work indicated under the pro-'isions of Chapier U o. the rv^„,5 M'jiiicipal Code. 5re loD international Code Council 500 New Jersey Avenue, NW ton, DC 20001 The individual named hereon is CERTIFIED in the categones shown, having been so certified pursuant to successful c^^n of the prescribed wntten -/ oxpminations. Not valid unless signed by certificate holder Certification attests to competent knowledge of codes and standards. ICC CERTIFICATIONS HE ARE FOUND ON THE • —«^ ACI Concrete Field Testing Technician - Certification ID #00132177 Expires on: 04/13/2018 :t j certification Verify at CheckACI.org CHR.ISTIAN WHEELEU ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Job Address: Contractor: Subcontractor: Palomar Office TI 2051 Palomar Airport Rd., Carlsbad, CA Whiting-Turner CWE #: Permit #: Architect: Engineer: 2150282 CBI 5080^ Ryan M. Slaybauch Plan File #: Test Location; Interior footing extensions at cut wall openings Supplier: Hanson Req. Strength: 3000 psi Mix #: 3011600 Date Sampled: 6-5-15 Admlxture(s): — Date Received: 6-8-15 Truck #: 583 Ticket #: 585441 Sampled by: RSR Mix Temp: 77° Air Temp: 65° Tested by: NS Slump: 5 V2". % Air: Sample Type: 4" X 8" cylinder Min in Mixer: 45 Wet Unit wt: — Notes: Sample # Date Tested Age (days) Area (sq. inches) Maximum Load (Ibs.) Comp. Strength (psi) Fracture Type 5427 6-12-15 7 12.566 26,410 2,100 5 5428 7-3-15 28 12.566 42,070 3,350 4 5429 7-3-15 28 12.566 43,610 3,470 3 5430 7-3-15 28 12.566 42,540 3,390 3 The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards. No olher warranties, express or implied. Distribution: trenton.smiley@whiting-turner.com bhavesh.parikh@hines.com City of Carlsbad Supplier TypsI ffeasonably well-fomied Cortes on bolh erxfs, less than 1 in. [25 mm] of crsckin; Vwcugh cape Type 2 Welt-lonTwd cone on one end. vertical cracks running Itirtxqn caps, ru we(t-delined cone OTI other ei>d Types Columnar vertical cracking thfoueH bott) ends, no well- T»w4 Diagonal fracture with no cTBcking Ittnxjgh ends; lap with hammer to distinguish from Type 1 Types Side fractures at top of tMttom (occur commonly witf) unbonded caps) TypeB Similar to Type 5 but ei»d of cyliritier is potnWd Reviewed by; Michael B. Wheeler, RCE #45358 3980 Home Avenue • San Diego, CA 92 1 05 • 6 1 9- 5 5 0- 1 7 00 -f FAX 6 1 9-550- 1 701 20SI r-^-R^ CHB.ISTIAN WHEELER. [.NGINEERING EIELD REPORT Project Name Tenant Improvements CWE* 2150282 Date: 5/5/15 Page lofl Project Address 2051 Palomar Airport Road, Carlsbad Permit # Project File* Contractor Whiting Turner Architect Subcontractor Engineer D Reinforced rete i—i ire-stressea concrete i—i Keintorcea Masonry uj tipoxy Ancttors i—i snop weiaing d Field Welding • High Strength Bolts • Non-Destructive Testing • Mechanical Anchors • Fireproofing • Wood/Metal Shear • Waterproofmg Footing Observation • Asphalt Obs/Testing Q Soil Obs/Testing • Roofing • Building Envelope D Material/Equipment: Arrived on site, as requested, to provide the following services: Observed the excavations for six new footing sections in the central portion of the building. Based on our review of the original grading plan for the project (M.S. 432), the building pad was constructed by excavating the original grade to establish the current pad elevation. As a result, the observed excavations have exposed very competent sandstones of the Santiago I'ormation at the bearing level, and in our opinion are suitable from a geotechnical standpoint. NOTED DISCREPANCIES - The items noted below were observed to be in non-conformance with the approved project documents and will require correction or the design engineer's review for approval: NOTICE: Unless otherwise stated, the work obsen'ed was, to the best of my knowledge, in compliance with the approved project documents. It should be noted that the work reported as being obser\'ed, tested, and opinions expressed are solely for the benefit of our client and that our presence and the services provided do not relieve the contractor from its obligadon to meet contractual requirements. Shawn Cava Inspector/Technician Name Certification # Inspector/fechnician^Signiture Initial Distribution: Trenton.smiley@whiting-tumer.com; bhavesh.parikh@hines.com Reviewer Name Certification # Reviewer's Signature Reviewed Distribution: 3980 Home Avenue -f San Diego, CA 92 1 05 -f 61 9-550- 1 700 -f FAX 6 1 9-5 50- 1 70 1 EsGil Corporation In (Partnersfiip witH government for (BuiCtfing Safety DATE: MARCH 24, 2015 • APPLICANT • JURIS. JURISDICTION: CARLSBAD • PLANREVIEWER • FILE PLAN CHECK NO.: 15-0806 SET: I PROJECT ADDRESS: 2051 PALOMAR AIRPORT ROAD PROJECT NAME: NEW CONCRETE SHEAR WALL OPENINGS & SKYLIGHTS XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Mail Telephone Fax In Person • REMARKS: By: ALI SADRE, S.E. Enclosures: EsGil Corporation • GA • EJ • MB • PC 3/19 9320 Chesapeai<;e Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 ^ [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-0806 PREPARED BY: ALI SADRE, S.E. DATE: MARCH 24, 2015 BUILDING ADDRESS: 2051 PALOMAR AIRPORT ROAD BUILDING OCCUPANCY: BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) NEW SW OPENINGS & SKYLIGHTS Air Conditioning Fire Sprinklers TOTAL VALUE 70,000 Jurisdiction Code GB By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance $489.70 $318.31 Type of Review: • Complete Review • Structural Only • Repetitive Fee Repeats • Other j_l Hourly EsGil Fee Hr. @ * $274.23 Comments: Sheet 1 of 1 macvalue.doc + CITY OF CZAR LSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.eov DATE: 3-19-15 PROJECTNAME: PROJECTID: PLAN CHECK NO: CB 15-0806 SET#: 1 ADDRESS: 2051 Palomar Airport Rd APN: 213-050-39-00 This plan check review is complete and has been APPROVED by the Planning Division. By: Cliris Sexton A Final Inspection by the Planning Division is required • Yes ^ No You may also have corrections from one or more of the divisions Usted below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. [J This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: bliaves!i.paril<h@hines.com For questions or clarifications on the attaciied checi<list please contact the following reviewer as marked: PLANNiNG 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 ^ Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.fiov [ Chris Glassen ' ' 760-602-2784 Christopher.Giassen@carisbadca.gov [ 1 Greg Ryan 760-602-4663 Gregory.F^yan@carlsbadca.gov Q Gina Ruiz 76a602-4675 Gina.Ruiz@carlsbadca.gov r ValRay Marshail 760-602-2741 ValRayjMarshall@carlsbadca.£ov f j Cindy Wong 760-602-4662 Cyntliia.Wong@carisbadca.gov • 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov I [ Dominic Fieri 760-602-4664 Dominic.Fieri®ca risbadca j*ov Remarks: ^ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 03/30/lirPROJECT NAME: spec suite PROJECT ID: PLAN CHECK NO: cbl50806 SET#: I ADDRESS: 2051 PAR ste 100 • This plan check review Is complete and has been APPROVED by the fire Division. By: cwong A Final Inspection by the Division is required |3 Yes • No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attaclied checklist piease contact the foiiowing reviewer as marited: • " ' •/.:fi,.-:.:. '.i'N!'.?-^V;-!-i. » ^^^^^ 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 1 Greg Ryan 760-602-4663 GregorY.RYan@carlsbadca.£ov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.£ov X Cindy Wong 760-602-4662 Cynthla.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Domlnic.Flerl@carlsbadca.gov Remarks: **New Skylights per Ryan** ** APPROVED: Page 1 of 2 THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERIVIIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Page 2 of2 Carlsbad Fire Department Plan Review Requirements Category: TI, INDUST Date of Report: 03-30-2015 Reviewed by: A, Name: Address; PALOMAR ACQUISITION PARTNERS LLC STE 410 4747 EXECUTIVE DR SAN DIEGO CA 92121 Permit*: CBI50806 Job Name: VACANT SPACE-NEW OPENINGS IN Job Address: 2051 PALOMAR AIRPORT RD CBAD St: 100 INCOMPLETE The itefp yoi^ have submitted for review is incomplete. At this time, this office cannot adequately conduct a rflvlaw to flatewyii|y|^S55SMSg^W8p8t^^ codes and/or standards. Please review carefully all comments attg^iuLl. I'ltUwit lesubmit the necessary |il in i mil 'in "III"! ihii iilni|i n illi changes "clouded", to this office for review and approval. Coni: CON0008142 [MET] ***New Skylights*** ** APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Entry: 03/30/2015 By: cwong Action: AP DCI 1 Seattle o Portland 2? Spokane i San Diego Austin 1 Irvine •8 Eugene 1 San Francisco 1 Anchorage Structural Calculations Shear Wall & Skylight Openings 2051 Palomar Airport Road, Carlsbad, CA DCI Job Number 15051-0008.00 March 17, 2015 MAR 1 7 2015 crrv or Prepared for: Mines 4747 Executive Drive, Suite 410 San Diego, CA 92121 101 West Broadway, Suite 1260 San Diego, CA, 92101 Phone (619) 234-0501 Service Innovation Value Cdh 15 Pf^^ J \2015\ 15051-0008,00 2051 Palomar\Calculations\(Project Name - Calculation Index -MM-DD-YY,xls)StructuraI Calculations index ^1 Jl 1 Project No. Date 1 encineeRS 15051-0008.00 3/13/15 Projecl 2051 Palomar Locafion Carlsbad, CA Structural Calculations Index Book 1 of 1 — mmmmmmmmm'mmiimmmmmmmmm. Design Criteria Lateral Gravity Framing D- L- 1 G- 1 Foundation F- 1 ^DCI ENGINEERS SBm D'AMATO COKVERSANO INC Project No. 15051-0008.00 Sheet No. D-1 Project 2051 Palomar Date 3/12/15 Subject Load Takeoff By NF ROOF LOADING Dead Load Roofing 1/2" Sheathing 2xSubpurlins Insulation 4x Purlins Ceiling Framing Sprinklers GLB Girders Misc Mechanical and Electrical Interior Partitions Live Load - Roof (Reducible) Sub Purlins Purlins Girders Seismic 2.0 psf 2.0 psf 2.0 psf 2.0 psf ;.5psf /.5psf ).5psf 1.5 psf 1.0 psf 1.0 psf 1.0 psf 1.0 psf 1.0 psf ?.0 psf 1.0 psf 1.0 psf N.A. 1.0 psf J.Opsf 1.0 psf N.A. 2.5 psf 2.5 psf 2.5 psf N.A. 2.0 psf 2.5 psf 2.5 psf N.A. N.A. 1.5 psf 1.5 psf 0.5 psf 0.5 psf 0.5 psf 1.5 psf J.Opsf 1.5 psf /.5psf 1.5 psf N.A. N.A. N.A. 5.0 psf 7.0 psf 13.0 psf 15.0 psf 21.0 psf 20.0 psf 20.0 psf 20.0 psf N.A. ^DCI ENGINEERS Projecf No. 15051-0008.00 Sheef No. D-2 D'AMATO C O N V E R S A N O INC. Projecf No. 15051-0008.00 Sheef No. D-2 Project Date 2051 Palomar 3/12/15 Subject By Load Takeoff NF FLOOR LOADING Dead Load Floor Finish 2" X 20 GA Metal Deck 2-1/2" LWT Concrete Main Steel Fronning Sprinklers Ceiling Fronning Misc Mechanical and Electrical Interior Partitions Live Load - Office (Reducible) Vertical Decic Ceilina Beam Seismic 1.0 psf N.A. J.Opsf 1.0 psf 2. / psf N.A. 2.1 psf 2.1 psf 32.1 psf N.A. 32.1 psf 32.1 psf N.A. N.A. 5.0 psf 5.0 psf N.A. N.A. 2.5 psf 2.5 psf N.A. 2.5 psf 2.5 psf 2.5 psf J.8psf N.A. /.8psf J.8psf 1.0 psf N.A. J.Opsf 1.0 psf N.A. N.A. N.A. lO.Opsf 38.0 psf 2.5 psf 48.0 psf 58.0 psf 50.0 psf 10.0 psf 50.0 psf N.A. ^DCI ENGINEERS SIB D'AMATO C O N V E R S A N O INC. Project No. 15051-0008.00 Sheet No. D-3 Projecf 2051 Palomar Date 3/12/15 Subject Load Takeoff By NF WALL LOADING PARTITION WALL LOADING Dead Load GWB - 2 layers - 5/8" @ O.SSpsf / eighth inch Stud Framing Misc Mechanical and Electrical Wall 5.6 psf J.5psf 0.9 psf J.Opsf Seismic 5.6 psf J.5psf 0.9 psf J.Opsf 9.0 psf 9.0 psf TILT UP WALL LOADING Dead Load 6-1/2" Concrete Wall 81.0 psf Seismic 81.0 psf 81.0 psf 81.0 psf 1/26/2015 Design Maps Summary Report ^USGS Design Maps Summary Report User-Specified Input Report Title 2051 Palonnar Airport Road Mon January 26, 2015 21:50:38 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data avaiiabie in 2008) Site Coordinates 33.12283°N, 117.27675°W Site Soil Classification Site Class D - "Stiff Soil" RisIc Category I/II/III D-4 ^Qmapquort USGS-Provided Output MipQuist 1.070 g Sl = 0.413 g ^MS — ^Ml — 1.147 g 0.656 g 0.765 g 0.437 g For Information on how the SS and Sl values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEn Response Spectrum 0.00 0.20 0.40 O.eo o.ao l.OO 1.20 1.40 1.60 1.80 2.00 Period. T (sec) o.eg Design Response Spectrum 0.00 0.20 0.40 o.eo 0.80 1.00 1.20 1.40 l.eo 1.80 2.00 Period, T (sec) For PGA„, TL, C^g, and C^^ values, please view the detailed report. htlp://ehp2-earthquake.wr.usgs.gov/deslgnmaps/us/summary.php?template=mlnimal&latltude=33.122827&longitude=-117.276749&siteclass=3&riskca.. 1/2 J:\2015\15051-0008.00 2051 Palomar\CalculQtions\Lateral\[lateral loads.xls]Static V ^DCI ENGINEERS S3BS D'AMATO C O N V E R S A .SI O INC. Project No. 15051-0008.00 Sfieef No. L-1 Projecf 2051 Palomar Airport Road Dafe 3/12/15 Subject Static V By NF ASCE 7-10 - Section 12.8 - EQUIVALENT LATERAL FORCE PROCEDURE Equation 12.8-1 Equation 12.8-3 Equation 12.8-4 Equation 12.8-2 Equation 12.8-5 Equation 12.8-6 Equation 11.4-3 Equation 11.4-4 Equation 11.4-1 Equation 11.4-2 Per Geotech USGS Data Table 11.4-1 Table 11.4-2 Table 1-1 Table 11.5-1 Table 12.2-1 T Used for Calcs ETABS Model Section 11.4.5 Section 12.8.2.' Table 11.6-1 Table 11.6-2 V = W { W = 0.153 W = 0.2 k = 1.0 k Cs Mox T(R/I) SDI TL T' ( R / I) SDS R/l = 0.391 forTsTL = 13.983 forT>TL = 0.153 CjMIn CsMin SDS SDI SMS SMI = 0.01 = o_0/|i = 0.765 = 0.437 O.SS, R/l 2 3 2 3 SMS = SS = 1.147 SMI = F, S, = 0.655 Site Class D Ss = 1.070 S, = 0.413 F^ = 1.072 = 1.587 Occupancy Category 11 I = 1.00 Bearing Wall System Special Reinforced Concrete Shear Walls where Sl >0.60 R Cd T = 5.0 = 21/2 = 5 = 0.224$ Model - 0.2 1.0 SDI SDS SDI 0.114s 0.571 s a Max Cu a c, X SDS = 8.00 s C^Ta = 0.313 s = 1.4 Chn" = 0.224 s = 0.02 = 0.75 = 25.00' Seismic Design Category D Seismic Design Category D =DCI EncsinssRS Project No. Sheet No. L-2 Projec, p^p^^ Date^j , _ r OH =DCI EHGiriEERS Project No. Sheet No. L-3 Project ^^^j p/TLOAi/Vf^ Subject 0\)^R70R,^\(s^Q M^hL^^lS /VF MoT- 3^^f2s') ^ ?Z.S"^-^^ NO oVERtuAtOjiOG, GnctneeRS Project No. iS-o^-l'ODDS' Sheet No. G-1 Project S"i Pmj^v^&K Date , Subject . . , HEFP l^ew DESIGAI (1) ts- OK (SET e^^aec^TLc riEPoKT) n SeiS/^(C ; Fp - 0.HLO%^)MI2) pep) - ztl PsF IA)D2 = (^%) dS" ^SF) -- 0.21 PLF III G-2 Concrete Beam File = c:\User5\nfield5\Desktop\2051PA-1.EC6 ENERCALC, INC. 1983-2015, Bulld:6.15.1.19, Ver6.15.1.19 iLlc. #:KW-06001666 Licensee : DCI Description: Deep Beam CODE REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties 1/2 fr= fc ' *7.50 \|/ Density X LtWt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 2.0 ksi 335.410 psi 145.0 pcf 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi d) Phi Values Pi Flexure: Shear: 0.90 0.750 0.850 Fy-Stin^ps 60.0 ksi E-Stin^ps = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stin^up = 1.0 Load Combination ASCE 7-10 6^"wx168"h Span=16.0ft ^ross Section & Reinforcing Details Rectangular Section, Width = 6.50 in. Height = 168.0 in Span #1 Reinforcing.... 1-#5 at 18.0 in from Bottom, from 0.0 to 16.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D= 1.453, Lr = 0.420 k/ft, Tributary Width = 1.0 fl DESIGNSUMMARY Maximum Bending Stress Ftatio = 0.371: 1 Section used for this span Typical Section Mu: Applied 77.299 k-ft Mn * Phi: Allowable 208.076 k-ft Load Combination +1.20D+1.60Lr+0.50L+1.60H Location of maximum on span 8.000ft Span # where maximum occurs Span # 1 Vertical Reactions Load Combination Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 Design OK O.OOOin Fiatio = O.OOOin Flatio = O.OOOin Ratio = O.OOOin F{atio = O<360 O<360 999 <180 999<180 Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +D+Lr+H • Only Lr Only Shear Stirrup Requirements Entire Beam Span Length: Vu < PhlVc/2, Req'd Vs = Not Reqd 11.4.6.1, use stimjps spaced at 0.000 in IMaximum Forces & Stresses for Load Combinations 14.984 3.360 11.624 14.984 11.624 3.360 14.984 3.360 11.624 14.984 11.624 3.360 Load Combination Segment Length Span # Location (fl in Span Bending Stress Results (k-ft) Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 +1.40D+1.60H 16.000 77.30 208.08 0.37 G-3 Concrete Beam Description: Deep Beam File = c:\Use[s\nflelds\Desl(tap\20S1PA-1.EC6 b ENERCALC, INC. 1983-2015, Bulld:6.15.1.19, Ver.6.15.1.19 I Licensee : DCI Load Combination Segment Length Span # Location (fl in Span Bending Stress Results (k-ft) Mu: Max Phi*Mnx Stress Ratio Span#1 1 +1.20D+1.60Lr+0.50L+1.60H Span#1 1 Overall Maximum Deflections Load Combination 16.000 16.000 65.09 77.30 208.08 208.08 0.31 0.37 Span Max "-"Defl Location in Span Load Combination Max."+" Defl Location in Span +D+Lr+H Detailed Shear information 0.0003 7.840 0.0000 0.000 Span Distance 'd' Vu k) Mu d'Vu/Mu Phi*Vc Comment Phi*Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60Lr+0.50L+1.60H 1 0.00 150.00 19.32 19.32 0.00 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.04 150.00 19.24 19.24 0.69 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.07 150.00 19.15 19.15 1.37 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.11 150.00 19.07 19.07 2.05 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.14 150.00 18.98 18.98 2.72 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.18 150.00 18.90 18.90 3.40 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.21 150.00 18.81 18.81 4.07 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.25 150.00 18.72 18.72 4.73 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.28 150.00 18.64 18.64 5.40 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.32 150.00 18.55 18.55 6.06 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.36 150.00 18.47 18.47 6.72 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.39 150.00 18.38 18.38 7.37 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.43 150.00 18.29 18.29 8.03 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.46 150.00 18.21 1821 8.67 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.50 150.00 18.12 18.12 9.32 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.53 150.00 18.04 18.04 9.96 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.57 150.00 17.95 17.95 10.60 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.60 150.00 17.86 17.86 11.24 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.64 150.00 17.78 17.78 11.87 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.68 150.00 17.69 17.69 12.50 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 071 150.00 17.61 17.61 13.13 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.75 150.00 17.52 17.52 13.76 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.78 150.00 17.44 17.44 14.38 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.82 150.00 17.35 17.35 15.00 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.85 150.00 17.26 17.26 15.61 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.89 150.00 1718 17.18 16.22 1.00 62.72 Vu < PtiiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.92 150.00 17.09 17.09 16.83 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 627 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 0.96 150.00 17.01 17.01 17.44 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.00 150.00 16.92 16.92 18.04 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.03 150.00 16.83 16.83 18.64 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.07 150.00 16.75 16.75 19.24 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.10 150.00 16.66 16.66 19.83 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.14 150.00 16.58 16.58 20.42 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.17 150.00 16.49 16.49 21.01 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.21 150.00 16.40 16.40 21.60 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.24 150.00 16.32 16.32 22.18 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.28 150.00 16.23 16.23 22.76 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.32 150.00 16.15 16.15 23.33 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.35 150.00 16.06 16.06 23.91 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.39 150.00 15.98 15.98 24.47 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.42 150.00 15.89 15.89 25.04 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.46 150.00 15.80 15.80 25.60 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.49 150.00 15.72 15.72 26.16 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.53 150.00 15.63 15.63 26.72 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.56 150.00 15.55 15.55 27.28 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.60 150.00 15.46 15.46 27.83 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 G-4 File = c:\Users\nllelds\Desl(top\2051PA-1.EC6 b ENERCALC, INC. 1983-2015, Bulld:6.15.1.19, Ver6.15.1.19 | Licensee : DCI Concrete Beam Lie. # : KW-06001666 Description: Deep Beam Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi'Vc Comment Phi*Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual D esign (k-ft) (k) (k) Req'd Suggest +1.20D+1.60Lr+0.50L+1.60H i 1.64 150.00 15.37 15.37 28.38 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H •\ 1.67 150.00 15.29 15.29 28.92 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H i 1.71 150.00 15.20 15.20 29.46 1.00 62.72 Vu < PhlVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H i 1.74 150.00 15.12 15.12 30.00 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H i 1.78 150.00 15.03 15.03 30.54 1.00 62.72 Vu<PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H i 1.81 150.00 14.94 14.94 31.07 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H i 1.85 150.00 14.86 14.86 31.60 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H i 1.88 150.00 14.77 14.77 3213 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.92 150.00 14.69 14.69 32.65 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1.96 150.00 14.60 14.60 33.17 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H i 1.99 150.00 14.52 14.52 33.69 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.03 150.00 14.43 14.43 34.20 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H i 2.06 150.00 14.34 14.34 34.72 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H i 2.10 150.00 14.26 14.26 35.22 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H i 213 150.00 14.17 14.17 35.73 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H i 2.17 150.00 14.09 14.09 36.23 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H i 2.20 150.00 14.00 14.00 36.73 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H ^ 2.24 150.00 13.91 13.91 37.23 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H i 2.28 150.00 13.83 13.83 37.72 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H i 2.31 150.00 13.74 13.74 38.21 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.35 150.00 13.66 13.66 38.70 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.38 150.00 13.57 13.57 39.18 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.42 150.00 13.48 13.48 39.66 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.45 150.00 13.40 13.40 40.14 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.49 150.00 13.31 13.31 40.62 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.52 150.00 13.23 13.23 41.09 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.56 150.00 13.14 13.14 41.56 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.60 150.00 13.05 13.05 42.02 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.63 150.00 12.97 12.97 42.48 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.67 150.00 12.88 12.88 42.94 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.70 150.00 12.80 12.80 43.40 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.74 150.00 12.71 12.71 43.85 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.77 150.00 12.63 12.63 44.30 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 281 150.00 12.54 12.54 44.75 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.84 150.00 12.45 12.45 45.20 1.00 62.72 Vu < PhlVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.88 150.00 12.37 12.37 45.64 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.92 150.00 12.28 12.28 46.08 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.95 150.00 12.20 12.20 46.51 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 2.99 150.00 12.11 12.11 46.94 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.02 150.00 12.02 12.02 47.37 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.06 150.00 11.94 11.94 47.80 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.09 150.00 11.85 11.85 48.22 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.13 150.00 11.77 11.77 48.64 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.16 150.00 11.68 11.68 49.06 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.20 150.00 11.59 11.59 49.47 1.00 62.72 Vu < PhiVc/2 Nol Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.24 150.00 11.51 11.51 49.88 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.27 150.00 11.42 11.42 50.29 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.31 150.00 11.34 11.34 50.69 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.34 150.00 11.25 11.25 51.10 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.38 150.00 11.17 11.17 51.49 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.41 150.00 11.08 11.08 51.89 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.45 150.00 10.99 10.99 52.28 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.48 150.00 10.91 10.91 52.67 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.52 150.00 10.82 10.82 53.06 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 G-5 File = c:\Ussrs\nflelds\Desktop\20S1PA-1.EC6 b ENERCALC, INC. 1983-2015, Bulld:6.15.1.19, VarS.IS.I.IO | Licensee : DCI Concrete Beam Description: Deep Beam Detailed Shear information Span Distance 'd' Vu k) Mu d*Vu/Mu Phi'Vc Comment Phi*Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60Lr+0.50L+1.60H 1 3.56 150.00 10.74 10.74 53.44 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.59 150.00 10.65 10.65 53.82 1.00 62.72 Vu<PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.63 150.00 10.56 10.56 54.20 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.66 150.00 10.48 10.48 54.57 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.70 150.00 10.39 10.39 54.94 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.73 150.00 10.31 10.31 55.31 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.77 150.00 10.22 10.22 55.68 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.80 150.00 10.13 10.13 56.04 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.84 150.00 10.05 10.05 56.40 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.88 150.00 9.96 9.96 56.75 1.00 62.72 Vu<PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.91 150.00 9.88 9.88 57.11 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.95 150.00 9.79 9.79 57.46 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 3.98 150.00 9.71 9.71 57.80 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.02 150.00 9.62 9.62 58.15 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.05 150.00 9.53 9.53 58.49 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.09 150.00 9.45 9.45 58.82 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.12 150.00 9.36 9.36 59.16 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.16 150.00 9.28 9.28 59.49 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.20 150.00 9.19 9.19 59.82 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.23 150.00 9.10 9.10 60.14 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.27 150.00 9.02 9.02 6047 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.30 150.00 8.93 8.93 60.78 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.34 150.00 8.85 8.85 61.10 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.37 150.00 8.76 8.76 61.41 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 441 150.00 8.67 8.67 61.72 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.44 150.00 8.59 8.59 62.03 1.00 62.72 Vu < PhlVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.48 150.00 8.50 8.50 62.33 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.52 150.00 8.42 842 62.63 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.55 150.00 8.33 8.33 62.93 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.59 150.00 8.25 8.25 63.23 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.62 150.00 8.16 8.16 63.52 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.66 150.00 8.07 8.07 63.81 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.69 150.00 7.99 7.99 64.09 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.73 150.00 7.90 7.90 64.38 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.76 150.00 7.82 7.82 64.65 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.80 150.00 7.73 7.73 64.93 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.84 150.00 7.64 7.64 65.20 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.87 150.00 7.56 7.56 6547 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.91 150.00 7.47 7.47 65.74 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.94 150.00 7.39 7.39 66.01 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 4.98 150.00 7.30 7.30 66.27 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.01 150.00 7.21 721 66.53 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.05 150.00 7.13 7.13 66.78 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.08 150.00 7.04 7.04 67.03 1.00 62.72 Vu < PhlVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.12 150.00 6.96 6.96 67.28 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.16 150.00 6.87 6.87 67.53 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.19 150.00 6.79 6.79 67.77 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.23 150.00 6.70 6.70 68.01 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.26 150.00 6.61 6.61 68.25 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.30 150.00 6.53 6.53 68.48 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.33 150.00 6.44 6.44 68.71 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.37 150.00 6.36 6.36 68.94 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.40 150.00 6.27 6.27 69.16 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.44 150.00 6.18 6.18 69.38 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 G-6 File = c:\Users\nflelds\Oesl(top\2051PA--1.EC6 k ENERCALC, INC. 1983-2015. Build:6.15.1.19, Ver:6.15.1.19 | Licensee : DCI Concrete Beam Description: Deep Beam Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment PhI'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (In) Actual De sign (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60Lr+0.50L+1.60H 1 5.48 150.00 6.10 6.10 69.60 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.51 150.00 6.01 6.01 69.82 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.55 150.00 5.93 5.93 70.03 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.58 150.00 5.84 5.84 70.24 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.62 150.00 5.75 5.75 70.44 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.65 150.00 5.67 5.67 70.65 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.69 150.00 5.58 5.58 70.85 0.98 62.71 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.72 150.00 5.50 5.50 71.05 0.97 62.70 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.76 150.00 5.41 5.41 71.24 0.95 62.69 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.80 150.00 5.33 5.33 71.43 0.93 62.68 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.83 150.00 5.24 5.24 71.62 0.91 62.67 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.87 150.00 5.15 5.15 71.80 0.90 62.66 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.90 150.00 5.07 5.07 71.98 0.88 62.65 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.94 150.00 4.98 4.98 7216 0.86 62.64 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 5.97 150.00 4.90 4.90 72.34 0.85 62.63 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.01 150.00 4.81 4.81 72.51 0.83 62.62 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.04 150.00 4.72 4.72 72.68 0.81 62.61 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.08 150.00 4.64 4.64 72.85 0.80 62.60 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.12 150.00 4.55 4.55 73.01 0.78 62.59 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.15 150.00 4.47 4.47 73.17 0.76 62.58 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.19 150.00 4.38 4.38 73.33 0.75 62.57 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.22 150.00 4.29 4.29 73.48 0.73 62.56 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.26 150.00 4.21 4.21 73.63 0.71 62.55 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.29 150.00 4.12 4.12 73.78 0.70 62.54 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.33 150.00 4.04 4.04 73.93 0.68 62.53 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.36 150.00 3.95 3.95 74.07 0.67 62.52 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.40 150.00 3.86 3.86 74.21 0.65 62.51 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.44 150.00 3.78 3.78 74.34 0.64 62.50 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.47 150.00 3.69 3.69 74.48 0.62 62.50 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.51 150.00 3.61 3.61 74.61 0.60 62.49 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.54 150.00 3.52 3.52 74.73 0.59 62.48 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.58 150.00 3.44 3.44 74.86 0.57 62.47 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.61 150.00 3.35 3.35 74.98 0.56 62.46 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.65 150.00 3.26 3.26 75.09 0.54 62.45 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 •H.20D+1.60Lr+0.50L+1.60H 1 6.68 150.00 3.18 3.18 75.21 0.53 62.44 Vu < PhiVc/2 Not Reqd 1 624 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.72 150.00 3.09 3.09 75.32 0.51 62.43 Vu < PhiVc/2 Not Reqd 1 624 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.76 150.00 3.01 3.01 7543 0.50 62.42 Vu < PhiVc/2 Not Reqd 1 624 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.79 150.00 2.92 2.92 75.53 0.48 62.42 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.83 150.00 2.83 2.83 75.64 0.47 6241 Vu < PhiVc/2 Not Reqd 1 624 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.86 150.00 2.75 2.75 75.74 0.45 62.40 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.90 150.00 2.66 2.66 75.83 0.44 62.39 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.93 150.00 2.58 2.58 75.92 0.42 62.38 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 6.97 150.00 2.49 2.49 76.02 0.41 62.37 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.00 150.00 2.40 2.40 76.10 0.40 62.36 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.04 150.00 2.32 2.32 76.19 0.38 62.36 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.08 150.00 2.23 2.23 76.27 0.37 62.35 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 711 150.00 215 2.15 76.34 0.35 62.34 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.15 150.00 2.06 2.06 76.42 0.34 62.33 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 718 150.00 1.98 1.98 76.49 0.32 62.32 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.22 150.00 1.89 1.89 76.56 0.31 62.31 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.25 150.00 1.80 1.80 76.63 0.29 62.31 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.29 150.00 1.72 1.72 76.69 0.28 62.30 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.32 150.00 1.63 1.63 76.75 0.27 62.29 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.36 150.00 1.55 1.55 76.80 0.25 62.28 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 G-7 File = c:\Users\nflelds\Oesl(top\20S1PA-1.EC6 b ENERCALC, INC. 1983-2015, Bulld:6.15.1.ig, Ver.6.15.1.19 I Licensee : DCI Concrete Beam Lie. #: KW-06001666 Description: Deep Beam Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment PhI'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) P eq'd Suggest +1.20D+1.60Lr+0.50L+1.60H 1 7.40 150.00 1.46 1.46 76.86 0.24 62.27 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.43 150.00 1.37 1.37 76.91 0.22 62.26 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.47 150.00 1.29 1.29 76.96 0.21 62.26 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.50 150.00 1.20 1.20 77.00 0.20 62.25 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.54 150.00 1.12 1.12 77.04 0.18 62.24 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.57 150.00 1.03 1.03 77.08 0.17 62.23 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.61 150.00 0.94 0.94 7711 0.15 62.22 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.64 150.00 0.86 0.86 7715 0.14 62.22 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.68 150.00 0.77 0.77 77.18 0.13 62.21 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.72 150.00 0.69 0.69 77.20 0.11 62.20 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.75 150.00 0.60 0.60 77.22 0.10 6219 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.79 150.00 0.52 0.52 77.24 0.08 6218 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.82 150.00 0.43 0.43 77.26 0.07 62.18 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.86 150.00 0.34 0.34 77.27 0.06 62.17 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.89 150.00 0.26 0.26 77.29 0.04 62.16 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.93 150.00 0.17 0.17 77.29 0.03 6215 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 7.96 150.00 0.09 0.09 77.30 0.01 6214 Vu<PhiVc/2 Not Reqd 1 62.1 0.0 0.0 +1.40D+1.60H 1 8.00 150.00 0.00 0.00 65.09 0.00 6213 Vu < PhiVc/2 Not Reqd 1 62.1 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.04 150.00 -0.09 0.09 77.30 0.01 6214 Vu < PhiVc/2 Not Reqd 1 62.1 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.07 150.00 -0.17 0.17 77.29 0.03 62.15 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.11 150.00 -0.26 0.26 77.29 0.04 6216 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.14 150.00 -0.34 0.34 77.27 0.06 6217 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.18 150.00 -0.43 0.43 77.26 0.07 6218 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.21 150.00 -0.52 0.52 77.24 0.08 6218 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.25 150.00 -0.60 0.60 77.22 0.10 62.19 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.28 150.00 -0.69 0.69 77.20 0.11 62.20 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.32 150.00 -0.77 0.77 77.18 0.13 62.21 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.36 150.00 -0.86 0.86 77.15 0.14 62.22 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.39 150.00 -0.94 0.94 77.11 0.15 62.22 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.43 150.00 -1.03 1.03 77.08 0.17 62.23 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.46 150.00 -1.12 1.12 77.04 0.18 62.24 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.50 150.00 -1.20 1.20 77.00 0.20 62.25 Vu < PhiVc/2 Not Reqd 1 62.2 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.53 150.00 -1.29 1.29 76.96 0.21 62.26 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.57 150.00 -1.37 1.37 76.91 0.22 62.26 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.60 150.00 -1.46 1.46 76.86 0.24 62.27 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.64 150.00 -1.55 1.55 76.80 0.25 62.28 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.68 150.00 -1.63 1.63 76.75 0.27 62.29 Vu < PhlVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.71 150.00 -1.72 1.72 76.69 0.28 62.30 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.75 150.00 -1.80 1.80 76.63 0.29 62.31 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.78 150.00 -1.89 1.89 76.56 0.31 62.31 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 •H.20D+1.60Lr+0.50L+1.60H 1 8.82 150.00 -1.98 1.98 76.49 0.32 62.32 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 •H.20D+1.60Lr+0.50L+1.60H 1 8.85 150.00 -2.06 2.06 76.42 0.34 62.33 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.89 150.00 -2.15 2.15 76.34 0.35 62.34 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.92 150.00 -2.23 2.23 76.27 0.37 62.35 Vu < PhiVc/2 Not Reqd 1 62.3 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 8.96 150.00 -2.32 2.32 76.19 0.38 62.36 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.00 150.00 -2.40 2.40 76.10 0.40 62.36 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.03 150.00 -2.49 2.49 76.02 041 62.37 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.07 150.00 -2.58 2.58 75.92 0.42 62.38 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.10 150.00 -2.66 2.66 75.83 0.44 62.39 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.14 150.00 -2.75 2.75 75.74 0.45 62.40 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.17 150.00 -2.83 2.83 75.64 0.47 62.41 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.21 150.00 -2.92 2.92 75.53 0.48 62.42 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.24 150.00 -3.01 3.01 75.43 0.50 62.42 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.28 150.00 -3.09 3.09 75.32 0.51 62.43 Vu < PhiVc/2 Not Reqd 1 62.4 0.0 0.0 G-8 Concrete Beam Lie. #: KW-06001666 Description: Deep Beam Detailed Shear Information File = c:\Users\n1ields\Desktop\2051PA-1.EC6 b ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver.6.15.1.19 I Licensee : DCI Span Distance 'd' Vu k) Mu d'Vu/Mu Phi'Vc Comment PhI'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60Lr+0.50L+1.60H 1 9.32 150.00 -3.18 3.18 75.21 0.53 62.44 Vu < PhiVc/2 Not Reqd 1 624 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.35 150.00 -3.26 3.26 75.09 0.54 62.45 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.39 150.00 -3.35 3.35 74.98 0.56 62.46 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 9.42 150.00 -3.44 3.44 74.86 0.57 62.47 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 9.46 150.00 -3.52 3.52 74.73 0.59 62.48 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.49 150.00 -3.61 3.61 74.61 0.60 62.49 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.53 150.00 -3.69 3.69 7448 0.62 62.50 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 9.56 150.00 -3.78 3.78 74.34 0.64 62.50 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 9.60 150.00 -3.86 3.86 74.21 0.65 62.51 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 9.64 150.00 -3.95 3.95 74.07 0.67 62.52 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.67 150.00 -4.04 4.04 73.93 0.68 62.53 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 9.71 150.00 4.12 4.12 73.78 0.70 62.54 Vu < PhiVc/2 Not Reqd 1 62.5 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.74 150.00 -4.21 4.21 73.63 0.71 62.55 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.78 150.00 -4.29 4.29 73.48 0.73 62.56 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 9.81 150.00 -4.38 4.38 73.33 0.75 62.57 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 9.85 150.00 •4.47 4.47 73.17 0.76 62.58 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 9.88 150.00 -4.55 4.55 73.01 0.78 62.59 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 9.92 150.00 -4.64 4.64 72.85 0.80 62.60 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 9.96 150.00 -4.72 4.72 72.68 0.81 6261 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 9.99 150.00 4.81 4.81 72.51 0.83 62.62 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 10.03 150.00 -4.90 4.90 72.34 0.85 62.63 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 10.06 150.00 -4.98 4.98 72.16 0.86 62.64 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 10.10 150.00 -5.07 5.07 71.98 0.88 62.65 Vu < PhiVc/2 Not Reqd 1 62.6 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 10.13 150.00 -5.15 5.15 71.80 0.90 62.66 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 10.17 150.00 -5.24 5.24 71.62 0.91 62.67 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 10.20 150.00 -5.33 5.33 71.43 0.93 62.68 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 10.24 150.00 -541 5.41 71.24 0.95 62.69 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 10.28 150.00 -5.50 5.50 71.05 0.97 62.70 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 10.31 150.00 -5.58 5.58 70.85 0.98 62.71 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 10.35 150.00 -5.67 5.67 70.65 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 10.38 150.00 -5.75 5.75 70.44 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 10.42 150.00 -5.84 5.84 70.24 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 10.45 150.00 -5.93 5.93 70.03 1.00 62.72 Vu < PtiiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 10.49 150.00 -6.01 6.01 69.82 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 10.52 150.00 -6.10 6.10 69.60 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 10.56 150.00 -6.18 6.18 69.38 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 10.60 150.00 -6.27 6.27 69.16 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 10.63 150.00 -6.36 6.36 68.94 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 10.67 150.00 -6.44 6.44 68.71 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 10.70 150.00 -6.53 6.53 68.48 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 10.74 150.00 -6.61 6.61 68.25 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 10.77 150.00 -6.70 6.70 68.01 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 10.81 150.00 -6.79 6.79 67.77 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 10.84 150.00 -6.87 6.87 67.53 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 10.88 150.00 -6.96 6.96 67.28 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 10.92 150.00 -7.04 7.04 67.03 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 10.95 150.00 -7.13 713 66.78 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 10.99 150.00 -7.21 7.21 66.53 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 11.02 150.00 -7.30 7.30 66.27 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 11.06 150.00 -7.39 7.39 66.01 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 11.09 150.00 -7.47 7.47 65.74 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 11.13 150.00 -7.56 7.56 65.47 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 11.16 150.00 -7.64 7.64 65.20 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 11.20 150.00 -7.73 7.73 64.93 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 G-9 Concrete Beam Lic.#: KW-06001666 Description: Deep Beam Detailed Shear Information File = c:\Usets\nflelds\Desktop\2051PA-1.EC6 b ENERCALC, INC. 1983-2015, Bulld:6.15.1.ig, Ver.6.15.1.19 I Licensee : DCI Span Distance 'd' Vu k) Mu d'Vu/Mu Phi'Vc Comment PhI'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Oesign (k-ft) (k) (k) (k) Req'd Suggest +1.200+1.60Lr+0.50L+1.60H 1 11.24 150.00 -7.82 7.82 64.65 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 11.27 150.00 -7.90 7.90 64.38 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 11.31 150.00 -7.99 7.99 64.09 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 11.34 150.00 -8.07 8.07 63.81 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 11.38 150.00 -8.16 8.16 63.52 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1141 150.00 -8.25 8.25 63.23 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 11.45 150.00 -8.33 8.33 62.93 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 11.48 150.00 -8.42 8.42 62.63 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 11.52 150.00 -8.50 8.50 62.33 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 11.56 150.00 -8.59 8.59 62.03 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 11.59 150.00 -8.67 8.67 61.72 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 11.63 150.00 -8.76 8.76 61.41 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 11.66 150.00 -8.85 8.85 61.10 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 11.70 150.00 -8.93 8.93 60.78 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 11.73 150.00 -9.02 9.02 60.47 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 11.77 150.00 -9.10 9.10 60.14 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 11.80 150.00 -9.19 9.19 59.82 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 11.84 150.00 -9.28 9.28 59.49 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 11.88 150.00 -9.36 9.36 59.16 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 11.91 150.00 -9.45 9.45 58.82 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 11.95 150.00 -9.53 9.53 58.49 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 11.98 150.00 -9.62 9.62 58.15 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 12.02 150.00 -9.71 9.71 57.80 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 12.05 150.00 -9.79 9.79 5746 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 12.09 150.00 -9.88 9.88 5711 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 1212 150.00 -9.96 9.96 56.75 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 1216 150.00 -10.05 10.05 56.40 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 12.20 150.00 -10.13 10.13 56.04 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 12.23 150.00 -10.22 10.22 55.68 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 12.27 150.00 -10.31 10.31 55.31 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 12.30 150.00 -10.39 10.39 54.94 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 12.34 150.00 -10.48 10.48 54.57 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 12.37 150.00 -10.56 10.56 54.20 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 12.41 150.00 -10.65 10.65 53.82 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 12.44 150.00 -10.74 10.74 53.44 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 12.48 150.00 -10.82 10.82 53.06 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 12.52 150.00 -10.91 10.91 52.67 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 12.55 150.00 -10.99 10.99 52.28 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 12.59 150.00 -11.08 11.08 51.89 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 12.62 150.00 -11.17 11.17 51.49 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 12.66 150.00 -11.25 11.25 51.10 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 12.69 150.00 -11.34 11.34 50.69 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 12.73 150.00 -11.42 11.42 50.29 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 12.76 150.00 -11.51 11.51 49.88 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 12.80 150.00 -11.59 11.59 4947 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 12.84 150.00 -11.68 11.68 49.06 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 12.87 150.00 -11.77 11.77 48.64 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 12.91 150.00 -11.85 11.85 48.22 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 12.94 150.00 -11.94 11.94 47.80 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 12.98 150.00 -12.02 12.02 47.37 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 13.01 150.00 -12.11 12.11 46.94 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 13.05 150.00 -12.20 12.20 46.51 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 13.08 150.00 -12.28 12.28 46.08 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 13.12 150.00 -12.37 12.37 45.64 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 G-10 Concrete Beam Lie. # : KW-06001666 Description: Deep Beam Detailed Shear Information Flls = c:\Users\nlields\Oesktop\20S1PA--1.EC6 b ENERCALC, INC. 1983-2015, Bulld:6.15.1.19, Ver:6.15.1.19 I Licensee: DCI Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment PhI'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.200+1.60Lr+0.50L+1.60H 1 13.16 150.00 -12.45 12.45 45.20 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 13.19 150.00 -12.54 12.54 44.75 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 13.23 150.00 -12.63 12.63 44.30 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 13.26 150.00 -12.71 12.71 43.85 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 13.30 150.00 -12.80 12.80 43.40 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 13.33 150.00 -12.88 12.88 42.94 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 13.37 150.00 -12.97 12.97 42.48 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 13.40 150.00 -13.05 13.05 42.02 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 13.44 150.00 -13.14 13.14 41.56 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 13.48 150.00 -13.23 13.23 41.09 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 13.51 150.00 -13.31 13.31 40.62 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 13.55 150.00 -13.40 13.40 40.14 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 13.58 150.00 -13.48 13.48 39.66 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 13.62 150.00 -13.57 13.57 39.18 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 13.65 150.00 -13.66 13.66 38.70 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 13.69 150.00 -13.74 13.74 38.21 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.eOH 1 13.72 150.00 -13.83 13.83 37.72 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 13.76 150.00 -13.91 13.91 37.23 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 13.80 150.00 -14.00 14.00 36.73 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 13.83 150.00 -14.09 14.09 36.23 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.eOH 1 13.87 150.00 -14.17 14.17 35.73 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.e0H 1 13.90 150.00 -14.26 14.26 35.22 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.eOH 1 13.94 150.00 -14.34 14.34 34.72 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.e0H 1 13.97 150.00 -14.43 14.43 34.20 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.eOH 1 14.01 150.00 -14.52 14.52 33.69 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.e0H 1 14.04 150.00 -14.60 14.60 33.17 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.e0H 1 14.08 150.00 -14.69 14.69 32.65 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.80H 1 14.12 150.00 -14.77 14.77 32.13 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.e0H 1 14.15 150.00 -14.86 14.86 31.60 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.eOH 1 14.19 150.00 -14.94 14.94 31.07 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.eOH 1 14.22 150.00 -15.03 15.03 30.54 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.eOH 1 14.26 150.00 -15.12 15.12 30.00 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.eOH 1 14.29 150.00 -15.20 15.20 29.46 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.eOH 1 14.33 150.00 -15.29 15.29 28.92 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.eOH 1 14.36 150.00 -15.37 15.37 28.38 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.e0H 1 14.40 150.00 -15.46 15.46 27.83 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.e0H 1 14.44 150.00 -15.55 15.55 27.28 1.00 62.72 Vu < PtiiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.e0H 1 14.47 150.00 -15.63 15.63 26.72 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.eOH 1 14.51 150.00 -15.72 15.72 26.16 1.00 62.72 Vu < PtiiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.e0H 1 14.54 150.00 -15.80 15.80 25.60 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.e0H 1 14.58 150.00 -15.89 15.89 25.04 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.e0H 1 14.61 150.00 -15.98 15.98 24.47 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.e0H 1 14.65 150.00 -16.06 16.06 23.91 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.e0H 1 14.68 150.00 -16.15 16.15 23.33 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.eOH 1 14.72 150.00 -16.23 16.23 22.76 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.eOH 1 14.76 150.00 -16.32 16.32 22.18 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 14.79 150.00 -16.40 16.40 21.60 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.e0H 1 14.83 150.00 -16.49 16.49 21.01 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.eOH 1 14.86 150.00 -16.58 16.58 20.42 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.eOH 1 14.90 150.00 -16.66 16.66 19.83 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.e0H 1 14.93 150.00 -16.75 16.75 19.24 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 14.97 150.00 -16.83 16.83 18.64 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.eOH 1 15.00 150.00 -16.92 16.92 18.04 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.eOH 1 15.04 150.00 -17.01 17.01 17.44 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 G-11 File = c:\Users\nfleids\Oesktop\2051PA-1 .EC6 b ENERCALC, INC. 1983-2015, Bulld:6.15.1.19, Ven6.15.1.19 I Licensee : DCI Concrete Beam Lie. # : KW-06001666 Description: Deep Beam Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment PhI'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Dc sign (k-ft) (k) (k) (k) Req'd Suggest +1.200+1.60Lr+0.50L+1.60H 1 15.08 150.00 -17.09 17.09 16.83 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 15.11 150.00 -1718 17.18 16.22 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 15.15 150.00 -17.26 17.26 15.61 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 15.18 150.00 -17.35 17.35 15.00 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 15.22 150.00 -17.44 17.44 14.38 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 15.25 150.00 -17.52 17.52 13.76 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 15.29 150.00 -17.61 17.61 13.13 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 15.32 150.00 -17.69 17.69 12.50 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 15.36 150.00 -17.78 17.78 11.87 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 15.40 150.00 -17.86 17.86 11.24 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 15.43 150.00 -17.95 17.95 10.60 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 15.47 150.00 -18.04 18.04 9.96 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 15.50 150.00 -18.12 18.12 9.32 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 15.54 150.00 -18.21 18.21 8.67 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 15.57 150.00 -18.29 18.29 8.03 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 15.61 150.00 -18.38 18.38 7.37 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 15.64 150.00 -18.47 18.47 6.72 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 15.68 150.00 -18.55 18.55 6.06 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 15.72 150.00 -18.64 18.64 5.40 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 15.75 150.00 -18.72 18.72 4.73 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20O+1.60Lr+0.50L+1.60H 1 15.79 150.00 -18.81 18.81 4.07 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 15.82 150.00 -18.90 18.90 3.40 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 15.86 150.00 -18.98 18.98 2.72 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 15.89 150.00 -19.07 19.07 2.05 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 15.93 150.00 -19.15 19.15 1.37 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 1 15.96 150.00 -19.24 19.24 0.69 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 1 16.00 150.00 -19.32 19.32 0.00 1.00 62.72 Vu < PhiVc/2 Not Reqd 1 62.7 0.0 0.0 G-12 Fie = c:\Users\nfields\Desktop\2051 PA-1 .EC6 k ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6.15.1.19 I Licensee: DCI Concrete Slender Wall Lie. #: KW-06001666 Description: Slender Wall Code References Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information f c: Concrete 28 day strength Fy: Rebar Yield Ec: Concrete Elastic l\^odulus X : Lt Wt Cone Factor Fr: Rupture Modulus Max % of p balanced Max Pu/Ag = f c * Concrete Density Width of Design Strip 2.0 ksi 60.0 ksi 3,122.0 ksi 1.0 223.607 psi 0.009031 0.060 150.0 pcf 72.0 in Wall Thickness Rebar at wall center Rebar "d" distance Lower Level Rebar. Bar Size Bar Spacing Upper Level Rebar. Bar Size Bar Spacing 6.50 in 3.250 in 5 18.0 in 5 18.0 in Temp Diff across thickness = Min Allow Out-of-Plane Defl Ratio = L / 0 Minimum Vertical Steel % = 0.0020 Using Stiff. Reduction Factor per ACI R.I 0.12.3 degF Two-Story Wall Dimensions A 1st Story Height B 2nd Story Height C Parapet height = Wall Support Condition Top & Bottom Pinned Initial Lateral Disp. @ Top Support 14.50 ft 10.50 ft ft Reveal Data Reveal Depth F Reveal Start Loc G Reveal End Loc M Reveal Rebar 1.50 in 22.50 ft 25.0 ft Drape Main Bars Vertical Loads Vertical Uniform Loads ... (Applied per foot of Strip Width) Ledger Load Eccentricity 6.750 in Concentric Load Mid-Height Vertical Uniform Loads ... (^PP''^^P^^ o's/np width) Ledger Load Concentric Load Lateral Loads Full area WIND load Fp 1.0 Eccentricity 6.750 in DL: Dead 0.210 DL: Dead 0.050 Lr: Roof Live 0.280 Lr: Roof Live 0.140 Lf: Floor Live S ; Snow Lf: Floor Live S : Snow W: Wind k/ft k/ft W: Wind kffl k/ft psf 0.0 psf Wall Weight Seismic Load Input Method Seismic Wall Lateral Load Direct entry of Lateral Wall Weight Distributed Lateral Load Distributed Lateral Load Lr 0.350 0.150 0.490 k/ft k/ft Endpoints from Base (Applied to Ml "STRIP Widlh") top bottom 25.0 11.Ok/ft 11.0 O.IOk/ft G-13 File = c:\Use[s\nfields\Oesktop\20S1PA-1.EC6 b ENERCALC, INC. 1983-2015, B<illd:6.15.1.19, Var6.15.1.19 I Licensee : DCI Concrete Slender Wall Lie. #: KW-06001666 Description: Slender Wall DESIGNSUMMARY Results reported for "Strip Width" of 72.0 in Governing Load Combination. Actual Values. Allowable Values. PASS Moment Capacity Check +1.20D+0.50Lr+0.50L+W+1.60H PASS Service Deflection Check WOnly PASS Axial Load Check +1.20D+0.50Lr+0.50L+W+1.60H PASS Reinforcing Limit Check PASS Minimum Moment Check +1.40D+1.60H Design Maximum Combinations • Moments -6.225 k-ft 599 0.2105 in 18.141 psi 14.675 ft Maximum Bending Stress Ratio = MaxMu Actual Defl. Ratio U Max. Deflection Max Pu/Ag Location Controlling As/bd Mcracking Maximum Reactions.. Top Horizontal Base Horizontal Mid-Ht Horizontal Vertical Reaction 0.3439 Phi * Mn Allowable Defl. Ratio Max. Allow. Defl. 0.06 *fc 0.005299 As/bd = 0.0 rho bal 9.447 k-ft Minimum Phi Mn . for Load Combination.... WOnly EOnly WOnly +D+Lr+H 18.099 k-ft 150 1.160 in 120.0 psi 0.009031 16.439 k-ft 1.818 k 0.8355 k 5.087 k 16.268 k Axial Load Moment Values 0.6* Load Combination Pu 0.06*fc*b*t Mer Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft rho bal +1.400+1.60H at 24.65 to 25.00 0.000 7.200 0.93 0.17 0.90 2.04 0.207 0.0053 0.0090 +1.20D+0.50Lr+1.60L+1.60H at 24.65 to 25. 0.000 7.200 0.93 0.22 0.90 2.04 0.207 0.0053 0.0090 +1.20D+1.60L+0.50S+1.60H at 24.65 to 25.0 0.000 7.200 0.93 0.14 0.90 2.04 0.207 0.0053 0.0090 +1.200+1.60Lr+0.50L+1.60H at 24.65 to 25. 0.000 7.200 0.93 0.39 0.90 2.04 0.207 0.0053 0.0090 +1.20D+1.60Lr+0.50W+1.60H at 14.50 to 14. 1.724 9.360 0.00 0.64 0.90 3.08 0.207 0.0053 0.0090 +1.20O+1.60Lr-0.50W+1.60H at 14.02 to 14. 2.055 9.360 1.57 0.47 0.90 3.14 0.207 0.0053 0.0090 +1.20O+0.50L+1.60S+1.60H al 24.65 to 25.0 0.000 7.200 0.93 0.14 0.90 2.04 0.207 0.0053 0.0090 +1.200+1.60S+0.50W+1.60H at 14.50 to 14.8 1.276 9.360 0.00 0.53 0.90 2.99 0.207 0.0053 0.0090 +1.200+1.60S-0.50W+1.60H at 14.02 to 14.5 1.383 9.360 1.57 0.46 0.90 3.01 0.207 0.0053 0.0090 +1.20O+0.50Lr+0.50L+W+1.60H at 14.50 to 1 1.415 9.360 0.00 1.04 0.90 3.02 0.207 0.0053 0.0090 +1.20O+0.50Lr+0.50L-1.0W+1.60H at 14.02 to 1.593 9.360 1.57 0.94 0.90 3.05 0.207 0.0053 0.0090 +1.20O+0.50L+0.50S+W+1.60H at 14.50 to 14 1.275 9.360 0.00 1.00 0.90 2.99 0.207 0.0053 0.0090 +1.20O+0.50L+0.50S-1.0W+1.60H at 14.02 to 1.383 9.360 1.57 0.94 0.90 3.01 0.207 0.0053 0.0090 +1.353D+0.50L+0.20S+E+1.60H at 14.50 to 1 1.438 9.360 0.00 0.79 0.90 3.02 0.207 0.0053 0.0090 +1.353O+0.50L+0.20S-1.0E+1.60H at 14.02 to 1.559 9.360 1.57 0.68 0.90 3.04 0.207 0.0053 0.0090 +0.90O+W+0.90H at 14.50 to 14.85 0.956 9.360 0.00 0.99 0.90 2.93 0.207 0.0053 0.0090 +0.90O-1.0W+0.90H at 14.02 to 14.50 1.037 9.360 1.57 0.94 0.90 2.94 0.207 0.0053 0.0090 +0.7470O+E+0.90H at 14.50 to 14.85 0.794 9.360 0.00 0.75 0.90 2.90 0.207 0.0053 0.0090 +0.7470O-1.0E+0.90H at 14.02 to 14.50 0.861 9.360 1.57 0.69 0.90 2.91 0.207 0.0053 0.0090 Design itljaximum Combinations • Deflections Axial Load Moment Values Stiffness Deflections Load Con^binatlon Pu Mer Mactual 1 gross 1 cracked 1 effective Deflection Defl. Ratio k k-fl k-ft inM InM inM in +0+H at 20.45 to 20.80 0.580 0.00 0.05 274.63 14.90 14.901 0.013 9,463.0 +0+L+H at 20.45 to 20.80 0.580 0.00 0.05 274.63 14.90 14.901 0.013 9,463.0 +0+Lr+H at 20.80 to 21.15 0.831 0.00 0.13 274.63 15.22 15.220 0.030 4,228.5 +0+S+H at 20.45 to 20.80 0.580 0.00 0.05 274.63 14.90 14.901 0.013 9,463.0 +D+0.750Lr+0.750L+H at 20.80 to 21.15 0.761 0.00 0.11 274.63 15.13 15.133 0.026 4,898.1 +D+0.750L+0.750S+H at 20.45 to 20.80 0.580 0.00 0.05 274.63 14.90 14.901 0.013 9,463.0 +D+0.60W+H at 20.10 to 20.45 0.608 0.00 0.44 274.63 14.93 14.934 0.130 968.4 +D-0.60W+H at 20.10 to 20.45 0.608 0.00 0.35 274.63 14.93 14.934 0.104 1,212.4 G-14 Concrete Slender Wall Description: Slender Wall File = c:\User5\nfields\Desktop\2051PA-1.EC6 b ENERCALC, INC. 1983-2015, Bulld:6.15.1.19, Ver:6.15.1.19 I Licensee : DCI Design Maximum Combinations • Deflections Load Combination Axial Load Pu Moment Values Mer Mactual I gross Stiffness I cracked I effective Deflections Deflection Defl. Ratio k k-ft k-ft inM inM inM in +O+0.70E+H at 20.10 to 20.45 0.608 0.00 0.36 274.63 14.93 14.934 0.102 1,230.3 +D-0.70E+H at 20.10 to 20.45 0.608 0.00 0.27 274.63 14.93 14.934 0.076 1,653.0 +D+0.750Lr+0.750L+0.450W+H at 20.10 to 20 0.818 0.00 0.38 274.63 15.20 15.198 0.112 1,124.4 +O+0.750Lr+0.750L-0,450W+H at 19.75 to 20 0.847 0.00 0.21 274.63 15.23 15.231 0.062 2,032.6 +O+0.750L+0.750S+0.450W+H at 20.10 to 20. 0.608 0.00 0.34 274.63 14.93 14.934 0.101 1,249.3 +D+0.750L+0.750S-0.450W+H at 20.10 to 20. 0.608 0.00 0.25 274.63 14.93 14.934 0.075 1,687.4 +D+0.750L+0.750S+0.5250E+H at 20.10 to 20 0.608 0.00 0.28 274.63 14.93 14.934 0.080 1,573.4 +O+0.750L+0.750S-0.5250E+H at 20.10 to 20 0.608 0.00 0.19 274.63 14.93 14.934 0.054 2,337.8 +0.60D+0.60W+0.60H at 20.10 to 20.45 0.365 0.00 0.42 274.63 14.37 14.371 0.129 980.2 +0.60O-0.60W+0.60H at 20.10 to 20.45 0.365 0.00 0.37 274.63 14.37 14.371 0.112 1,121.3 +0.60O+0.70E+0.60H at 20.10 to 20.45 0.365 0.00 0.34 274.63 14.37 14.371 0.100 1,256.4 +0.60O-0.70E+0.60H at 20.10 to 20.45 0.365 0.00 0.29 274.63 14.37 14.371 0.084 1,498.1 D Only at 20.45 to 20.80 0.580 0.00 0.05 274.63 14.90 14.901 0.013 9,463.0 LrOnly at 20.80 to 21.15 0.280 0.00 0.07 274.63 13.87 13.874 0.018 6,990.6 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 WOnly at 20.10 to 20.45 0.000 0.00 0.65 274.63 13.51 13.508 0.210 598.6 -LOW at 20.10 to 20.45 0.000 0.00 0.65 274.63 13.51 13.508 0.210 598.6 EOnly at 20.10 to 20.45 0.000 0.00 0.44 274.63 13.51 13.508 0.139 908.4 -1.0E at 20.10 to 20.45 0.000 0.00 0.44 274.63 13.51 13.508 0.139 908.4 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions - Vertical & Horizontal Load Combination Base Horizontal Mid Horizontal Top Horizontal Vertical @ Wall Base +0+H 0.0 k 0.104 k 0.10 k 13.748 k +D+L+H 0.0 k 0.104 k 0.10 k 13.748 k +D+Lr+H 0.0 k 0.230 k 0.22 k 16.268 k +0+S+H 0.0 k 0.104 k 0.10 k 13.748 k +O+0.750Lr+0.750L+H 0.0 k 0.199 k 0.19 k 15.637 k +D+0.750L+0.750S+H 0.0 k 0.104 k 0.10 k 13.748 k +O+0.60W+H 0.1 k 3.152 k 1.00 k 13.747 k +D-0.60W+H 0.1 k 2.943 k 1.19 k 13.747 k +D+0.70E+H 0.6 k 3.117 k 0.80 k 13.747 k +0-0.70E+H 0.6 k 2.909 k 0.99 k 13.748 k +O+0.750Lr+0.750L+0.450W+H 0.1 k 2.484 k 0.63 k 15.637 k +O+0.750Lr+0.750L-0.450W+H 0.1 k 2.087 k 1.01 k 15.638 k +O+0.750L+0.750S+0.450W+H 0.1 k 2.390 k 0.73 k 13.748 k +D+0.750L+0.750S-0,450W+H 0.1 k 2.182 k 0.92 k 13.748 k +O+0.750L+0.750S+0.5250E+H 0.4 k 2.364 k 0.57 k 13.748 k +D+0.750L+0.750S-0,5250E+H 0.4 k 2.155 k 0.76 k 13.748 k +0.60D+0.60W+0.60H 0.1 k 3.112 k 1.04 k 8.249 k +0.60O-0.60W+0.60H 0.1 k 2.987 k 1.15 k 8.249 k +0.60O+0.70E+0.60H 0.6 k 3.075 k 0.83 k 8.248 k +0.60O-0.70E+0.60H 0.6 k 2.950 k 0.95 k 8.249 k G-15 Concrete Slender Wall Lic.#: KW-06001666 Description: Slender Wall Reactions • Vertlcai & Horizontal Load Combination File = c:\Users\nfleld$\Oesktop\2051PA>1.EC6 L ENERCALC, INC. 1983-2015, Bulld:6.15.1.19, V9r6.15.1.19 | Licensee : DCI Base Horizontal Mid Horizontal Top Horizontal Vertical @ Wall Base DOnly 0.0 k 0.104 k 0.10 k 13.748 k Lr Only 0.0 k 0.125 k 0.13 k 2.520 k LOnly 0.0 k 0.000 k 0.00 k 0.000 k SOnly 0.0 k 0.000 k 0.00 k 0.000 k WOnly 0.2 k 5.087 k 1.82 k 0.000 k -LOW 0.2 k 5.087 k 1.82 k 0.000 k EOnly 0.8 k 4.304 k 1.27 k 0.000 k -LOE 0.8 k 4.304 k 1.27 k 0.000 k HOnly 0.0 k 0.000 k 0.00 k 0.000 k =DCI encmeERS Project No. Sheet No. G-16 Project , _ ^ Date , subject ^KYblCHT SuProRT uJtr = 2^ rs^^ tr) ' Qo pLF U)|M!> ^/l^cc ?'/o ^G.H.'z) p-1^.5 rsp (1-0 0J§ ] ^-/7.2 rSF U^F 0gL 2xM Al^Pt/ND WtKHT EbCE si s 1^ -^^H # G-17 Wood Beam File = J:\2015\1SOS1-0008.00 2051 Palomai\Calculatlons\Gravlty Framlng\2051 palomar.ece 1 ENERCALC, INC. 1983-2015, Bulld:6.1S.1.19, V9r6.15.1.19 | 1 Lie. #: KW-06001666 Licensee : DCI Description: Skylight Support CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 iWaterial Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Beam Bracing Fb - Tension Fb - Compr Fc-Pril Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling ^ D(0.027) LT(O^S) W(0.048^ Douglas Fir - Larch :No.2 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi £; Modulus of Elasticity Ebend-xx 1600 ksi Eminbend-xx 580 ksi Density 32.21 pcf 2-2x4 Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0270, Lr = 0.060, W = 0.0480, Tributary Width = 1.0 fl DESIGNSUMMARY Maximum Bending Stress Ratio = 0.80S 1 Section used for tfiis span 2-2x4 fb: Actual = 1,363.59 psi FB: Allowable = 1,687.50 psi Load Combination +D+Lr+H Location of maximum on span = 4.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.324 in Ratio = Max Upward Transient Deflection -0.259 in Ratio = Max Downward Total Deflection 0.506 in Fiatio = Max Upward Total Deflection -0.068 in Izatio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 296 370 189 1409 Design OK 0.206 :1 2-2x4 46.45 psi 225.00 psi +D+Lr+H 7.737 ft Span#1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios Cd C F/V Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span# M V Cd C F/V Ci Cr Cm Ct CL M fb Fb V fv Fv +0+H 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.348 0.089 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.22 423.18 1215.00 0.10 14.42 162.00 +0+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.313 0.080 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.22 423.18 1350.00 0.10 14.42 180.00 +D+Lr+H 1.500 1.00 1.00 LOO 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.808 0.206 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.70 1,363.59 1687.50 0.33 46.45 225.00 +D+S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.273 0.070 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.22 423.18 1552.50 0.10 14.42 207.00 +O+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.669 0.171 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.58 1,128.49 1687.50 0.27 38.44 225.00 +O+0.750L+0.750S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.273 0.070 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.22 423.18 1552.50 0.10 14.42 207.00 G-18 Wood Beam Uc.# : KW-06001666 File = J:\2015\15051-C008.00 2051 Palomai\Calculations\Qiavlty Framlng\2051 palo(nar.ec6 b ENERCALC, INC. 1983-2015, Bulld:6.15.1.19, Ver:6.15.1.19 I Licensee : DCI Description: Skylight Support Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd Cp/v Cj Cr Cm Ct CL M ft) Fb V fv Fv +O+0.60W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.405 0.103 1.60 1.500 LOO 1.00 1.00 1.00 LOO 0.45 874.58 2160.00 0.21 29.79 288.00 +O-0.60W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.013 0.003 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.01 28.21 2160.00 0.01 0.96 288.00 +D+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.196 0.050 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.22 423.18 2160.00 0.10 14.42 288.00 +D+0.750Lr+0.750L+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.679 0.174 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.75 1,467.04 2160.00 0.35 49.97 288.00 +O+0.750Lr+0.750L-0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.366 0.093 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.40 789.94 2160.00 0.19 26.91 288.00 +D+0.750L+0.750S+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.353 0.090 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.39 761.73 2160.00 0.18 25.95 288.00 +O+0.750L+0.750S-0.450W+H 1.500 1.00 1.00 1.00 LOO 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.039 0.010 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.04 84.64 2160.00 0.02 2.88 288.00 +D+0.750L+0.750S+0.5250E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.196 0.050 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.22 423.18 2160.00 0.10 14.42 288.00 +0.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.327 0.083 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.36 705.31 2160.00 0.17 24.03 288.00 +0.60D-0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.091 0.023 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.10 197.49 2160.00 0.05 6.73 288.00 +0.60O+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.118 0.030 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.13 253.91 2160.00 0.06 8.65 288.00 OverajlJKIaximum Deflections Load Combination Span Max.'-" Defl Location in Span Load Combination Max."+" Defl Location in Span +O+0.750Lr+0.750L+0.450W+H Vertical Reactions 1 0.5059 4.029 Support notation: Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +0+H +D+L+H +D+Lr+H +0+S+H +O+0.750Lr+0.750L+H +O+0.750L+0.750S+H +D+0.60W+H +D-0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750Lr+0.750L-0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S-0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60O+0.60W+0.60H +0.60O-0.60W+0.60H +0.60O+0.70E+0.60H DOnly Lr Only LOnly SOnly WOnly -LOW EOnly HOnly 0.374 -0.007 0.108 0.108 0.348 0.108 0.288 0.108 0.223 -0.007 0.108 0.374 0.202 0.194 0.022 0.108 0.180 -0.050 0.065 0.108 0.240 0.192 -0.192 0.374 -0.007 0.108 0.108 0.348 0.108 0.288 0.108 0.223 -0.007 0.108 0.374 0.202 0.194 0.022 0.108 0.180 -0.050 0.065 0.108 0.240 0.192 -0.192 =DCI sriGineeRS Project No. Sheet No. F-1 Project p^^p^^ Date^ j 1 Subject ^oT|M(, WfrLY^lS ^0^3 fLf 22?S" fS^^ <^ fSf - fS^^ < PSF ^ 3(111(5 (^/dFC-d^i 5,^ Final Inspection required by: • Plan • CM&I [ SW •ISSUED Approved BUILDING PLANNING ENGINEERING FIRE Expedite? Y ^ DIGrrAL FILES Required? Y N HazMat APCD Health Forms/Fees Sent Encina Fire HazHealthAPCD PE&IVI School Sewer Stormwater Special Inspection CFD; Y N LandUse: Density: ImpArea: PFF: Y N Comments Date Building Planning Engineering Fire Need?