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Home My WebLink About2525 EL CAMINO REAL; 200; CBC2017-0477; Permit~('( ity of Carlsbad .t4'.- .................. $ Commercial 1 Permit Print Date: 07/11/2019 Job Address: 2525 El Camino Real, 200 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Parcel No: 1563020900 Lot U: Applied: Valuation: $524,469.70 Reference U: Issued: Occupancy Group: • Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: . Inspector: Bedrooms: Orig. Plan Check U: • Final Plan Check U: Inspection: Project Title: Description: WOKCANO: 6,669 SF T.I. RETAIL TO RESTAURANT /I 1,490 SF OUTDOOR PATIO Permit No: CBC2017-0477 Closed - Finaled 09/08/2017 02/13/2018 TFraz 7/11/2019 7:54:40AM Applicant: Owner: BRANDY YAMAMOTO R P I CARLSBAD LP 1228 Avenida Amistad San Marcos, CA 92069-7386 1114 Avenue Of The Americas, Floor 45 760-977-9128 New York, NY 10036-7700 214-660-5232 x215232 Contractor: ABC RESTAURANT EQUIPMENT CO 2025 Lee Ave South El Monte, CA 91733-2505 626-442-1821 BUILDING PERMIT FEE ($2000+) . $2,112.00 BUILDING PLAN CHECK FEE (BLDG) . $1,263.22 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL . $242.00 . FIRE A-2 & A-3 Occupancies - TI . $609.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION . $170.00 MANUAL BUILDING PERMIT FEE $214.78 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $104.00 PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL . $124.00 PUBLIC FACILITIES FEES - outside CFD $18,356.44 5B1473 GREEN BUILDING STATE STANDARDS FEE $21.00 STRONG MOTION-COMMERCIAL $146.85 Total Fees: $23,363.29 • Total Payments To Date: $23,363.29 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Application Cd-lsbad 1635 Faraday Ave., Carlsbad, CA 92 Ph: 760-602-2719 Fax: 760-602-8 email: building©carlsbadca.gov (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alt applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the C Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. r,iuil nenaltu of not more than five hundred dollars fS500l. Workers' Compensation Declaration: I herebyafflrm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to sClf.lnsure for workers'compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. JJ l have and will maintain workers' compensation, is required by Section 3700 of the Labor Code, for the performance of the work for ich this 'ermit is issued. My workers' compensation insyrance 5r!ier and policy number are: Insurance It .Policy Expiration Date_________________ is section need not be completed if the permit is for one hundred dollars ($100) or less. I / Certificate of Exemption: I certify that in the performance àf the rk for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of) California. WARNING:-Failure to secure workers' com ensati covera lawful, and s II subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (11,100,000), in addition to the cost of compensation, damages rovid or I a or code, interest and attorney's fees. - CONTRACTOR SIGNATURE " 0 AGENT DATE IS I hereby affirm that lam exempt from Contractor's License Law for the following reason: [] I, as owner of the property or my employees with wages, as their sole compensation, will do the work and the structure Is not intendedor 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 sale. 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 build or improve for the purpose of sale). [] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Cede: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under SectionFAIM Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes [—]No 2.1 (have I have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the propásed construction (include name address I phone! contractors' license number): 4.1 plan to provide portions of the work, butt have hired the following person to coordinate, supervise and provide the major work (include name! address! phone !contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address! phone !type of work): 'PROPERTY OWNER SIGNATURE [-]AGENT DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? [LiVes LjNo Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? E.ves ENo Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? [L'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. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lenders Name Lender'sAddress Iceititythati have mad the application and state thatthe above information is correct and thatthe Information on the plans is accurate. lagree to complywith all City ordinances and State laws relatingtobuildingconstruction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL 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 permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by th Building Official under the prnvisionf this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit orJDgilding or work aulhorized ritisuspened o;abanlloned at any time after the work is commenced fora period o180 days (Section 106.4.4 Uniform Building Code). ,APPLICANT'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. - -- -- - -- - -- Plan Check No/-c k,cit y of cd1sbad. uiiaing iermit ppiication 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.ov Est. Value Plan Ck. Deposit Date JOB ADDRESS I SUITE#/SPACE#/UNIT# JPLESCMJ C BTS( I APN ST/PROJECT C LOT C PhASE C C OF UNITS C BEDROOMS - CONSTR. TYPE I co GROUP DESCRIPTION OF WORK: Include Square Feet of AffectedArea(s) MAR 8 2018 CITY OF CARLSBAD BUILDING DIVISION EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) I FIREPLACE YES 0 #_ NOD I AIR CONDITIONING YES 0 NOD IFIRESPRINKLERS YES 0 NOD APPLICANT NAME (Primary Contact) PROPERTY OWNER NAME ADDRESS ADDRESS CITY STATE • ZIP CITY STATE ZIP PHONE FAX 01 0EN (Lot) PHONE 'J If¼1O J' EMAIL EMAIL DESIGN PROFESSIONAL NAME CONTRACTOR B PS. NA114E ADDRESS ADDRESS £o2- L-L. 4"Q CITY STATE ZIP CITY S ( ZIP STATE C4 PHONE FAX PHONE,., CD ?4442r (12 FAX EMAIL EMAIL 0k4't2 c— ______________________________________ STATE UC.# STATELIC.0 2-2ffQ (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 applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's Ucense Law jChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). i®o@arnu €00 O®11 Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate 01 consent to sell-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 2' I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permitis issued. My workers' compensation inMranceprrier a / .policy number are: Insurance C _fA1Lc iif f (2 Policy No. O( 3() 0 Expiration Date p (t_(/ 24,cf This section need not be completed if the permit is for one hundred dollars ($100) or less. ( I C] Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of J California. 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 gLogded for in Section 3106 of the Labor code, interest and attorney's fees. - CONTRACTOR SIGNATURE (A ,i , DAGENT DATE I 0040010130 ®o®ai I I I hereby affirm that lam exempt from Contractor's License Law for the following reason: 0 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 sale. 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 build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (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 contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section _____________Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement 0 Yes 0 No 2.I(have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/address/phone! contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/address! phone/type of work): ZPROPERTY OWNER SIGNATURE DAGENT DATE 1 VELK U X LT CONSTRION . RECEIVED MAR 082018 MARCH 5, 2018 CITY OF CARLSBAD BUILDING DIVISION To Whom it May Concern, Please be informed that we will be releasing Permit No. CBC2017-0477 (WOKCANO CARLSBAD) located at 2525 El Camino Real #200 Carlsbad, CA 92008 to Michael Kwan (Owner) and Master Enterprises, Inc. (CSLB License No. 622619). We release this permit and all liability associated with the construction of this project and any inspections or city requirements. Thank You, Michael Divris President 553 N. PCH SUITE B-282 REDONDO BEACH, CA 90277 323.544.1417 (P) 310.921.5359 (F) AZ LICENSE NO. 300841 CA LICENSE NO. 993314 MICHAEL@VELOXCONSTRUCTION.NET WWW.VELOXCONSTRUCTION.NET ACKNOWLEDGMENT A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. State of California County of 1,Z.4v6 On before me, 224r7 (insert name and title of the officer) personally appeared /'Y,61 if 5 /63' (7 5 who proved to me on the basis of satisfactory evidence to be the person ,Xwhose name$ is/acs- subscribed to the within instrument and acknowledged to me that he/s1e/Itey-executed the same in his/hci-1theii' authorized capacity.ies), and that by his/he#thcir-..signature(s)_on the instrument the person(6, or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. rMIKEZHANG WITNESS my hand and official seal. Commission # 2131614 Notary Public - California Orange County I My Comm. Expires Oct 25, 2019 Signature - /v (Seal) Permit Type: BLDG-Commercial Application Date: 09/08/2017 Owner: R P ! CARLSBAD LP Work Class: Tenant Improvement Issue Date: 02/13/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 12123/2019 Address; 2525 El Camino Real 200 Carlsbad, CA 92008-1208 IVR Number: 6227 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reunspection Complete 0612612019 06126/2019 BLDG-Final 095769.2019 Partial Pass Michael Collins Relnspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial, ok to stock & train Only pending final Yes Building & Fire Dept. inspections. BLDG-Building Deficiency 6/26/19, need recycling paperwork Yes BLDG-Building Deficiency .6/25/19, see card. Pg 6 for corrections No BLDG-Building Deficiency 4/10/19, TCO granted in conjunction with Yes Fire Dept., see card for final corrections BLDG-Building Deficiency Partial, see card. Recheck GFCI protection Yes at Kitchen/Restroom. Thereappearsto be a bleed over from another sourcef power. BLDG-Building Deficiency See card for partial final notes Yes BLDG-Electrical Final . 4/25/19, Patio heaters see card. Yes BLDG-Electrical Final GFCI protection for all Bar, Kitchen, Prep! Yes service, Scullery, Restroom, Roof equipment Ok. See card for additional notes July ll,2019 . . Page 8of8 Permit Type: BLDG-Commercial Application Date: 09/08/2017 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 02/13/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date 12/23/2019 Address: 2525 El Camino Real , 200 Carlsbad, CA 92008-1208 IVR Number: 6227 Scheduled Actual Inspection Type Inspection No. : Inspection Status Primary Inspector Reinspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial, see card. Recheck GFCI protection Yes at Kitchen/Restrooms. There appears to be a bleed over from another source of power. BLDG-Building Deficiency 4/10/19, TCO granted in conjunction with Yes Fire Dept., see card for final corrections BLDG-Building Deficiency Partial, ok to stock & train only pending final Yes Building & Fire Dept. inspections. BLDG-Building Deficiency See card for partial final notes . Yes BLDG-Electrical Final GFCI protection for all Bar, Kitchen, Prep! Yes service, Scullery, Restroom, Roof equipment ok. See card for additional notes 0411212019 0411212019 BLDG-Fire Final 086725-2019 Partial Pass Cindy Wong Reinspection Incomplete Ii..... FIRE- Building Final TCO granted for main dining ...not for patio. Yes Cost to provide flame cart for wood treatment. 0412512019 04125/2019 BLDG-Final 089991-2019 Partial Pass Michael Collins Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency . 4/10119, TCO granted in conjunction with Yes Fire Dept., see card for final corrections BLDG-Building Deficiency Partial, see card. Recheck GFCI protection Yes at Kitchen/Restrooms. There appears to be a bleed over from another source of power. BLDG-Building Deficiency See card for partial final notes Yes BLDG-Building Deficiency Partial, ok to stock & train only pending final Yes Building & Fire Dept. inspections. BLDG-Electrical Final 4/25/19, Patio heaters see card. Yes BLDG-Electrical Final GFCI protection for all Bar, Kitchen, Prep! Yes service, Scullery, Restroom, Roof equipment ok. See card for additional notes 0612512019 06/2512019 BLDG-Final . 095583.2019 Failed Michael Collins Reinspection Complete lnpectIon Checklist item COMMENTS . Passed BLDG-Building Deficiency Partial, see card. Recheck GFCI protection . Yes at Kitchen/Restrooms. There appears to be a bleed over from another source of power. BLDG-Building Deficiency Partial, ok to stock & train only pending final Yes Building & Fire Dept. inspections. BLDG-Building Deficiency 4/10/19, TCO granted in conjunction with Yes Fire Dept., see card for final corrections . BLDG-Building Deficiency See card for partial final notes • Yes BLDG-Building Deficiency 6/25/19, see card. Pg 6 for corrections No BLDG-Electrical Final 4/25/19, Patio heaters see card. Yes BLDG-Electrical Final GFCI protection for all Bar, Kitchen, Prep! Yes service, Scullery, Restroom, Roof equipment ok. See card for additional notes Page 7of8 July 11, 2019 Permit Type: BLDG-Commercial Application Date: 09/08/2917 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 02/13/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 12123/2019 Address: 2525 El Camino Real , 200 Carlsbad, CA 92008-1208 iVR Number: 6227 Scheduled Actual Date Start Date Inspection Type inspection No. Inspection Status Primary Inspector Reinspection complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready at Patio No BLDG-Building Deficiency Made two stops 8:20 & 9:10, contractor not No on site BLDG-Building Deficiency Hard lid at center section of Patio only. Yes BLDG-Building Deficiency Cancelled per contractor No BLDG-Building Deficiency Walls only at bar, kitchen/cook line, prep, Yes scullery 03/19/2019 03119/2019 BLDG-34 Rough 086501-2019 Partial Pass Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deflcienày Hard lid at center' section of Patio only. Yes BLDG-Building Deficiency Cancelled per contractor No BLDG-Building Deficiency Not ready at Patio No BLDG-Building Deficiency , Walls only at bar, kitchen/cook line, prep,.. Yes scullery BLDG-Building Deficiency Made two stops 8:20 & 9:10, contractor not No on site BLDG-Building Deficiency Walk in Coolers & Freezer electrical Ok. Yes 03129/2019 03129/2019 BLDG-Final 087376.2019 Partial Pass Michael Collins Reinspection Incomplete Inspection Checklist item COMMENTS Passed BLDG-Building Deficiency See card for partial final notes BLDG-Building Deficiency Partial, see card. Recheck GFCI protection at Kitchen/Restrooms. There appears to be a bleed over from another source of power. BLDG-Electrical Final GFCI protection for all Bar, Kitchen, Prep! service, Scullery, Restroom, Roof equipment Ok. See card for additional notes 0410212019 0410212019 BLDG-Final 087606.2019 Partial Pass Michael Collins Inspection Checklist item COMMENTS Yes Yes Yes Reinspection Incomplete Passed BLDG-Building Deficiency BLDG-Building Deficiency BLDG-Building Deficiency BLDG-Electrical Final 04110/2019 0411012019 BLDG-Final 088686-2019 Inspection Partial, see card. Recheck GFCI protection Yes at Kitchen/Restroor1s. There appears to be a bleed over from another source of power. Partial, Ok to stock & train only pending final Yes Building & Fire Dept. inspections. See card for partial final notes Yes. GFCI protection for all Bar, Kitchen, Prep! Yes service, Scullery, Restroom, Roof equipment Ok. See card for additional notes Partial Pass Michael Collins Reinspection Incomplete Page 6 of 8 July 11 2019 Permit Type: BLDG-Commercial Application Date: 09/08/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 02113/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 12/23/2019 Address: 2525 El Camino Real , 200 Carlsbad, CA 92008-1208 lVR Number: 6227 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 0111812019 0111812019 BLDG-33 Service 081655.2019 Passed Michael Collins Complete Change/Upgrade f Checklist Item COMMENTS Passed BLDG-Building Deficiency Need to Safe Off several electrical boxes No . BLDG-Building Deficiency 12/21/18, EMR pending electrical EOR Yes approval of smaller feed conductor. BLDG-Building Deficiency Release emailed to SDGE Yes 03/04/2019 0310412019 BLDG-24 085063.2019 . Failed Michael Collins Reinspection Rough/Topout Checklist Item' ' COMMENTS - -. Passed BLDG-Building Deficiency Not ready No 03/11/2019 03111/2019 BLDG44 Rough 085880.2019 Failed Michael Collins Reinspection • Electrical Checklist item COMMENTS Passed BLDG-Building Deficiency Made two stops 8:20 & 9:10, contractor not No on site . BLDG-Building Deficiency Walls only at bar, kitchen/cook line, prep, Yes scullery BLDG-Building Deficiency. Not ready at Patio - . No 03/1212019 03/12/2019 BLDG-43 Air 085951.2019 Partial Pass Michael Collins Reinspection Cond.IFumace Set Checklist item COMMENTS . Passed BLDG-Building Deficiency Partial, need signage & labeling. Yes 03/1312019. 03/13/2019 BLDG-Final ' 086115.2019 Partial Pass Michael Collins Reinspection Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency See card for partial final notes Yes BLDG-Electrical Final GFCI protection for all Bar, Kitchen, Prep/ Yes • . service, Scullery, Restroom, Rdof equipment Ok. See card for additional notes 03/15/2019 03/15/2019 BLDG-34 Rough 086272.2019 • Partial Pass Michael Collins Reinspection Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready at Patio • No BLDG-Building Deficiency Made two stops 8:20 & 9:10, contractor not No on site BLDG-Building Deficiency Walls only at bar, kitchen/cook line, prep. Yes scullery BLDG-Building Deficiency Hard lid at center section of Patio only. - Yes 03/18/2019 03/18/2019 BLDG734 Rough 086379-2019 Cancelled Michael Collins Reinspection Electrical - Complete Complete Incomplete Incomplete Incomplete Complete July 11, 2019 Page 5 of 8 Permit Type: BLDG-commercial Application Date: 09/08/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 02/13/2018 Subdivision: CARLSBAD TCT#76-18 Status: .. Closed - Finaled Expiration Date: 12/23/2019 Address: 2525 El Camino Real 200 Carlsbad, CA 92008-1208 IVR Number: 6227 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 0911912018 09/19/2018 - BLDG-44 070449.2018 Passed Paul Bumette Complete RoughlDucts/Dampe rs Checklist Item COMMENTS Passed • BLDG-Building Deficiency No 09/21/2018 09/21/2018 BLDG-17 Interior 070614.2018 Partial Pass Paul Bumette Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed • BLDG-Building Deficiency •'.••• .• .. • No 1110112018 11101/2018 BLDG-44 074892-018 Fall&d Michael Collins Reinspection Complete • RoughlOucts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Hood to duct POC, not ready No 11/05/2018 11/05/2018 SLOG-44 075154-2018 Passed Michael Collins Complete Rough/Ducts/Dampe - rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Hood to grease duct POC Yes BLDG-Building Deficiency Hood to duct POC, not ready No 12/0412018 12/04/2018 BLDG-85 T-Bar, 077851.2018 Passed Michael Collins Complete • Ceiling Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding - (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical - Yes BLDG-44 Yes Rough-Ducts-Dampers 12/20/2018 12/20/2018 BLDG-33 Service 079336-2018 Failed Tim Frazee Reinspection Complete Change/Upgrade Checklist item COMMENTS • Passed BLDG-Building ueTiclency Neea to bate on severau eueincai 12121/2018 12/21/2018 BLDG-33 Service 079658-2018 Partial Pass Michael Collins Reinspection Incomplete ChangelUpgrade - Checklist Item COMMENTS • Passed BLDG-Building Deficiency Need to Safe Off several electrical boxes No BLDG-Building Deficiency 12/21/18, EMR pending electrical EOR Yes approval of smaller feed conductor. July 11, 2019 • -- • • Page 4of8 Permit Type: BLDG-Commercial Application Date: 09/08/2017 Owner: R P1 CARLSBAD LP Work Class: Tenant Improvement Issue Date: 02/13/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled Expiration Date: 12/23/2019 Address: 2525 El Camino Real, 200 Carlsbad, CA 92008-1208 IVR Number: 6227 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Walls only, see card Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) - BLDG-24 Rough-Tpout Yes BLDG-34 Rough Electrical Yes 09/0612018 0910612018 BLDG-44 069273-2018 Partial Pass Michael Collins Reinspection incomplete Rough/DuctslDampe rs Checklit ltni ' COMMENTS ' ' Passed BLDG-Building Deficiency Not ready . No BLDG-Building Deficiency Pre lim spiral duct sealing Yes BLDG-Building Deficiency Grease duct smoke test Yes 09/07/2018 09/0712018 BLDG-23 069397-2018 Failed Paul Burnette Reinspection Complete - Gas/Test/Repairs Checklist Item ' COMMENTS Passed BLDG-Building Deficiency No - 0911212018 09/1212018 BLDG-23 069821.2018 Partial Pass Michael Collins Reinspection Incomplete GaslTest/Repairs Checklist Item . COMMENTS Passed BLDG-Building Deficiency Start 24 clock. Yes 0911312018 09113/2018 BLDG-23 070083.2018 Failed Michael Collins Reinspection Complete Gas/Test/Repairs Checklist item COMMENTS Passed BLDG-Building Deficiency Start 24 clock. . Yes BLDG-Building Deficiency Test failed, re- start 24 hour clock No 09114/2018 09/1412018 BLDG-23 070112.2018 . Passed Michael Collins Gas/Test/Repairs Checklist item COMMENTS • Passed Complete BLDG-Building Deficiency BLDG-Building Deficiency BLDG-Building Deficiency BLDG-44 • 070113.2018 RoughlDucts/Dampe. rs Start 24 clock. Yes 9/14/18, completion of 24 hr test • Yes Test failed, re- start 24 hour clock • No Passed Michael Collins Complete Checklist Item COMMENTS • Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Grease duct smoke test Yes BLDG-Building Deficiency 9/14/18, 1st layer grease duct wrap • Yes BLDG-Building Deficiency Pre urn spiral duct sealing Yes July ll,2019 • • • Page 3of8 Permit Type: BLDG-Commercial Application Date: 09/08/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 02/13/2018 Subdivision: ARLSBAP TCT#76-18 Status: Closed - Finaled Expiration Date: 12/23/2019 Address: 2525 El Camino Real 200 Carlsbad, CA 92008-1208 • lVR Number: 6227 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 0712712018 0712712018 BLDG-24 065185-2018 Failed Michael Collins Reinspection Complete Rough/Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency Not per plan No 0810112018 08/01/2018 BLDG-24 065593-2018 Passed Michael Collins Complete Rough1Topout Checklist Item COMMENTS Passed BLDG-Building Deficiency Waste/vent & water. See card Yes - BLDG Building Deficiency Not per plan No 0811412018 08114/2018 BLDG-44 066816-2018 Failed Michael Collins Reinspection Complete • Rough/Ducts/Dampe rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 08/16/2018 0811612018 BLDG-44 . 067207-2018 Partial Pass Michael Collins Reinspection Incomplete Rough/DuctslDampe - rs Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Pre lim spiral duct sealing Yes 08/20/2018 08/20/2018 BLDG-34 Rough 067471-2018 Failed Michael Collins Re!nspection Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Made two stops 8:20 & 9:10, contractor not No on site 08121/2018 08/21/2018 BLDG-34 Rough 067632-2018 Partial Pass Michael Collins Reinspection Incomplete Electrical • Checklist Item COMMENTS Passed BLDG-Building Deficiency . Made two stops 8:20 & 9:10, contractor not No on site BLDG-Building Deficiency Walls only at bar, kitchen/cook line, prep, Yes scullery 08127/2018 08/27/2018 BLDG-14 068423-2018 PartialPiss Michael Collins Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial wall at Kitchen • No 08/29/2018 08/29/2018 BL0G.84 Rough 068528-2018 Partial Pass Michael Collins Renspection Incomplete Combo(14,24,34,44) July ll,2019 • • Page 2of8 Permit Type: BLDG-Commercial Application Date: 09/08/2017 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 92/13/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed - Finaled. Expiration Date: 1212$/2019 Address: 2525 El Camino Real , 200 Carlsbad, CA 92008-1208 IVR Number: 6227 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Pate Start Date 0910412018 BLDG-44 069115.2018 Cancelled . Michael Collins Reinspection Complete RoughlDuctsl0ampe I's Checklist Item - COMMENTS . Passed BLDG-Building Deficiency Not ready No BLDG-Building Deficiency Pre urn spiral duct sealing Yes BLDG-Final 097291-2019 Passed Michael Collins Complete - Inspection Checklist Item COMMENTS Passed BLDG Building Deficiency 6/25/19 see card Pg 6 for corrections No ,BLDG-Byildlng, Deficieicy .. . Partial, ok to stock & train only pending final ,.. . Yes Building & Fire Dept. inspections. BLDG-Building Deficiency Partial, see card. Recheck GFCI protection Yes at Kitchen/Restrooms. There appears to be a bleed over from another source of power. BLDG-Building Deficiency 4/10/19, TCO granted in conjunction with Yes Fire Dept., see card for final corrections BLDG-Building Deficiency See card for partial final notes Yes BLDG-Building Deficiency 6/26/19, need recycling paperwork Yes BLDG-Electrical Final GFCI protection for all Bar, Kitchen, Prep/ Yes service, Scullery, Restroom, Roof equipment Ok. See card for additional notes BLDG-Electrical Final 4/25/19, Patio heaters see card. Yes 04127/2018 04/27/2018 BLDG-SW-Pre-Con 056338.2018 Passed Michael Collins Complete Checklist item COMMENTS Passed BLDG-Building Deficiency Spoke with contractor on site. Discussed Yes commissioning, waste management and scheduling. 05107/2018 05/07I2018 BLDG-21 057065.2018 Failed Michael Collins Reinspection Complete Underground/Underf loor Plumbing Checklist Item * COMMENTS Passed BLDG-Building Deficiency Leak at grease waste No 0510812018 05108/2018 BLDG-21 057348.2018 Passed Michael Collins Complete Underground!Underf . loor Plumbing . Checklist Item COMMENTS Passed BLDG-BuildingDeficiency Underfloor grease/sanitary Yes BLDG-31 057349-2018 Passed Michael Collins complete undergroundlCondu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Underfloor at POS Yes July ll,2019 Page lof8 EsGil A SAFEbuilttompany DATE: Dec. 14, 2017 U. APPLICANT JURIS. JURISDICTION: City of bidfl U PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0477 SET: IV PROJECT ADDRESS: 2525 El Camino Real Suite #200 PROJECT NAME: Tenant Improvement Wokcano Restaurant & Patio The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: Brandy Yamamoto EsGil Corporation staff did not advise the applicant that the plan check has been completed. El EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Brandy Yamamoto Telephone #: 760-977-9128 Date contacted: .ø (by_3 Email: brandy@bjyarch.com Mail Telephone Fax In Person El REMARKS: By: Glen Adamek Enclosures: EsGil Corporation Z GA Z EJ 0 MB 0 PC 11/24/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 DATE: Nov. 29, 2017 JURISDICTION: City of Carlsbad EsGV/ il A SAFEbuittCompany U APPLICANT JURIS. PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0477 SET: III PROJECT ADDRESS: 2525 El Camino Real Suite #200 PROJECT NAME: Tenant Improvement Wokcano Restaurant & Patio The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Brandy Yamamoto EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Brandy YamAmoto Telephone #: 760-977-9128 Date contacted: ?.M (b ) Email: brandybjyarch.com Mail' f Telephone)( Fax In Person REMARKS: Please see attached for remaining P!MIE items for the previous list. Please call the P/M/E reviewers directly with any questions. By: Glen Adamek Enclosures: EsGil Corporation GA Z EJ 0 MB 0 PC 11/24/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (88) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2017-0477 Nov. 29, 2017 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring ItLQ corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Please see below for the remaining P/M/E corrections. To speed up the review process, please note on this list where each correction item has been addressed on plans. The jurisdiction has contracted with EsGil at 9320 Chesapeake Dr., Suite 208, San Diego, CA 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Glen Adamek at EsGil. Thank you. PLUMBING AND MECHANICAL CORRECTIONS JURISDICTION: Carlsbad DATE: 10/30/2017 PLAN REVIEW NUMBER: C2017-0477 SET: II PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS The Kitchen Drawings (K-sheets) are not signed by the State Licensed designer. (contractor installing the equipment or engineer or architect) The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business & Professions Code. 2. Please provide the Building Department with the Health Department stamped approved drawings. The City Building Official to review evidence of Health Department approval for proposed restaurant. PLUMBING (2016 CALIFORNIAJLUMBING CODE) 5. Please correct the following on sheet P1 inthe-Plumbing Key Notes and the Piping Legend to agree: Provide a plumbirig material schedule on the plans describing the following systems: Potable water piping, the drain, waste, and vent piping, gas piping, and the roof drains. D) Detail proposed connection to PVC Schedule 40 Vents to ABS Schedule 40 Waste piping. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) City of Carlsbad CBC2017-0477 Nov. 29, 2017 Still no sheet A2.2C is in this plan package? Buildings of more than 15' in height shall have an inside means of access that meets the design requirements of CMC 304.3.1.1. City approval for use of an outside ladder is required. Still no Sheet A2.2C is in this plan package? Roof access ladders require landings at no greater a separation of 18', measured from floor level. CMC 304.3.1.2. 20. The new response provided states: "See revised sheet M5." But the following items are not addressed on any of the Mechanical Drawings. Provide complete kitchen hood plans, details, and calculations to show compliance with CMC, Chapter 5, Part II: A) No Air Balance schedules found in the Mechanical Drawings. Show the required replacement air for each kitchen hood. Include an air balance schedule. CMC 511.3. D) Show the required cleanouts CMC 510.3.3) for the grease duct: 2) The Mechanical Drawings do not address the height of the grease duct cleanouts above the finished floor level. If the duct is not accessible from a 10' stepladder, a platform is required. Please detail. CMC 510.3.4.1.2. F) A complete kitchen hood system plan review will be done when the complete hood system plans, details, and calculations are provided. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil A SAFEbuiItCompany DATE: OCT. 319 2017 U APPLICANT URIS. ee JURISDICTION: City of Carlsbad 0 PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0477 SET: II PROJECT ADDRESS: 2525 El Camino Real Suite #200 PROJECT NAME: Tenant Improvement Wokcano Restaurant & Patio LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Brandy Yamamoto LI EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed.. Person contacted: Brandy Yamamoto Telephone #: 760-977-9128 Date c Zphone cted CY)'? (by4'\' Email: brandy©bjyarch.com we OS/Mail Fax In Person REMARKS: Please see attached for remaining P/MIE items for the previous list. Please call the P/M/E reviewers directly with any questions. By: ALl SADRE, S.E. (for D.Y.) Enclosures: EsGil Corporation GA Z EJ 0 MB E PC 10/24 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 — C-. City of Carlsbad CBC2017-0477 OCT. 31, 2017 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Please see below for the remaining P/M/E corrections. To speed up the review process, please note on this list where each correction item has been addressed on plans. The jurisdiction has contracted with EsGil at 9320 Chesapeake Dr., Suite 208, San Diego, CA 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALl SADRE, S.E. (for D.Y.) at EsGil. Thank you. PLUMBING AND MECHANICAL CORRECTIONS JURISDICTION: Carlsbad DATE: 10/30/2017 PLAN REVIEW NUMBER: C2017-0477 SET: II PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business & Professions Code. 2. The City Building Official to review evidence of Health Department approval for proposed restaurant. PLUMBING (2016 CALIFORNIA PLUMBING CODE) 5. Please correct the following on sheet P1 in the Plumbing Key Notes and the Piping Legend to agree: Provide a plumbing material schedule on the plans describing the following systems: Potable water piping, the drain, waste, and vent piping, gas piping, and the roof drains. Plumbing Key Notes # i & 2 show Cast Iron (Cl) for Sewer Piping. Pipe Legend shows ABS Schedule 40 for Sanitary Waste and Grease Waste Piping. C) Pipe Legend shows PCV Schedule 40 for Vent Piping. Please correct to agree. d) Detail proposed connection to PCV Schedule 40 Vents to ABS Schedule 40 Waste piping. City of Carlsbad CBC2017-0477 OCT. 31, 2017 6, On sheet P5 all the allowed GPM values in the Fixture Unit Pipe Sizing Tables are too large as per CPC, Chart Al 05.1(1) for copper tubing. Please correct. Also correct the fixture unit values in the Fixture Unit Pipe Sizing Tables as per corrected GPM values and CPC, Chart A103.1(2). The allowed fixture units shown are all incorrect. In the water line sizing charts on sheets P5 and P7 Show the maximum GPM values for each of the water lines per each of the proposed water piping sizes and piping materials proposed to be used as per the Charts in CPC, Appendix A and/or water piping listing data for the proposed different water piping material types. 7. Please correct the following for allowable friction loss calculations on Sheet P5: Please provide completed corrected allowable friction loss calc's. on Sheet P5, used in the water line sizing calculations as per CPC, Appendix A. As per CPC, Chart A102.2, 4-psi thru the 2" water meter is too low for the 74.0 GPM flow. The corrected value is more than 5-psi. Note in the calculations states minimum water meter. But the calculations show a 2" min water meter is required. The pressure loss for 74.0 GPM through a 1h/2 min water meter is about 12 psi. not 4-psi as used. Please correct. 8. All the added "Dirt Leg" details are incorrect. All details are for "Drip Legs". To correct the details the gas supply from the appliance gas shut-off valves must be vertically down into the top of the tee for the dirt leg. The dirt leg at the bottom and the output to the appliance must be horizontally out of the tee. Please correct all "Dirt Leg" details. Correct the gas line isometric on Sheet P6 as per the required Dirt Legs, as per CPC, Section 1212.8. 10. Please correct the Sheet A2.2 to show the total Restroom floor area and the total Kitchen floor area slope to drain to floor drains. Not just within 2 feet of the drains as noted on sheet A2.2. Floors shall slope to the floor drain(s) location(s). Please detail on the architectural floor plans. CPC 418.5. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) No Sheet A2.2C is in the plan package? Buildings of more than 15' in height shall have an inside means of access that meets the design requirements of CIVIC 304.3.1.1. City approval for use of an outside ladder is required. No Sheet A2.2C is in the plan package? Roof access ladders require landings at no greater a separation of 18', measured from floor level. CIVIC 304.3.1.2. Sheet M2 does not show the primary and secondary condensate waste systems. Detail the primary and secondary mechanical condensate waste design: Pipe sizing, routing, and termination areas. CIVIC 310.0 & CPC 814.0. 20. The response provided states: "See Captive Air Hood Plans on sheet M7." But the details on sheet M7 do not address the following items. Provide complete kitchen hood plans, details, and calculations to show compliance with CIVIC, Chapter 5, Part II: City of Carlsbad CBC2017-0477 OCT. 31, 2017 A) Show the required replacement air for each kitchen hood. Include an air balance schedule. CMC 511.3. B) Provide grease duct air velocity calc's. (Min 500 fpm, Max 2,500 fpm) CMC 511.2. C) Detail the slope (1!4"/ft. mm .) on the horizontal grease duct back towards the hood. CMC 510.1.3. D) Show the required cleanouts CMC 51 0.3.3) for the grease duct: At changes in direction and If the duct is not accessible from a 10' stepladder, a platform is required. Please detail. CMC 510.3.4.1.2. E) Detail the kitchen hood duct termination clearances as per CMC 510.8. F) A complete kitchen hood system plan review will be done when the complete hood system plans, details, and calculations are provided. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) . Include the following information: Location of the new equipment on the single line diagram and the location of the existing 600 ampere feeder overcurrent device. If located in the existing electrical room, include the footprints of all equipment complete with 110.26 access clearances. Location not shown for either the transformer or the 600-ampere distribution board. The panelboards fed from the 112.5 transformer will be reviewed for the 25' tap rule after the locations are shown. See above italics. Describe any ventilation (new or existing) in the location where the 112.5 transformer is to be installed. See above italics. Note: If you have any questions regarding this Electrical plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (ár a copy) where the corrected items have been addressed on the plans. EsGil Corporation In (Partners flip wit/i government for tBuiffing Safety DATE: 9/22/2017 JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0477 O APPLICANT JURIS. O PLAN REVIEWER O FILE SET:I PROJECT ADDRESS: 2525 El Camino Real Suite #200 PROJECT NAME: Tenant Improvement Wokcano Restaurant & Patio LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Brandy Yamamoto EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Brandy Yamamoto Telephone #: 760-977-9128 Date contacted: 9 (zj( (by- Email: brandy@bjyarch.com <;tt IT&ephon' Fax In Person By: David Yao Enclosures: EsGil Corporation Z GA Z EJ E MB El PC 9/12 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 'City of Carlsbad CBC2017-0477 9122/2017 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: CBC2017-0477 JURISDICTION: City of Carlsbad OCCUPANCY: A2 USE: restaurant TYPE OF CONSTRUCTION: 111-B ACTUAL AREA: T. I. 6669 and patio 1490 ALLOWABLE FLOOR AREA: ? STORIES: 1/basement? HEIGHT: SPRINKLERS?: Y 194NIFTIM.43 DATE PLANS RECEIVED BY JURISDICTION: 9/8 DATE INITIAL PLAN REVIEW COMPLETED: 9/22/2017 FOREWORD (PLEASE READ): OCCUPANT LOAD: -320 DATE PLANS RECEIVED BY ESGIL CORPORATION: 9/12 PLAN REVIEWER: David Yao This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad CBC2017-0477 9/22/2017 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0477 PREPARED BY: David Yao DATE: 9/22/2017 BUILDING ADDRESS: 2525 El Camino Real Suite #200 BUILDING OCCUPANCY: A2 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) restaurant per city 524,470 Air Conditioning Fire Sprinklers TOTAL VALUE 524,470 Jurisdiction Code ICb IBY Ordinance I Bldg. Permit Fee by Ordinance 'V V Plan Check Fee by Ordinance Type of Review: E Complete Review I $2,112.261 $1,372.971 El Structural Only E Repetitive Fee El Other Repeats Hourly Hr. @ * EsGil Fee I $1,203.991 Comments: Sheet I of I macvalue.doc + City of Carlsbad CBC2017-0477 9/2212017 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. . PLANS Provide a note on the site plan indicating the previous use of the tenant space or building being remodeled. Section 107.2. 2. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans, per Sec. 107.3.4.2.: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." SITE PLAN Clearly designate any side yards used to justify increases in allowable area based on Section 506.3. . BUILDING AREA Does the building unlimited allowable floor area? If not, area analysis is needed. Please clarify on the plan. Table 506.2. FIRE BARRIERS A 1-hour fire barrier separation is required between the A occupancy and the M occupancy. Table 508.4 (see exceptions) Please clarify on the plan. City of Carlsbad CBC2017-0477 9/22/2017 Doors and fire shutters in fire barriers shall comply with the following table. Table 716.5. (if applicable) FIRE BARRIER RATING MINIMUM OPENING PROTECTION ASSEMBLY (hours) (hours) . EXITS When additional doors are provided for egress purposes, they also shall conform to the requirements of Section 1010 (width, swing, hardware, etc.). Section 1010.1. (door EX02? window?) Revolving, sliding and overhead doors are not permitted as exit doors, unless meeting the special provisions in Section 1010.1.4. Provide ICC # for door 110 to show it comply with Section 1010.1.4. EXIT SIGNS A tactile sign stating "EXIT" and complying with ICC Al 17.1 shall be provided adjacent to each door to an exit stairway, an exit passageway and the exit discharge. Section 1013.4. Show that the means of egress path will be lighted with at least one foot candle at floor level. Section 1008. Show separate sources of power may be required for exit illumination. Review Section 1008.3. ACCESSIBILITY 12. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. NON-RESIDENTIAL GREEN BUILDING STANDARDS (Additions and Alterations) Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled and/or salvaged. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. City of Carlsbad CBC2017-0477 9/22/2017 ADDITIONAL- The first sheet of the structural calculation shall be signed and sealed by the engineer. What is the design load for the structure below? Provide detail analysis to show the existing structure (double T concrete joist?) can support the point load from the proposed patio columns. Please refer to the following corrections for mechanical, plumbing, electrical and energy items. To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a resultof corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: U Yes U No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEW NUMBER: C2017-0477 SET: I PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, before the permits are issued. Business and Professions Code. 2. The City Building Official to review evidence of Health Department approval for proposed restaurant. City of Carlsbad CBC2017-0477 9/22/2017 3. Please provide the floor plan of the space under the Wakcano TI and patio space as per the Building Section on sheets A3.1 and A3.2. Show the limits of Mall areas, Exit Passageways, corridors, stairs, and existing and/or future TI spaces. 4. Please correct the engineers stamps on the Mechanical Drawings. They seem to be double sealed with two different stamps making the seals unreadable. PLUMBING (2016 CALIFORNIA PLUMBING CODE) 5. Provide a plumbing material schedule on the plans describing the following systems: Potable water piping, the drain, waste, and vent piping, gas piping, and the roof drains. 6. In the water line sizing charts on sheets P5 and P7 Show the maximum GPM values for each of the water lines per each of the proposed water piping sizes and piping materials proposed to be used as per the Charts in CPC, Appendix A and/or water piping listing data for the proposed different water piping material types. 7. Please provide completed corrected allowable friction loss calculations on sheet P5, used in the water line sizing calculations as per CPC, Appendix A. 8. Correct the gas line isometric on sheet P6 as per the required Dirt Legs, as pre CPC, Section 1212.8: At the water heater the Dirt Leg is on the incorrect side of the water heater appliance gas shut-off valve. Please correct. The required Dirt legs are not show for each of the separate gas appliances at the cooking line. Please correct. 9. Detail how the floor drain trap seal is to be maintained. CPC 1007.0 10. Floors shall slope to the floor drain(s) location(s). Please detail on the architectural floor plans. CPC 418.5 11. Describe the method of compliance for temperature limitations for the public use lavatories (limited to 110 degrees). Note: The water heater thermostat may not be used for compliance with this Code section. CPC 421.2. Energy Standards 110(C)3. 12. Show the required self closing or self closing metering faucets for the "...lavatories intended to serve the transient public, such as those in, but not limited to, service stations, train stations, airports, restaurants, and convention halls..." as per CPC, Section 403.4. 13. Clearly show the proposed future used in the area below Wakcano TI. If future restaurant then address the following items if food handling is proposed below Wakcano TI.: City of Carlsbad CBC2017-0477 9/22/2017 Clearly show on the plans compliance with CPC Section 317.0 for the proposed piping under the upper floor level: 317.1 Food Handling Establishments Food or drink shall not be stored, prepared or displayed beneath soil or drain pipes, unless those area are protected against leakage or condensation from such pipes reaching the food or drink as described below. Where building design requires that soil or drain pipes be located over such areas, the installation shall be made with the least possible number of joints and shall be installed so as to connect to the nearest adequately sized vertical stack with a provisions as follows: All openings through floors over such areas shall be sealed watertight to the floor construction. Floor and shower drains installed above such areas shall be equipped with integral seepage pans. All other soil or drain pipes shall be of an approved material as listed in Table 1701.1 and Section 701.2. All materials shall conform to established standards. Cleanouts shall be extended through the floor constructions above. Piping subject to operation at temperatures that will form condensation on the exterior of the pipe shall be thermally insulated. Where pipes are installed in ceiling shall be of the removable type, or shall be provided with access panels in order to form a ready access for inspection of piping. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) Specify the make, model, type, and efficiency of the space heating and cooling systems in agreement with the energy design. Buildings of more than 15' in height shall have an inside means of access that meets the design requirements of CIVIC 304.3.1.1 Please provide. City approval for use of an outside ladder is required. Roof access ladders require landings at no greater a separation of 18', measured from floor level. CIVIC 304.3.1.2 Detail the primary and secondary mechanical condensate waste design: Pipe sizing, routing, and termination areas. CIVIC 310.0 & CPC 814.0 Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. CIVIC Section 608.1 An "air- moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space. Specify compliance with CIVIC 603.4.1 for length limitations for factory made flexible air ducts (5) and use (not to be used for rigid elbows or fittings). (Residential is exempt from this item) City of Carlsbad CBC2017-0477 9/22/2017 20. Provide complete kitchen hood plans, details, and calculations to show compliance with CMC, Chapter 5, Part II a) Show the required replacement air for each kitchen hood. Include an air balance schedule. CMC 511.3 b) Provide grease duct air velocity calculations. (Minimum 500 fpm, Maximum 2,500 fpm) CMC 511.2 c) Detail the slope (1/4"/foot/minimum) on the horizontal grease duct back towards the hood. CMC 510.1.3 d) Show the required cleanouts CMC 510.3.3) for the grease duct: At changes in direction and If the duct is not accessible from a 10' stepladder, a platform is required. Please detail. CMC 510.3.4.1.2. e) Detail the kitchen hood duct termination clearances as per CMC 510.8. f) A complete kitchen hood system plan review will be done when the complete hood system plans, details, and calculations are provided. 21. On the mechanical plans clearly show the limits of ceiling space used as duct or plenum. Then address the following on the plans: Clearly show that all material exposed within the plenum complies with CMC Section 602.2 & Section 604.0. Materials shall have a mold-, humidity-, and erosion-resistant face that meets the requirements of ASTM E 84 or UL 723. Clearly show that all combustible materials exposed within the plenum space must comply with CMC Section 602.2. Flame-spread index of not more than 25 and a smoke-developed rating of not more than 50. Product -conveying duct systems shall not extend into or through ducts or plenums. CMC, Section 505.1 Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) Include the AC branch circuit wiring size from panelboard "A" to the roof installed disconnects on the plans. Include the following information: City of Carlsbad CBC2017-0477 9/22/2017 Location of the new equipment on the single line diagram and the location of the existing 600 ampere feeder overcurrent device. If located in the existing electrical room, include the footprints of all equipment complete with 110.26 access clearances. The panelboards fed from the 112.5 transformer will be reviewed for the 25' tap rule after the locations are' shown. Describe any ventilation (new or existing) in the location where the 112.5 transformer is to be installed. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 The following disabled access items are taken from the 2016 edition of California Building Code, Title 24. Per Section 1.9.1, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. SINGLE ACCOMMODATION FACILITIES Show a sufficient space in the toilet room for a wheelchair to enter the room and close the door, per Section 11 B-603.2. The space is required to be: >60" diameter. A T-shaped space as shown in Figure 11 B-304.3.2. Doors are not permitted to encroach into this space by more than 12 inches. GROUP A OCCUPANCIES 2. Show that dining, banquet and bar facilities are accessible, as follows: a) Where a counter has a height >34" high, a portion of the main counter (a minimum of 60" long) shall be provided with a height of 34" maximum. Section 11 B-226.3. END OF DOCUMENT STRUCTURAL CALCULATIONS FOR TENANT IMPROVEMENT WOKCANO ASIAN RESTAURANT AND BAR. 2525 EL CAMINO REAL, SUITE 200. CARLSBAD, CA 92008 DATED: 10/19/2017 JULY, 2017 BY AES CONSULTING ENGINEE 372 FLORAL VIEW IRVINE, CA 926178 PH: 949-466-2055 e CD o I- N CD 04 Cr) I— Z COD - U D 4 cr 0 cl C.) OR cri co Of Ft.. CDD ,- LIJ - Im to 0c'l •- Page 1of76 Wokcano Carlsbad Date: 07-25-2017 CANOPY DESIGN ? 14? O I Il - II I €H II II II II I II I ::. Tu ___U__ Sr 55 co cli im ;Gw IL —ILL -EF F ------- LE M II II III II Ip II CANOPY FLOOR PLAN (SCALE 1/4°=10")® Page 2 of 76 Wokcano Carlsbad Date: 07-25-2017 CANOPY ROOF FRAMING (SCALE /4°=1•O) Page 3of76 Wokcano Carlsbad Date: O7-25-2017 Loading Dead Load Framing = 2.0 psf Metal deck = 2.5 psf Hard ceiling = 5.0 psf Wood plank 1x6 w/framing= 3.0 psf Misc. = 2.5psf Total Live load Canopy width w (!4 WLLI := LLI (B - 4) WDL2 := DLI - B (2) := LLI (B - 2 DL := 15.0 psf. LL := 20.0 psf. B:=19.0 ft. WDLI = 71.25 pg. WLLI = 95 ptf. WDL2 = 142.5 ptf. WLL2 = 190 plf. - Max. height of column H := 13.0 ft. I See attached RISA31) results for the design of canopy framing _i. . •.• - -. -V. : Page 4of76. Wokcano Carlsbad Date: 07-25-2017 Seismic Load Analysis, Chapter 12, ASCE7-1 0 B := 19.0 ft L := 30.0 ft. B(L L'\ D1 := DL.— l - + - I D1 =.4275 lbs. 2L2 2) B (L'\ Pr., := DL.— 2 2) .1 - I Pr = 2137.5 lbs. For ordinary moment frame R := 1.25 Cd : 1.25 'e := 1.0 SDS =0.783 SIDS Cs (R C5 = 0.626 le) := Cs.PDI Fi = 2677.9 lbs Fx2 := CS.PD2 F2 = 1338.9 lbs Base shear V := Fi + 2F2 V = 5356 lbs. Seismic governs LfRaiau flF.i1 7/30/2017 Design Maps Summary Report Page 5 of 76 Design Maps Summary Report User—Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.178380N, 117.33233°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 5' 4. - I. •' & 1-4 iii#kpra:A. • USGS—Provided Output S= 1.113g SMS = 1.174g S0 = 0.783g S1'= 0.428 g SN1 = 0.673 g SD1 = 0.449 g For information on how the SS and Si 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. For PGA,, T1, CRS, and CRI values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. I/l Page 6 of 76 - Wokcano Carlsbad Date: 07-25-2017 Wind Loading, Open Structure, ASCE7-10 Risk category = II Table 1.5-1, ASCE7-1 0 V := 110 mph Figure 26.5-1,ASCE7-10 Kd 0.85 Table 26.6-1, ASCE7-10 Kt := 1.0 Figure 26.8-1, ASCE7-10 Exposure category = C Kh := 0.85 Table 30.3-1, ASCE7-10 Wind pressure 0.00256.Kd.Kzt.Kh.V2 qz = 22.38 psf. Longer dimension of canopy L := 60.0 ft. Shorter dimension of canopy B:=19.0 ft. From Figure 30.8-1, for Zone-3, for unobstructed flow CN.neg := —1.1 CNPOS := 1.2 'pos z'-'N.pos) p 05 = 26.856 psf neg (qz.CN.neg) • • neg —24.618 psf. Page 7of76 Wokcano Carlsbad Date: 07-25-2017 Tributary Obstructed area A :=L.) A=60 ft2 F) Total wind pressure P := PPOS.A P = 1611 lbs. Seismic governs t Solution: Envelope July 31, 2017 at 1:44 AM Trellis.r3d 11 Loads: BLC I, DEAD Solution: Envelope July 31, 2017 at 1:45 AM Trellis.r3d 4 Page 10 of 76 14 r15 46 12 Loads: BLC 2, LIVE • : •• - Solution: Envelope • July 31, 2017 at 1:46 AM Trellis.r3d Page 11 of 76 • 1.339k 2. 1.339k 2.6 14 u15 Zn 1.3 12 9k 6 3 Zn8 Loads: BLC 3, EQx • Solution: Envelope July 31, 2017 at 1:46 AM Trellis.r3d Page 120t76 1.339k . . 14 15 Z 1.339k -46 9k 12 l9 Z3 A k8 Loads: BLC4, EQz . Solution: Envelope July 31, 2017 at 1:47 AM Trellis.r3d - •. - __________________ - Page 13of76 Company - : - July 31, 2017 Designer : - - - 1:51 AM Job Number: - Checked By: Joint Coordinates and Temperatures - L. ! Ni .- 0 0 - 3 0 t0i& I0W - 0 N3 - - 30 0 0 0 N4'W€ F30 i3'J - N5 -30. 13 0 - 0- _. toI 917f Zkof "17 .0 - 13 - 19 - 0 - -13_- 19 0 -- _9 -_-NY - 30 ________ 'goI NO 5w Cie 0i? 1 Nil 0 - 13 9.5 0 - W1 N1 b4 9.5 -0 - _i •. N13 -30 13 MORPOOMM; .1000" -.-N15 1 -30 0 19 -- 0 -_- fgjpber Primary Data - - - - - •••:_a I, •_...& fl_&..1a. CêL....ICk... fl..i,.n eI fine flAatanal flacinn P.,Iac I Ml Ni N2 - HSS6x6x5/8 Tube Column IA500GrA Typical 2i =M2 WIN491 HS12X61 è - lü pil -_. M4 -N2 N4 - - HSS12x6x3/8 Tube Beam A500 Gr.46 ical M6!1 %1N2 145M It SS2x6ic3I8 T68 A5O0064 Tic'ál _5_ _M_ N6. --N7 - - HSS6x6x5/8 Tube Column A50OGr.46 _Tvoical WON N8 N9T HSS12X TubIWc olM t5OO.Gr al _7_ M7 - N7 N9- • HSS12x6x3/8 Tube -, Beam A50OGr.46 _Tvpical __N7& N10 1jjSS12x6x3I8 Bam 5OOGr ical M9 - N7 N2 . HSS12x6x3/8 _Tube Beam A500Gr.4 _Tvoical 91 Mmm =N9W. M1 NM HSS12x6x3/8 11TIFIVT665W B640 icaW it. M11 Nil N12 - HSS12x6x3/8 _Tube Beam A500Gr.4 Typical Ni1 - •N5fl -- ___ H$S1?k3Lar Báii*- Oø1G4 13 M13 im M41W N11 Nil N1 S 0 -N13 0hN10 . - ~, 11 Ticl yo HSS12x6x3/8 ASS'12X6 ...Tube I Té* Beam I "w5mcrv46 A500Gr.46 Typical ga i.L M15 _jij4._ N5 ______ ______ HSS12X6 - Tube Column A500Gr.46 Typical - Hot Rolled Steel Section Sets , - - - - - . -. • n... -- - ,s..:.. I . ._ n........:...t ._. . .1..... p. r;.., k... r;-Al ,... r;-Al I r..A1 HSS6x6x5/8 HSS6X6XIO Tube Column A5O&46 Typical 11 729 55.121 55.121 94.977 E 1SS126x3/8 HSS12X6X6 ib1 B117 A500TGr46 k78i 5 HSSI2X6 Tiil l 755 4969 I1SS12X6X8 _Tube Column A500 Gr.46 Typical 15.318 ,1 91.064 271.393 227.157 —Basic Load Cases •• - .. - - - - - - - • ....Sfl fl•_. .g.7 fl_. .:s.. I.:._4 fl..6 n:.aal.. .6 - A IRA C •F. ..j_ IJI_J nJa.I IMIII.II I DEAD 7 - DL S I I•7 I I - IT -1 - - IT _•• 2 . _•__• •__-- 16 3 40IVE ' EQx lL ELX OPWRYIN Z . 6 7:. 2. j: 6! -- - Load Combinations - - - . - - - • •. - - Description - Sol... PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor I 1. I 1.213+1.6L -lYesl V I 1111.2 I 2 I 1.61 :1 l - I I I .1 I I I I -I - I RISA-30 Version 5.5 [C:. ..\...\. . .Wdckano Carlsbad\Engineering\Canopy Framing\Trellis.r3d] . - Page 1 Page 14 of 76 Company - • July 31, 2017 Designer : 1:51 AM Job Number:. •• • • Checked By:_____ Load Combinations (Continued) - C.d or co DI 1' DI 1' DI 1' DI E' DI f' DI f' DI f' r...e,.. Di ' D1r3E J- 31 3 1.2+O.2Sds)D+1.3EzYes Y I 1 1.475 WON MIEN 1 09 91y,31 4 1.3 0.9-0.2Sds)D+ 1.3Ez Yes Y 1 4 1.3. 7 1.2+0.2Sds)D + 1.25.. Y • I 1.475I 4 1.25 9I0Sds) DON _25 - ___ IWI ___ 9 0.9-0.2Sds)D+1.25... Y I. 25 4 1.25 i0 D1 - fI1 FA as M Sm 11 L Y. -21 121 31 I1 13 1.3Ez Y 4 .1.3 — Member Distributed Loads (BLC I: DEAD) Ftflmhor I ahal flirertinn qfr, Mnnitii,Ioflt!ft dn1 Pnel M,,nihidrkIff ,lri1 Qfart I rirfinnFft Pnel I ,,finnrft OJ I Mil V -.143 --.143- 0 _• 0 9112,10. Mi3W INNOWYAW1111 M8 _Y__. - -.071 -.071 0 0 _M4 . _Y__. -.071 -.071 0 0 M61 -... Wt07 W0P W — Member Distributed Loads (BLC 2: LIVE) i 1,& +rn+ M,.ni+i,Lrkffi ,I,,1 =nA ftR,.nih,IFI,Ift ,In1 Q+rn4 I n,.fi,nFft PnA I n.finnrft o/ iii Mil V -.19 -.19 0 _• 0 - M13I 9&I W0 TI0 M7 _Y__. -.095 • -.095 0 0 5 M6 _Y. .-.095 -.095 •• 0 0 !6 i?O95LXWOURNEI 0i% Joint Loads and Enforced Disnlacements (BLC I : DEAD) i ..i.... i r Ii 6 a ;.. ...1 I_*i:.A'1&1 Joint Loads and Enforced Displacements (BLC 3: EQx) Joint L.D.M Direction Mapnitudelk.k-ft_in.radk *SA 2Ift1 _Label - N7 L X 2•678 NIO .•L . x ..1.339 tN5t% i 1&V N9 __• _.. . •1:339 NqA L. N9 L -Z _. ••1339 -- jQLnt Loads and Enforced DisDlacements (BLC 4: EGA -_•_•_•••_•_. i r ii N9 L . Z•• _1339 N5 L. ...Z. -_• _.1,339 L N2 Z._. 2.678 RISA-30 Version 5.5 - [C:\..:\...\...\Wockano Càrlsbad\Engineering\Canopy FrarningTrellis.r3d] - Page 2 Page 15 of 76 Company : July 31, 2017 Designer : 1:51 AM Job Number: Checked By:_____ Joint Loads and Enforced Displacements (BLC 4: EQz) (Continued) Joint Label L.D.M Direction MaonitudeFk.k-ft in.rad k *SA 2/ftl I 6 I N7 I L I Z I 2.678 Envelope Member Section Forces ..:n.1 , .. I. I.. ..rI, al I.. .. ., 1.. I. Ml j_. max 18.151 1 2.649 2.. 1.003 1 -.05 4 - 0 _1 - 0 i. _L. min .964 5. .268 .1. -2.389 L -.812 3 0 _1_ 0 J. _L. _L. max 17.995 j. 2.649 2 1.003 .1 -.05 4 3.259 _1_ -.87 L _4.. min .883 ..& .268 .L. -2.389 ..L -.812 3 -7.764 5 -8.608 2 5 max 17.84 1 2.649 2 1.003 1 -.05 4 6.518 1 -1.74 5 A.. min 1 .802 5 1 .268 ..&1 -2.389 5. -.812 1 3 -15.528 5 -17.216 2 7 4 max 17.684 1 2.649 2 1.003 1 -.05 .4. 9.776 j_. -2.611 ...L 8 min .721 5 .268 5 -2.389 5 -.812 3 -23.293 5 -25.825 2 9 5 max 17.528 1 2.649 2 1.003 1 -.05 .4. 13.035 j_. -3.481 10 min. .64 5 .268 5 -2.389 5 -.812 3 -31.057 5 -34.433 2 11 M2 1 max 9.833 1 4.032 2 .982 j. -.342 4 0 1 - 0 j. 12 mm -.239 5 .57 5 -1.941 5 -3.92 3 0 1 0 1 ma 9.63 1 4.032 2 .982 1 -.342 4 3.192 1 - -1.852 .L. 14. mm -.345 5 .57 5 -1.941 5 -3.92 3 -6.309 5 -13.105 2 15 3 max 9.427 1 4.032 2 .982 j. -.342 4 6.383 j. -3.703 A. 16 - min -.45 5 .57 5 -1.941 5 -3.92 3 -12.619 5 -26.209 i. 17 4 max 9.223 1 4.032 2 .982 1 -.342 A 9.575 i_. -5.555 .L IL mm -.556 ..L .57 j -1.941 5 -3.92 2. -18.928 5 -39.314 .2.. 19 5 max 9.02 1 4.032 2 .982 j.. -.342 4 12.766 j.. -7.406 mm -.662 .j .57 .j .20 . 5. -1.941 5 -3.92 3 -25.237 .& -52.418 2 21 M4 I max 1.472 2 4.179 1 .369 5 1.312 1 4.871 2 21.249 1. mm .825 2. -.651 .4. -.336 .2.. - .038 _4 -6.131 .j. -8.528 A.. 23 .L.max 1.472 2... 2.04 j. .369 5 . 1.312 _1.. 2.349 2. -.538 .& min .825 .1 -1.172 4_ -.336 2 .038 _4. -3.367 5 -2.459 '2.... 25 .L max 1.472 2 -.099 1 .369 5 . 1.312 _1 - -.081 .4. 9.048 4_ mm. .825 .L -1.909 2. -.336 2.. .038 A -.715 2. -9.352 i. 27 _4_.max 1.472 2. -.653 5. .369 5 . 1.312 1... 2.161 5. 26.174 2.. nui. .825 5 -3.137 2. -.336 2 .038 A -2.696 2 -.589 .1. 29 5 max 1.472 2 -1.173 j. .369 5. 1.312 _t 4.925 5. 54.305 2. min .825 5 -4.377 L -.336 2 .038 A -5.218 2 8.291 . j. M6 j..Imax. 1.107 3 5.039 j -.089 4 1 -.292 A 11.103 2. 31.261 2.. 32 - min -.663 4 1 1.337 5 1 -.714 3 -1.146 1 1.122 4 1 7.706 5 33 2 max 1.107 3 3.517 2 -.089 4 -.292 4 5.751 3 .766 4 min .-.663 A .816 5. -.714 3 -1.146 j_. .456 4 -1.723 t. 35 3 max 1.107 3 2.289 2 -.089 4 -.292 4 .47 5 -4.541 5 mm. -.663 A. .296 L -.714 3 -1.146 ,j. -.299 2 -21.493 2. 37 4 Imax 1.107 3 1.333 4 -.089 4 -.292 4 -.876 4 -4.811 ..L min -.663 A. -1.378 .1 -.714 2. -1.146 I -4.953 3 -34.056 2. 39 5 max 1.107 3 .812 4 -.089 4 -.292 4 -1.542 4.. 5.208 t. 40 1 min -.663 4 -3.517 1 -.714 3 -1.146 1 -10.305 3 -37.409 2 41 M5 I max 18.152 t 3.5 2 -.347 4 -.058 4 0 1 0 1 42 min 4.696 4 .666 5 -3.233 3 -.822 3 0 1 0 1 43 2 Imax 17.996 _1 - 3.5 2 -.347 1 4 -.058 4 -1.127 A. -2.164 5. 44 0 - min 4.615 4 .666 5 -3.233 3 -.822 3 -10.508 2. -11.376 2. AL .2... max 17.84 i_. 3.5 2 -.347 4 -.058 A. -2.254 A -4.329 5 min 4.534 4. .666 ..L -3.233 .1 '-.822 .2. -21.015 3 -22.751 .2. 47 4 max 17.685 1 3.5 .2 -.347 4 -.058 4 -3.381 A -6.493 5. 48 -min 4.453 4 .666 5 1 -3.233 .1 -.822 1. -31.523 3 -34.127 .2.. 49 5 Imax 17.529 1 3.5 347 4 -.058 4 -4.508 A -8.657 5 50 - mm 4.372 4 .666 .233 3 -.822 1. -42.031 -45.503 2 ..j. M6A ..j. ifl? 9.911 2. 5.405 12-.592 j -.321 4. 0 1 0 1 min, 5.402 4 1.216 1 52 2.48 3 -3.89 3 0 RISA-3D Version 5.5 [C:\. . .\. . .\...\Wockano Carlsbad\Enguneerung\Canopy Framung\Trellis.r3d] Page 3 Page 16 of 76 Company July 31, 2017 .. Designer : 1:51 AM Job Number: - . Checked By:_____ EAveloDe Member Section Forces (Continued) Momhor or Avkdrkl Ii'. ,Shorfk1. I,. qhrffr: I,' Trir,u,ierk..ffl I." uu Unman It. 7-7 Unman Ir 53 2 max 9707 . ..1. :5.4O5 4 -1.923 1 -3:952 5 95N= ftmv MHOWEM8W 93M MWE8r06' 17!567 ________ . 9.503 _1 5.405 2. -.592 1 -.321 4 -3.847 _1 57 ....L max 9.3 _1 5.405 -.592 1 -.321 4. -5.77 _1. 11 OM11"M-61 05T685M 274810 O-AW3T890 FOOM-89 93TIN15MME 59 _5_r 9.097 5.405 2 -:592 1 -.321 ..4. -7.693 .1.. J5IL i i161T49791fl i6fl 2Y48 34891 Ii081 61 M7 _1_ i 4.237 ..Z _3.582.- 1 ;;369 5 -.072. 5 4.896 2 l8.ki I -63 ..2_-! 4.237- 2 1443 1 .369 5 -.072 2.374 2.. -.922 - 9361 ! NEWN 3361I Hinwo wil L3*361 65 3 max. 4.237 2. .444 5 .369 -.072 & -.066 _j. _11.421.. 2. LQ *936 99 _Wr.SS6_W ____ W2_2 1145 61 6 9318V68501 w 67 .4 max 4237 2 -.964 5 .369 5 .072 5 2.171 5 35.296 2. 68 HY01,W936ME69, WN1397A$336 J1W452 INA W0669321 5738b 45 69.. _5_ max 4.237 .2 -1.485 5 .369 1A. _-.072...1 5 _4.6. 5 68.382 .2. 6iH 362 11 I M-1-UMNIM1311 WIN-90 9,2_2 9016222 96M, _71: M8 - _1_ max - -1.177 _1. 5.637 .1 -.09 4 1 11:134 ...i. 37.012 2 iT643 L J3.. _2_ max J'7. _t 4.178 2. -.09 4 _1.11_ 5.771 3 .1.071 2. WWWA-M WO rffiffil W-21TUN 921 WIMM 169 WRAT5W FU W1SM 75 3 max -1.177 , 1 - 2.95 2 -.09 1 4 1311' 1 .473 5 -6.487 1 5 631 15 5r662 77 - 4 max -1.177 1 1.722.- 2 .-.09. 1 -.871- 4 -9.055 5 4j1311 79 . 5 max -1.177 1 .053 4 -.09 411 1 -1.544 4 -7.518 1 550 81 M9 I max 1.004 55 a 1 8.314 1 .902 2 -.076 4 -3154 5 42•979 3 83 2 max 1.004 1 8.086 1 .902 2 -.076 4 -1.56h 5 11385 5 i3 31 45'41 85' 3 max 1.004 1 7858 1 .902 2 -.076 4 .078 2 -13.931 4 178 1892 3341 236* W39 WWI= $51 RAD323 NO 87 4 max 1:004 1 1,724 5 '.877 1 2- -.076 '1 -4 .•.4.243 2 1 -6.336 4 56-8-41=W -Ow WA wiffil IWI 95V KONOWN N -a W.3-21M 952 9619. TO 13, 89 ' 5 max 1.004 1 1.606 5 -. .877' 2' -.076 4' 8.408- 4,2 1`1 15.493 -15.49'3 1' 1i8 811611 202W F5 361 93103 15 3Of 962 91 . M1'0 I 'ma'x' .787 1 5.393 3 .714 ' .2 . 2.102 3 - 2.466 .5 31.866, 3 921, 0&0%1111"1 0 OW.- Effiffil ULU6660174YI2Ci06 !'4fi 51 87 4! ONN82 921 06T64_82 HE 93 .' -2 ma .787 ____5.113__1 3 714 2. .2.1_ 3-12 A. 11.216 ' %a INWOM. ME ffiffil OM2 6US WR SIMM62 'E874 i! 95 L ma 787 1 _4.833 3 . .737''2. ' 2:102 .1 - -.027 A. A. 96 685 891 91TO W-K2%2M 959 WF687=00 WrWORW 97 . - 4 m .787 ,j _1954_- ...& .737 .2. 2.102 3. 3.423 2. ii. 4 in 685 TO ?72Li 1835 W 1. 91-A687 i254 .737 ',2 2.102' ,. i23 14 6.923' 1 E51 2. 01978_669 1.144_ M 99, A.. m rf :787 b685W 101 MI.1 1 max .026 1. 7.854 1.'-0 1 .107 r.4,,. 0 - . 0 1 .107 4 1 -0' - 1 _ -9.65 4 103 ' - . 2 max .026 1- --3:927 1 - 0 1 101 105 . 3 max 08! 026 I - 0 , '4 I - 0 L1 1 .107 31 4 ro11 - 0" 1 -12.867 4 ROM -- 0.' - .1 -9.65 4 .107 -, - _ 4 max .026 1. 51_81i -.858.. 4 _ - 0 1 .107 4 81 O0 0'W :1 _ .107 4 fJ&0 - 0 1 91 0 1 109 - - 5 max .026 ' 5-_ I -1.716 4 0 - RISA-3D Version 5.5. [C:\ ... \... \..\Wockan'o CarlsbadEngineering\Canopy Framing\Trellis.r3d] ' - Page 4 Page 17 of 76 Company : July 31, 2017 Designer : 1:51 AM Job Number: Checked By:_____ Envelope Member Section Forces (Continued) a.,,v., .. OL_.._fl.1 I.. - e......at., I.. ...rt, Si U. ...,RAan,an I,- RAan,an 10 008 5 -7854 1 0 j_ -121 3 0 - .j 0 1 111 M12 j. ma .786 j_ 6.016 2. 1.175 2. 2.097 2.. -2.234 4.. 37.732 2. 11, min .156 5 1.219 ...4.. .234 .687 4 -11.159 2. 3.356 11 - m .786 1 5.736 3 1.175 3 2.097 3 -1.124 4 12.425 5 114 min .156 5 . 1.101 4 .234 A.. .687 _4. -5.576 2. -10.076 1... 115 ma .786 1 5.455 3 1.175 3 2.097 3 .039 1 -7.11 1 4 116 min .156 5 .982 4 .237 4 .687 4 -.014 4 -30.506 1 1 111 .A. ma .786 i_ 2.212 5 1.172 3 2.097 3 5.576 3 -3.342 A. 118 -min .156 5 -3.898 1 .237 4... .687 4 1.114 4 -22.795 2. 11 5 max .786 j_ 2.094 5 1 1.172 3 2.097 3 11.144 3 6.566 1 12 min .156 5 -4.126 _t .237 _4. .687 4 2.241 _4 -28.149 _5 121 M13 I max .013 1 7.854 1 0 1 1 .05 5 1 0 1 0 1 122 mm -.004 4 1.716 4 0 1 1 -.039 1 0 1 0 1 123 2 max .013 1 3.927 1 0 1 .05 5 0 1 -9.65 4 124 - min -.004 4 .858 4 0 _1 -.039 .1. 0 _1_ -44.179 _t 125 3 Imax. .013 1 0 1 0 1 .05 5 0 1 -12.867 4 12 min -.004 A. 0 j_. 0 _1 - -.039 j. 0 .1 - -58.905 1 127 4 max .013 1 -.858 1 .05 5 0 1 -9.65 4 128 mm -.004 4 -3.927 11 -.039 1 0 1 -44.179 1 129 5 max .013 1 -1.716 4P-~.278 41 .05 5 0 1 1 130 min -.004 4 -7.854 1 _t -.039 .j 0 .1 - 0 _1_ 131 M14 I max 8.374 1 4.106 24 .485 5 0 1 0 1 132 mm .59 4 .662 5 . 3 -2.043 2 1 0 1 0 1 133 _Lmax 8.171 j 4.106 2.. -.278 ..4.. .485 5. -.902 4 -2.15 ..& 14 min .484 4_ .662 5. -2.947 2. -2.043 2. -9.577 2. -13.346 2.. 135 3 max 7.967 1 4.106 2.. -.278 A. .485 5.. -1.805 A. -4.301 5. 136 mm .378 A. .662 5. -2.947 ..L -2.043 2. -19.153 3 -26.692 2.. 137 _4.. max, 7.764 j 4.106 2. -.278 _4.. .485 A. -2.707 4_ -6.451 5. 138 - mu, .272 4 .662 5 -2.947 3 -2.043 2. -28.73 2.1 -40.038 2.. 19. max 7.561 .1 4.106 2.. -.278 A.. .485 A. -3.609 A. -8.602 .. 140 min -.166 4 .662 5 -2.947 3 -2.043 2 -38.306 3 -53.384 2 141 M15 I max 8.454 1 1 2.732 2 .593 1 .485 5 0 1 0 1 1421 mm -.926 5 -.532 1 -2.135 5 -2.052 2 0 1 0 1 143 2 Imax 8.251 1 2.732 1 2 .593 1 .485 1 5 1.928 1 1.728 1 144 mm. -1.032 A. -.532 1 .1 -2.135 & -2.052 2. -6.94 5. -8.88 2.. j4 3 max 8.048 j. 2.732 2. .593 i_ .485 A. 3.856 i. 3.456 i.. 14. mitt -1.138 A. -.532 j -2.135 .. -2.052 2 -13.879 A. -17.761 2. 142. A. max 7.844 j 2.732 2. .593 j. .485 A. 5.784 j_ 5.184 i. 148 - mm -1.243 5 -.532 1 -2.135 A. -2.052 2 1 -20.819 A. -26.641 2. 1.49. A.. mx 7.641 i 2.732 2. .593 1 1 .485 5 1 7.712 1 1 1 6.912 1 1 1501 1 1 mitt -1.349 1 A. 1 -.532 1 -2.135 1 5 1 -2.052 .2..1 -27.759 1 5 1 -35.522 1 2. Envelope AISC LRFD Steel Code Checks Member Shape Code Check - LOCIM IC Shear.. r,gjfl IJJr Ic oh!'Pnc ..Dflhiflt 1K fllMfl V. flrMfl LHj .j_. Ml IIHSS6X6X1O .515 Ji 121 .024.. 0 M.702 485.562 79.984 79.984 1:ib 2 M2 IISS12X6X8 .283 Ji 2. . . 634.177 121.577 197.968 ..1:1k 3 M4 J1HSS12X6X6 .412 Q _. 30 486.669 89.951 154.551 .3 H14b 4 M6 IHSS12X6X6 .283 30 2 Q . 1486.669 89.951 154.551 1:1k 5 M5 I HSS6X6XIO .805 13 3 .030 0 z 3 485.562 79.984 79.984 1 •:. 1:1k _ M6A IHSS12X6X8 .471 Z 3 454.772.634.177121.577197.968 1:1k 7 M7 IHss12x6x6 .508 2 30 vI l 285.345486.669 89.951 154.551 1:1k 8 M8 th12X6X6 .377 30 1 21 .041 0 y 1 1 119.99 486.669 89.951 154.55 ... Hj T M9 ll 12X6X6 .399 9.5 1 .042 0 1 v 13 261.498 486.669 89.951 154.551 Hi1k 10 M10 HSS12X6X6 .222 0 5 .048 0 v 3 261.498486.669 89.951 154.551 . Hl-lb 11 Mll 12X6X6 .381 15 1 .038 .0.IV 11 119.99 486.669 89.951 154.551 .. Hl lb Ji M12 HSS12X6X6 .369 0 ..1 _Q.1 v 1 3,261.49aAB6.669 89.951 154.551 RISA-30 Version 5.5 FC:\ ... \...\... WockanoCarlsbad\Enaineerina\CanoDv Framina\Trellis.r3dl Paae 5 Company : Designer Job Number: Page 18 of 76 July 31, 2017 1:51 AM Checked By:_____ Envelope AISC LRFD Steel Code Checks (Continued) RISA-30 Version 5.5 [C:\. . .\. ..\.. .Wockano Carlsbad\Engineering\Canopy Framing\Trellis.r3d] Page 6 Page 19 of 76 Wokcano Carlsbad Date: 07-25-2017 Design of Moment Connection PLATE 318" PLATE 318" TOP & SOT. TYP. >4 PER PLAN & BOTCip PER PLAN PLAN A-A 1-0 1-0 - PLATE 112 THICK TOP AND PLATE 112 THICK TOP AND BOT. AT 3-WAY CONNECTION SOT. AT 2-WAY CONNECTION - I -i Page 20 of 76 Wokcano Carithad Date: 07-25-2017 Maximum moment in beam HSS12x6 Mu := 70.3 kip -ft - Depth of. HSS section D := 1.0 ft. Tension/compression at top and bottom Mu Tu := - Tu = 70.3 kip. Check size of continuity plate 1/2"x6" Check for tensile yielding F : 36.0 ksi. 4Y := 0.9 A := (0.5).6. Ag = 3 in2 ~Pny := 4y•Fy•Ag - ny 97.2 kips. Check for tensile rupture Fu := 58.0 ksi. :=0.75 U := 1.0 := UAg Ae = 3 in2 Pnu uFu Ae nu305 kips. Tu - DCR := DCR = 0.723 OK ny Governs Page 21 of 76 Wokcano Carlsbad Date: 07-25-2017 Check size of weld L := 12.0 in. tw.:= 0.375 in. R:= 2-t R=0.75 D (16).sJi__J.R D = 5.303 16th of an inch Fw := (2).(1.392).(D).(L) Fw = 177 kip. T DCR := - DCR = 0.397 OK F Page 22 of 76 Wokcano Carlsbad Date: 07-25-2017 Check Drift and Building Separation Height of canopy H = 13 ft. Allowable drift sallow : 0.02H.(12) From RISA-313, elastic drift 8xe : 2.428 in. Cd =1.25 le =1 Aallow3'2 in. öxeCd = 3.035 in. <3.12 in. le Building separation := J8X2 + 'sallow 4.353 in. Provide 4.5 inches separation Page 23 of 76 Company : July 31, 2017 Designer : 1:55 AM Job Number: Checked By:_____ Load Combinations , nr Dl?' Dl I' DI f' DI 1' Dl 1' DI (' I f% V.M- P1 ( I 1.20+1.6L Y 1 1 1.2 2 1.6 Ea 2O'2Sds)D $E K D M 3 .2+0.2Sds)D + 1.3Ez Y 1 11.475 4 1.3 5 9 0.90.2SdS)D+ 1.3Ez Y 1 .625 4 1.3 IN WE __ WON i6 fr3 1?25M 7 .2+0.2Sds)D + 1.25.. Y 1 1.475 4 1.25 92Sds)D25 Q 0.9-0.2Sds)D + 1.25.. Y - 1 .625 4 1.25 rn w 11 I. Y 21 i 2Z %iW1 EI k13 .-.- 1 L 1 131 1.3Ez Yes Y Envelope Joint Displacements .. - v r:.I . , rk..1 L.. 7 r;.1 I,. V I,. V I.. 7 D,IIi.n r I.- 1 NI maxO 121 0 131 0 - 131 0 10 13 O.j WWRAM 7ñi WMINWOWNT &I2EKFWIQ9z'X",` &0YI I0 3 N2 max _1.404 12 .002 131 2.428 13 24-75e-3 13 0 13 9.24e-4_ iZ I MR62M12' cr 1i 11-2Z MM296424U.24 t6VT464A &1,21 WWONR-Ni3 5 N3 max 0 .12 0 fl 0. fl 0 fl 0 13 0 13 tffr Z0 T0'M 12 20 12 i2 12 7 N4 max 1.404 12 .001 13 1.394 . 131 2144e-3 1.068e-3 13 I.532e-6 fl. !8 ftJI fiji Y0 MOWMMV,W484 723V 476i i2 i i Q - - N5 max 1.403 12 .001 13 1.394 13 2.I44e-3 j -2.075e-4 12 -1.532e-6 13 iin' 01 13 W0W i2 W004 i2 i9776 j 1068ê3 .11 - .N6 max 0 12 - 0 12 1 0 fl 0 12 0 f 0 12 01Th 13 0I1 13 N7 maxi 1.343 JZ. 0 j. 2.428 13 2.475e-3 fl 0 - 13 8.945e-4 12 !i T0P4 3 t002 1 128141 i2 W952é4 12 fl 15 1,N8 max 0 12 .0 12 0 13 0 12 0 - 13 0 13 'TIMENEWIffiffmm % 131 WO5kTi i' X0 2 (0W 17 N9 max 1.342 121 0 12 1.394 13 2.145e-3 13 1.068e-3 13 -1.532e-6 13 1 SOMERNW11 ARM 413 00Pt 13 P 4844,14'4'2*7?4 12 826P4 2 048e13 19 Ni.0 max 1.342 12 0 12 1.394 13 2.145e-3 13 -2.139e-4 12 1.532e-6 13 rñiii !. 3 W001 13 004 2 1T9726 i 2 a10683 31 048é3 i211 21 Nil max _1373 12 - 0 12 _2.428 13 -6.26e-5 121 0 1319.092e-4 12. 22 i3 0 i3 11 115231 57Aè 23 N12 max _1.373 12 0 13 _1.394 13 -3.359e-4 12 -1.67e-4 12 ARM n 0A j. 484 2. 'l0083 j . 5039 . 1743 12. 25 .N13 _1.373 12 0 12L IL_1.394 13 2.287e-7 12 5.039e-4. 13 - 0 13 53Lfl W0L? AM I!k01 Wsli ALMWWRY,4,21,1_0008&T -29394NO743 i2 17 N14 120 13 0 i. 0 12 0 12.0 i 0P W0J 12 oi li2 i2 i3 079 Th7 29 N15 max 0 12 0 12 0 1131 0 1121 0 1121 0 13 n1 Z0W 3 13 i2 I0W 12 4il RISA-313 Version 5.5 [C:\ ... \...\... \Wockano CarlsbadEnginèering\Canopy Framing\Trellisr3d] Page 7 Page 24 of 76 - Wokcano Carlsbad - - Date: 07-25-2017 Design of Anchor Bolts From RISA 3D results, Reactions at base with over strength factor Co V-0 := 5.3 kip. See attached Hilti Profis for the design of anchor bolts. - Page 25 of 76 Company : July 31, 2017 Designer : 1:57 AM Job Number: Checked By:_____ Load Combinations flcerinfinn Rol Pr) SR RI ( Factor RL( Factor RIC Factor RLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 1.20+1.61- Y 1 1 1.2 1 2 1 1.6. 2O'2Sds)D 3E IY4 as w 1A475 C 3' 3 1.2+02Sds)D+ UEz 'f 1 11.475 4 1.3 9O2Sds) 3B Y6 625 5 0.9-0.2Sds)D + 1.3Ez V 11.625 4 1.3 12+0'2Sds)DA25 fes Y'au I475 1L25 j 7 1.2+0.2Sds)D + 1.25.. Yes Y 1 11.475 1 411.25 8t Yé tYk 13t 15 Ra 4 mmI1 1.25 $P 4 I3 9 0.9-0.2Sds)D+ 1.25 ... Yes V 1 1.625 11 1 L V 2 1 12 3Ex' 'JW i _____ 13 13 1.3Ez V 4 1.3 - Envelope Joint Reactions Joint Xrkl Ic Yk1 Ic 7Fk1 Ic MXFk-ffl Ic MYrk-fil Ic MZFk-ftl. Ic I NI max 1 -.267 91 10.492 6 .437 6 0 6 -.061 8 0 .& H 2'452 1 M'UPW W &2274 i0iOY6599v=MMOtMAN 3 N3 -.57 .. 7.187 & -.065 .1. 0 .1. -.367 ..8. 0 &. @49 YNAftV, ij W-385i 12i 1858 W0U 386 Vk0 5 N6 rjjç -.642 9. 14.175 j_. -.339 8 . 0 &. -.069 8 0 6 . 3261',. 16 4'69fTNOW24,14W 27,75 WMAW—l"-82 7 N8 max -1 10A 9 9.791 7 -.825 8 0 6 -.346 .L1 0 L 5169 th54305 9 VJ02 4 *-3 83L 9 N14 max -.024 9 3.507 6 .222 .& 0 .1. .429 ..i. 0 L 2595 808 9' f$2059 9I OW 22663 go M1,0700,2211, jj. N15 !fl -.647 _9_ 7.91 .1 -278 ..i. 0 .1. .429 1. 0 962 647" L 2787 ?70k 2054 '6 0t 13 Totals: max 1 -3.348 1 9 44.734 6 -1.674 8 rnin 2Ir29P 18955 -1339 RISA-3D Version 5.5 [C:\. . .\. ..\. :.\wockano CarlsbadEngineering\Canopy Framing\Trellis.r3d] Page 8 www.hlltl.us Profis Anchor 2.6.6 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 7/31/2017 E-Mail: Specifier's comments: I Input data Anchor type and diameter: HIT-HY 200 + HAS 314 Effective embedment depth: hef act = 8.000 in. (hetim5 = - in.) Material: 5.8 Evaluation Service Report: ESR-31 87 Issued I Valid: 6/1/2016 13/11/20118 Proof: Design method ACl 318-11/ Chem Stand-off installation: eb = 0.000 in. (no stand-oft); t = 0.500 in. Anchor plate: : E = 0 psi; fyk = 35998 psi: YMs = 1.100 IX I, x t = 11.000 in. x 13.000 in. x 0.500 in.; (Recommended plate thickness: calculated (0.039 in.)) Profile: S shape (AISC); (Lx W Tx FT) = 3.000 in. x 2.330 in. x 0.170 in. x 0.260 in. Base material: cracked concrete, 4000, f' = 4000 psi: h = 24.000 in., Temp. short/long: 32/32 ¶ Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or c No. 4 bar Seismic loads (cat. C, 0, E, or F) Tension load: yes (0.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (C)) Geometry [in.] & Loading [lb, in.lb] z at CO jiII1i7iI?I x Input data and results must be checked for agreement with the existing conditions and for plauaibilityl PROMS Anchor (c) 2003.2009 Hilti AG. FL-9494 Schaan Hilti is registered Trademark of Hilli AG. Schaan www.hiltl.us Company: Page: Specifier: Project: Address: Sub-Project I Pos. Not: Phone I Fax: I Date: E-Mail: Profis Anchor 2.6.6 2 7/31/2017 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions LIbI Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 1325 -1325 0 2 0 1325 -1325 0 3 0 1325 -1325 0 4 0 1325 -1325 0 max. concrete compressive strain: max. concrete compressive stress: - [psi] resulting tension force in (xly)=(0.000/0.000): 0 [lb) resulting compression force in (xly)=(0.000/0.000): 0 [lb] y 03 04 01 02 3 Tension load Load Nua (lb] Capacity N (Ib] Utilization PN = N 5/$ Nn Status Steel Strength* N/A N/A N/A N/A Bond Strength N/A N/A N/A N/A Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilt AG, FL-9494 Schaan Hilt is a registered Trademark of Hilt AG. Sthaen www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Profis Anchor 2.6.6 Page:• 3 Project: Sub-Project I Pos. No.: Date: 7/31/2017 4 Shear load Load V 5 jib] Capacity #Vn [lb] Utilization pv = Vu81# Vn Status Steel Strength 1325 6111 22 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength controls)** 5300 30332 18 OK Concrete edge failure in direction x** 5300 8785 61 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V = ay.sels (0.6 Asev futa) refer to ICC-ES ESR-31 87 $ VuteeiVua ACI 318-11 Table D.4.1.1 Variables Asev [in.2) futa [psi] ay.suts (0.6 Asev futa) [lb] 0.33 72500 0.700 . 14550 Calculations Vaa.eg[lb) 10185 - Results Vsa.eg [lb] $ steel $ nonauctiie $ Vsa [lb] V 5 [lb] 10185 0.600 1.000 6111 1325 4.2 Pryout Strength (Bond Strength controls) Vcpg —c1( AM ' - 'V ecl,Na 'V ec2.Na 'V edNa 'V cp.Na Nba] $ vcpg a Vua ANa see ACI 318.11 Part D.5.5.1, Fig. RD.5.5.1(b) AN. = (2 c) Cf.Ja 10da V tVecNa ( 1 ' = 1+'1.0 • CNa ) 'V eNa = 0.7 + 0.3 (0a.mmn) 1.0 C 5 'Vcp.NaM C55cac (c cNa Nba =XatkcaN,selsisdaher Acl 318-11 Eq. (D-41) ACI 318-11 Table (D.4.1.1) ACI 318-11 Eq. (0-20) ACI 318.11 Eq. (0-21) ACI 318-11 Eq. (0-23) ACI 318-11 Eq. (D-25) ACI 318-11 Eq. (D-27) - ACI 318.11 Eq. (0-22) Variables kcp t k.c.un [Psi] da [in.] het [in.) cam15 [in.] T b.c [psi] 2 1750 0.750 8.000 7.000 . 990 eCIN [in.] e.N [in.] c [in.] 2, , aN,rels 0.000 0.000 13.203 1.000 . 0.800 Calculations Cpia [in.] AN. [in.2] ANaO [in.2) 'V edNa 9.418 557.62 354.80 0.923 'V edNa 'V ec2,Na 'V cp.Na Nba IN 1.000 • 1.000 1.000 14936 Results Vcp5 [lb] $ concrete $ seismic $ nonductile 4t Vcpq [lb] Vua [lb] 43331 0.700 1.000 1.000 30332 5300 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor (C) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 4.3 Concrete edge failure in direction x- - / \ cbg - b Aveo 4i Vcbg k Vua Avc see ACI 318-I1, Part D.6.2.1, Fig. RD.6.2.1(b) Av0o =4.5c 1 tilec.v 3C1) 'V ed,v = 0.7 + 0.3(-_.)S 1:0 'Vh.v a ='~10 V =9a4? cal. i Profis Anchor 2.6.6 Page: 4 - Project: Sub-Project I Pos. No.: Date: 7131/2017 ACI 318-11 Eq. (D-31) ACI 318-11 Table D.4.1.1 AC! 318-11 Eq. (D-32) ACI 318-11 Eq. (D-36) ACI 318-11 Eq. (D-38) ACI 318-11 Eq. (D-39) ACI 318-11 Eq. (D-34) Variables• Cal [in.] c [in.) ecv [in.] 'V c.V ha [in.] 7.000 - 0.000 1.000 24.000 l [in.] da [in.] (c [psi] 'V paraliel.V 6.000 1.000 0.750 4000 1.000 Calculations Av0 [in.2] Av [in .2] 'V ec.V 'V ed.v 'V h,V Vb [lb] 262.50 220.50 1.000 1.000 1.000 10542 Results Vthg [lb] 0 concrete 0 seismic $ nonductie 4i Vctq [lb] Vua [Ib) 12550 0.700 1.000 1.000 8785 5300 5 Warnings Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). Part D.3.3.4.3 (b) I part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) I part D.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (C) waive the ductility requirementi and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by no. Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference AC! 318-11, Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.6.6 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: . I Date: 7/31/2017 E-Mail: 6 Installation data Anchor plate, steel:; E = 0 psi; fyk = 35998 psi Anchor type and diameter: HIT-HY 200 + HAS 3/4 Profile: S shape (AISC); 3.000 x 2.330 x 0.170 x 0.260 in. Installation torque: 1200.002 in.lb Hole diameter in the fixture: d1= 0.913 in. - .. Hole diameter in the base material: 0.875 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 8.000 in. Recommended plate thickness: calculated (0.039 in.) Minimum thickness of the base material: 9.750 in. Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 6.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer Compressed air with required accessories • Dispenser including cassette and mixer Properly sized drill bit to blow from the bottom of the hole • Torque wrench - Coordinates Anchor in. Anchor x y c c. c, 1 -4.000 -2.000 7.000 - - - 2 4.000 -2.000 15.000 - - - 3 -4.000 2.000 7.000 - - - 4 4.000 2.000 15.000 - - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hitli AG, FL-9494 Schaan Hilli is a registered Trademark of Huh AG. Schasn Page 31 of 76 EMC Concord Date:05-25-2017 Hood Support Framing 1z.o.. MAX. MAX. Wr. = 500 # . L1Jx1x12 GA. SS SEE PLAN FOR METAL STUDS. JHOOD PLAN VIEW GYP. BD. EACH SIDE PER ARC #12 SMS © EA. STUD. L13x1Yx12GAx4 i—UNISTRUT LONG SS © 24 O.C. / P1000 CONT. I "T / - 3ø BOLT (3)#10SMSSS—' 12' SMS@EACH VERTICAL STUD 4HOOD ANCHORAGE TO STUD WALL Page 32 of 76 EMC Concord Date: 05-25-20 17 Connection of Hood to Stud Wall Maxm. weight of hood W := 500 lbs. SDS := 0.783 a := 2.5 R 6.0 z:=1.0 h:=1.0 0.4.aP.SDS.WP I F := .11+2.— P (R h 1p I := 1.0 lbs. Governs F = 196 Fpmax := 1.6.SDS.lp.Wp Fpmax = 626 lbs. Fp.min := 0.3.SDS.lp.Wp Fp.min 117 lbs. Fpv := 0.2.SDS.WP 78.3 lbs. Page 33 of 76 EMC Concord Date: 05-25-20 17 Seismic force in X-direction F = 196 lbs. Max. shear on each connection F Vscrew := 0.7.— Vscrew = 274 lbs. Max. tension in outer screws 'conn := 2(6)2 +2.(4)2 +2.(2)2 'conn = 112 ft4 Hood width B := 6.83 ft. (Fr) .(!J.(60) Tscrew Tscrew = 36 conn Allowable capacity of #10 SMS, Tallow ::-- 30.0 lbs. Vallow 124 Resultant shear at the connection R := J Vscrew + Tscrew Rv = 45 lbs. R - DCR := DCR = 0.121 OK Wallow MOT In Page 34 of 76 EMC Concord Date:05-25-2017 Check Connection of Unistrut to Metal Stud, 16" o.c. Number of studs engaged in 12.0 ft long hood = 10 Seismic force in X-direction F = 196 lbs. Max. shear on each connection F Vscrew := O.7•— Vscrew = 13.7 lbs. 10 Max. tension in outer screws 'conn := 2(6)2 +2-(4.67) 2 +2-(3.33) 2 +2-(2.0) 2 +2-(0.67) 2 lconn = 147 in4 Hood width B := 6.83 ft. (FP){J.(6.67) Tscrew := Tscrew = 30 lbs. I - conn Page 35 of 76 EMC Concord Date:05-25-2017 Per OSHPD Standards, allowable capacity of screws with max. of 2 gyp board layers between two steel surfaces ICR . I65L 3e_ IN—PRT1I 09)1181031 ' SlUT METAl. SCREW ALLOWABLE STRENGThS FOR STEEL TO SlEd CO ECtO'l WITH TWO LAYERS OF 5/8CYPBOARDDEtbAS1LLLSutACES I.fJSIEVEL.S2E ------ I NO 14 P. t l0 10 NO.,.8 lO 5 j r I (K1) ML. 770-2 YIN:: '. 0.216'IN"14-o.1soP1'. .O54)31 ..p) '.'P (STEEL GA) SHEW W5V1 N )CAY lIflONl SHEAR TEHS1O)1 TENMON 50 571(12) 266 19Th 130 205 ' WRAP 9,40215 130 205 "Wed 159 54(16) 2ol ISO 205.1.400, J 159:'180 118 33 43 (15) 166 W1001 80 94 50 79 '3 (20) 10 84 50 72 40 6) I SEE 100W.. '.MLEWARE 013 5110101)1181.3115 110/5103118.iovo1 181 SIlAS 100 W00 3100 14311031. so p10T'ARXIRIT 200 cmc7s 311CR F00110 RIP NROFCISI!IE £343006 ID PROWlS I6CLU#TE PR000611031. ooE:FROC oCw10IWEyAIL(S ooe w1srIu31s 18•TA&6'4 OWL TO&E 4— 11NC 0911011031 .......... OR VER11tk1 ..SHT UEIM pff5$.5/9• SCREW ALW18A03.L GYP STRENGIIG FORiTifITO STEEL COMIECTIONS WITH ONE OR 1WO,?.. RD'UETIEEN STEEL' SLRFAC6SAND'M10IUUMFRl1iG.'M0MiNt ARU'OF 1'5Th.. r' I). (sTEL..0.250 I.-.. r*simt :. ... 'MO :9 .W SHEAR: IN .. TONSIl 0Mb WI SHE#R IONSl2s 0.190 SHEAR IN 116315139 SHEAR 1018031 0.164031' 50€JR ON 50 97(22) 40 2711 30 205 . 65 (I 40 275 . .10 205 25Y i5g1 40 261;: 30• 205 25' -20 1)8' 33 43 (Ia) 40 144 30 P24 25 109 20 94 10 79 p VF-. • 71 -IS'. -84 -15. . 72 10. '69... --; 1 . SEE I30JJ_ 1111115 031 53)66 POlO 315110 :' ......'., : 'INS ILIDFIAEEO 51103010 VOl.0)3 ISIED IN TORE 4 J) 53566 OPEN A UI0D WIN)15131 NO 911001011., :5 ThE 10*1) RERILTS RI pllrl UF18I T10 10319110 VIE OWDIOIEC CF 1)31 !IhT1C105C394*IL 861031110 TOO 143401801)31 C) Wrc!L' ,—IlWLSfl.0 I / L031 *PPIAD . . 'P0180)000*0 To I . .1 I P10 WOO 10*15 4 0115 Cl lImiT Al A ROT*j' 1 'itt'' 51ThiT11P150111011311113 : :11 10.1 5/N.IROII.', —iv rris/rrmio - DI]. P0611300 RAIL • .: ;:" 1c1APPROVEDt% ii r 0&1 !3EA03flLI9AY pli,n,.j £ APPUF,fl T4IOOI0)4 1115u1 .,.,., ............................. --------------- Allowable capacity of #10 SMS, w/2 layers of gyp. board Tallow ::-- 1 , 24 lbs. Vallow := 30.0 lbs. screw screw DCR := + OCR = 0.702 .0K Vaitow Tallow Page 36 of 76 EMC Concord Date: 05-25-20 17 I Check Header HSS8x4x1/4 at Hood WBM ,—(E) METAL DECK r7-~Q PERPLAN 4 1/4 i 1/4 . HSS8x4 1 0 1 L PER PLAN -.1- - fiji I © I I HSS4x4— I HSS4x4 PER PLAN I I / PER PLAN (E) CONC. SLAB ( 5A '\ ELEVATION 3 I DETAIL 21 FV. - I1 ILTL Page 37 of 76 EMC Concord Date: 05-25-20 17 Weight of 600S137-43 @ 16" o. c. with 5/8" gyp board on each side w := 1.5+6.5 w = 8 psf. Max. height of wall above HSS8x4 Hwaii := 16.0 ft. wD := wp.Hwaii WD = 128 plf. SDS = 0.783 a := 1.0 R := 2.5 l := 1.0 z:=1.0 h:=1.0 0.4.aP.SDS.wD ' z" F:= 0.7 1 i\1+2._J F pw = 33.7 plf. 'p '3\ ) Fp.max := 0.7.(1.6.SDS.lp.wD) Fp.max = 112.25 plf Fp.mjn := 0.7(03.Sos.lp.wD) Fp.min = 21.05 plf Out of plane seismic load on HSS due to hood TWO hood spans over HSS W := 1000 lbs. 0.4.aP.SDS.WP " F ( Rp)h h 0.7 1 1 + 2.— ) IFh = 263.1 lbs. 1p Page 38 of 76 EMC Concord Date:05-25-2017 From Enercaics results Demand capacity ratio due to dead load on HSS DCRX := 0.227 Demand Capacity ratio due to seismic load on HSS DCRZ := 0.155 Total DCR DCR := DCRX + DCRZ DCR = 0.382 Title Block Line 1 Project Title: You can change this area Engineer: using the Settings menu item Project Descr: and then using the Printing & Title Block selection. Steel Beam File Description: HSS8x4x1/4 Hood Framing CODE REFERENCES P&9 g:76 3:24AM INC. 1983-2016, Build:6.16.1.25, Ver.6.16.1.31 Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 TMiiiial Properties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 D(0.13 Span = 20.0 ft HSSax4nll4 LAlied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.130 k/ft. Tributary Width = 1.0 ft SUMMARY Section used for this span HSS8x4x1I4 Section used for this span HSS8x4x114 Mu: Applied 10.431 k-ft Vu : Applied 2.086 k Mn * Phi: Allowable 45.885 k-ft Vn * Phi Allowable 84.512 k Load Combination +1.40D+1.60H Load Combination +1.40D+1.60H Location of maximum on span 10.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # I Span # where maximum occurs Span # I Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0<360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.437 in Ratio = 549 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces Segment Length Span 4 M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx +1.40D+1.60H Dsgn. L = 20.00 It 1 0.227 0.025 10.43 10.43 50.98 45.89 1.14 1.00 2.09 93.90 84.51 +1.20D..0.50Lr+1.60L+1.60H Dsgn. L = 20.00 ft 1 0.195 0.021 8.94 8.94 50.98 45.89 1.14 1.00 1.79 93.90 84.51 +1.20D+1.60L..0.505+1.60H Dsgn. L= 20.00 ft 1 0.195 0.021 8.94 8.94 50.98 45.89 1.14 1.00 1.79 93.90 84.51 +1.200+1.6OLr*0.50L+1.60H Dsgn. L= 20.00 It 1 0.195 0.021 8.94 8.94 50.98 45.89 1.14 1.00 1.79 93.90 84.51 +1.200+1.6OLr'0.50W+1.60H Dsgn. L= 20.00 ft 1 0.195 0.021 8.94 8.94 50.98 45.89 1.14 1.00 1.79 93.90 84.51 +1.20D'0.50L+1.605+1.60H - Dsgn. L = 20.00 ft 1 0.195 0.021 8.94 8.94 50.98 45.89 1.14 1.00 1.79 93.90 84.51 +1.20D+1.60S-.0.50W+1.60H Dsgn. L= 20.00 ft 1 0.195 0.021 8.94 8.94 50.98 45.89 1.14 1.00 1.79 93.90 84.51 +1.20D4.50Lr*0.50L+W+1.60H Dsgn. L= 20.00 ft 1 0.195 0.021 8.94 8.94 50.98 45.89 1.14 1.00 1.79 93.90 84.51 +1.20D.0.50L+0.505+W+1.60H Dsgn. L = 20.00 ft 1 0.195 0.021 . 8.94 8.94 50.98 45.89 1.14 1.00 1.79 93.90 84.51 +1.20D.0.50L-.0.205+E+1.60K Dsgn. L = 20.00 ft 1 0.195 0.021 8.94 8.94 50.98 45.89 1.14 1.00 1.79 93.90 84.51 40.900+W40.90H Dsgn. L = 20.00 ft 1 0.146 0.016 6.71 6.71 50.98 45.89 1.14 1.00 1.34 93.90 84.51 40.90D4E40.90H Dsgn. L = 20.00 ft 1 0.146 0.016 6.71 6.71 50.98 45.89 1.14 1.00 1.34 93.90 84.51 Title Block Line 1 You can change this area using the Settings menu item and then using the Printing & Title Block selection. I. •'. - --. - Project Title: Engineer: Project Descr: 10:76 - i tie blOCK tune b Pdntad: 31 JUL 2017, 3:24AM StéelBéarni 47 ENERCALC, INC. 1983 -2016, Build:6.116.1.25, IUTitTATEINIHhIiI Licensee~. AES Consulting Engineers Description: HSS8x4x1/4 Hood Framing Gravity EOii Miii Dflit,ons - - Load Combination Span Max. -" Deft Location in Span Load Combination Max. -? Deft Location in Span DOnly 1 0.4373 10.057 0.0000 0.000 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.490 1.490 Overall MiNimum 0.894 0.894 iO.H 1.490 1.490 .O*L.H 1.490 1.490 .iO*Lr#H 1.490 1.490 +D+S*H 1.490 1.490 4D40.75OLr-.0.750L4H 1.490 1.490 *040.750L40.750S+H 1.490 1.490 -.D-.0.60W+H 1.490 1.490 .040.70E4H 1.490 1.490 -'D-.0.750Lr-.0.750L-.0.450W+H 1.490 1.490 .D40.750L90.750S.0.450W-+H 1.490 1.490 4040.750L40.750S*0.5250E+H 1.490 1.490 40.60D-+0.60W-+0.60H 0.894 0.894 -.0.60D40.70E40.60H 0.894 0.894 DOnly 1.490 1.490 LrOnly LOnly SOnly WOnly - - E Only HOnly Title Block Line 1 Project Title: You can change this area Engineer: Poi 076 using the'Settings' menu item Project Descr: and then using the "Printing & Title Block" selection. Description: HSS8x4x1/4 Hood Framing Seismic CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Load Combination ASCE 7-10 HSS8X4x1l4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: E = 0.0340 k/fl, Tributary Width = 1.0 ft Point Load: E = 0.260k 10.0 ft Maximum Bending Stress Ratio = 0.155:1 Maximum Shear Stress Ratio = 0.018 :1 Section used for this span HSS8x4x1I4 Section used for this span HSS8x4x1I4 Mu: Applied 4.141 k-ft Vu Applied 0.6982 k Mn * Phi: Allowable 26.735 k-ft Vn • Phi Allowable 38.211 k Load Combination +1.20D40.50L40.20S*€+1.60H Load Combination +1.20D*0.50L+0.20S+E+1.60H Location of maximum on span 10.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # I Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0<360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection . 0.497 in Ratio = 483 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations . Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mny Phi*Mny Cb Rm VuMax Vny PhiVny +1.40D+1.60H Dsgn. L = 20.00 It 1 0.050 0.007 1.33 1.33 29.71 26.74 1.14 1.00 0.27 42.46 38.21 +1.20D'0.50Lr+1.60L+1.60H Dsgn. L= 20.00 It 1 0.043 0.006 1.14 1.14 29.71 26.74 1.14 1.00 0.23 42.46 38.21 +1.20D+1.60L'0.50S+1.60H Dsgn. L = 20.00 It 1 0.043 0.006 1.14 1.14 29.71 26.74 1.14 1.00 0.23 42.46 38.21 +1.200+1.6OLr*0.50L+1.60H Dsgn. L= 20.00 It 1 0.043 0.006 1.14 1.14 29.71 26.74 1.14 1.00 0.23 42.46 38.21 +1.200+1.60Lr+0.50W+1.60H Dsgn.L 20.00ft 1 0.043 0.006 1.14 1.14 29.71 26.74 1.14 1.00 0.23 42.46 38.21 +1.20D.0.50L+1.60S+1.60H Dsgn. L= 20.00 ft 1 0.043 0.006 1.14 1.14 29.71 26.74 1.14 1.00 0.23 42.46 38.21 +1.200+1.60S90.50W+1.60H Dsgn. L = 20.00 ft 1 0.043 0.006 1.14 1.14 29.71 26.74 1.14 1.00 0.23 42.46 38.21 +1.200'0.5OLr.0.50L+W+1.60H Dsgn. L = 20.00 ft 1 0.043 0.006 1.14 1.14 29.71 26.74 1.14 1.00 0.23 42.46 38.21 +1.20D90.50L40.50S+W+1.60H Dsgn. L= 20.00 ft 1 0.043 0.006 1.14 1.14 29.71 26.74 1.14 1.00 0.23 42.46 38.21 +1.20D40.50L.0.20S4E+1.60H Dsgn.L = 20.00 ft 1 0.155 0.018 4.14 4.14 29.71 26.74 1.19 1.00 0.70 42.46 38.21 490D+W+0.90H Dsgn. L = 20.00 ft 1 0.032 0.004 0.86 0.86 29.71 26.74 1.14 1.00 0.17 42.46 38.21 40.90D4E40.90H Title Block Line I You can change this area using the Settings menu item and then using the 'Printing & Title Block selection. Project Title: Engineer: Project Descr: 1176 Description: HSS8x4x1/4 Hood Framing Seismic Load Combination Max Stress Ratios Summary or Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx Dsgn. L = 20.00 It 1 0.144 0.017 3.86 3.86 29.71 26.74 1.19 1.00 0.64 42.46 38.21 Load Combination Span Max. V Dell Location in Span Load Combination Max.+ DeN Location in Span 4040.70E4H 1 0.4969 10.057 0.0000 0.000 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.519 0.519 Overall MINimum 0.114 0.114 4O4H 0.190 0.190 0.190 0.190 +04r+H 0.190 0.190 .04S4H 0.190 0.190 *D*0.750Lr.0.750L'H 0.190 0.190 *D.0.750L+0.750Si'H 0.190 0.190 +040.60W+H - 0.190 0.190 4040.70E+H 0.519 0.519 +040.750Lr40.750L40.450W+H 0.190 - 0.190 +D40.750L40.750S+0.450W*l 0.190 0.190 +040.750L40.750S40.5250E#1 0.437 0.437 40.60040.60W+0.60H 0.114 0.114 40.60D+0.70E90.60H 0.443 0.443 DOnly 0.190 0.190 LrOnly LOnly SOnly W Only E Only 0.470 0.470 H Only Page 43 of 76 EMC Concord Date:05-25-2017 Check 4x4x1 /4 Post Height of post H := 24.5 ft. Axial load from Enercalc P := 1.5 kip. Out plane seismic load E := 0.47 kip. See attached Enercalc results for the design of HSS4x4x1I4 Title Block Line 1 Project Title: You can change this area Engineer: Pioi44 ltl:76 using the "Settings" menu item Project Descr: and then using the Printing & Title Block" selection. Steel Column File = I ENERCALC, INC. 1983-2016, Build:6.16.1.25, Ver.6.16.1.31 I IRit'JEIItSHW5I iii Description: HSS4x4x1I4 Hood Post rcdiRiferences . . Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 1Giiiiial lnfäiition Steel Section Name: HSS4x4x1I4 Overall Column Height 24.50 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ksi X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Load Combination: ASCE 7-10 Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis F -Applied Loads I Service loads entered. Load Factors will be applied for calculations. Column self weight included: 299.145 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft, Xecc = 2.000 in, Yecc = 2.000 in, D = 1.50k BENDING LOADS... Lat. Point Load at 10.0 ft creating Mx-x, E = 0.470k TDESIGN SUMMARY . Bending & Shear Check Results PASS Max. Axial-i-Bending Stress Ratio = 0.1848 : 1 Maximum SERVICE Load Reactions.. Load Combination +1.20D+0.50L+0.20S+E+1.60H Top along X-X 0.01020 k Location of max.above base 9.866 ft Bottom along X-X 0.01020 k At maximum location values are... Top along Y-Y 0.1918 k Pu 2.159 k Bottom along Y-Y 0.2782 k 0.9Pn 139.518 k Mu-x 2.744 k-ft Maximum SERVICE Load Deflections 0.9Mn-x: 16.181 k-ft Along Y-Y 1.063 in at 11.675ft above base Mu-y 0.1208 k-ft for load combination : E Only 0.9 * Mn-y: 16.181k-ft Along X-X -0.02561 in at 14.470ft above base for Iced combination: +D+I-I PASS Maximum Shear Stress Ratio = 0.008736 Load Combination +1.200+0.50L+0.20S+E+1.60H Location of max.above base 0.0 ft At maximum location values are... Vu: Applied Vn • Phi: Allowable Load Combination Results Load Combination Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location +1.40D+1.60H b.018 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D40.50Lr+1.60L-i-1.60H 0.015. PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+1.60L-+0.505+1.60H 0.015 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+1.60Lr.0.50L+1.60H 0.015 PASS 0.00 ft 0.000 PASS 0.00 ft -*-1.20D+1.6OLr-,0.50W+1.60H 0.015 PASS 0.00 ft 0.000 PASS 0.00 ft .i-1.20D*0.50L+1.60S-s-1.60H 0.015 PASS 0.00 ft 0.000 PASS 0.00 ft +1.200-i-1.60S40.50W+1.60H 0.015 PASS 0.00 ft . 0.000 PASS 0.00 ft - - +1.20D40.50Lr4O.50L+W+1.60H 0.015 PASS 0.00 ft 0.000 . PASS 0.00 ft +1.20D4{).50L-+0.50S+W+1.60H - 0.015 PASS 0.00 ft 0.000 PASS 0.00 It +1.20D+0.50L-+.20S'€+1.60H 0.185 PASS 9.87 ft . 0.009 PASS 0.00 ft -+0.90D+W*0.90H 0.012 PASS 0.00 It 0.000 PASS 0.00 ft .+0.90D+E*0.90H 0.181 PASS 9.87 ft 0.009 PASS 0.00 ft 0.2782 k 31.842 k Title Block Line 1 Project Title: You can change this area Engineer: using the "settings menu item Project Descr: and then using the Printing & Title Blocks selection. P :76 336AM I ma ..,;v,cornvac&, I Oltul I rrc IIvvUUIV*fl IiCflIIflcIUIaIIIIII.Cw Steel Column ENERCALC. INC. 1983-2016. Build:6.16.1.25, Ver6.16.1.31 I Description: HSS4x4x1/4 Hood Post Note: Only non-zero reactions are listed. X-X Axis Reaction V-V Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base *0+H .0.010 -0.010 k k 1.799 k 'O+L+H -0.010 -0.010 k k 1.799 k *0'Lr*H -0.010 -0.010 k k 1.799 k .0+S+H -0.010 -0.010 k k 1.799k .0*0.7501r*0.750L+H -0.010 -0.010 k k 1.799 k *D*0.750L*0.750S+H -0.010 -0.010 k . k 1.799 k *D*0.60W41 -0.010 -0.010 k k 1.799k *D*0.70E+H .0.010 -0.010 k -0.195 0.134 k 1.799k *O+0.750Lr*0.750L*0.450W+H -0.010 -0.010 k k 1.799 k .D*0.750L.0.750S*0.450WsH -0.010 -0.010 k k 1.799 k +0+0.750L*0.750S+0.5250E+H -0.010 -0.010 k -0.146 0.101 k 1.799 k '0.60D40.60W*0.60H -0.006 -0.006 k k 1.079 k i0.60D*0.70E*0.60H -0.006 -0.006 k -0.195 0.134 k 1.079k O Only -0.010 -0.010 k k 1.799k LrOnly k k k LOnly k k k SOnly k k k WOnly k k k EOnly k -0.278 0.192 k k HOnly k . k k TMaximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance 4041 -0.0256 in 14.470 ft 0.000 in 0.000 It '0441 -0.0256 in 14.470 ft 0.000 in 0.000 ft +0+Lr'H -0.0256 in 14.470 ft 0.000 in 0.000 ft +D+S41 -0.0256 in 14.470 It 0.000 in 0.000 ft '0*0.750Lr*0.750L+H -0.0256 in 14.470 It 0.000 in 0.000 It s0+0.750L*0.750S+H -0.0256 in 14.470 ft 0.000 in 0.000 It *D*0.60W41 -0.0256 in 14.470 It 0.000 in 0.000 ft '0*0.70E41 -0.0256 in 14.470 It 0.744 in 11.674 ft .0*0.75OLr*0.750L*0.450W+H -0.0256 in 14.470 ft 0.000 in 0.000 ft .D+0.750L*0.7505*0.450W'll -0.0256 in 14.470 ft 0.000 in 0.000 It *0*0.750L*0.750S*0.5250E*H -0.0256 in 14.470 ft 0.558 in 11.674 ft *0.60D+0.60W*0.60H -0.0154 in 14.470 It 0.000 in 0.000 It +0.600*0.70E*0.60H -0.0154 in 14.470 ft 0.744 in 11.674 ft D Only -0.0256 in 14.470 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 It 0.000 in 0.000 It W Only 0.0000 in 0.000 ft 0.000 in 0.000 It EOnly 0.0000 in 0.000 ft 1.063 in 11.674 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 It F§t-e-el Se-di on Properties HSS4x4x1!4 Title Block Line I . Project Title: You can change this area Engineer: Pffaim 0:76 using the settings menu item Project Descr: and then using the Printing & Title Block selection:- Title Block Line 6 PlUited: 31 JUL 2017, 3:38AM EN was= IU1itVLTKINsHh!iI Description: HSS4x4x1/4 Hood Post V . HSS4x4x1!4 Depth = 4.000 in lxx = 7.80 mM J. . 12.800 j'14 Sxx = 3.90 ine3 Width = 4.000 in R xx = 1.520 in Wall Thick 0.250 in Zx 4.690 ine3 Area 3.370 ine2 I yy. = 7.800 ine4 C = 6.560 ine3 Weight = 12.210 p11 Syy = 3.900 ine3 Ryy = 1.520 in Ycg = 0.000 in . V. - Page 47. of 76 EMC Concord Date:05-25-2017 Check 24'-0" High Typ. 6" x 20 Gage Metal Stud Wall Th CEILING JOIST PER PLAN 0 a 0.1570 X 1" EMBEDMENI HILTI X-U FASTENERS @ 24" O.C. ICC ESR 2269 600T150-43 W/#10 SMS EA. SIDE EA. STUD J.JYPICAL INTERIOR PARTITION WALL SECTION REP. L 2x2x18 GA. W/(3) #10 SMS EA. LEG OR CUT FLANGES AND BEND WEB. 18 GA. CONT. TRACK 5/8' GYP. BD. OVER METAL STUD BOTH SIDES INSTALL DRYWALL SCREWS © 8" O.C. EDGES& 12" O.C. FIELD.SEE PLAN FOR METAL STUD SIZE AND SPACING. (E) CONC. SLAB Page 48 of 76 EMC Concord Date: 05-25-20 17 1607.14 Interior walls and partitions. Interior walls and partitions that exceed 6 feet (1829 mm.) in height, including their finish materials, shall have adequate strength to resist the loads to which thcy arc subjcctcd but not less than a hori- zontal load, of 5 psf (0.240 kNim). Weight of 600S137-43 @.16" o. c. with 5/8" gyp board on each side w:=1.5I6.5 w=8 psf. Uniform dead load wD := w.(1.33) WD = 10.64 Uniform live load wL := 5.0.(1.33) WL = 6.65 Height ofwall H:=24.5 ft. See attached RISA-30 results for the design of metal stud wall plf. plf. Loads: BLC 2, DEAD Results for LC 1, DL + LL -.011 July 31, 2017 at 4:03 AM Stud Wall Typ Full Ht.r3d Page 50 of 76 N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N' N N N N N N N N N N N N N N .007k/fl S. Loads: BLC 1, LIVE Results for LCl,DL+LL July 31, 2017 at 4:03 AM Stud Wall Typ Full Ht.r3d Page 51of76 Company : July 31, 2017 Designer. : 4:06. AM Job NUmber: Checked By:_____ Joint Coordinates and Temperatures . Member Primary Data . Label I Joint J Joint K Joint. Rotate(deg) Section/Shane . Design List Type Material Design Rules I 1 I Ml I Ni I N2 I I I 600S137 I CS I Beam IA570_331 Typical I Cold Formed Steel Section. Sets.-.-,,-:. Label Shape Design List Type Material Design Rules A Fin21 lyy Fin41 lzz Fin41 J in El I 6005137 I 600S137-33 I CS I Beam I A570_33 I Typical I .318 I .069 I 1.582 I .000127] Load Combinations Description Sol... PD... SR... BLC Factor BLC FactorBLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor flI. DL + LL Wes V I I I I I I 2 I I I Member Distributed Loads (BLC I : LIVE) . . Member Label Direction .. Start Magnitude[k/ft.depl End MapnitudeFk/ft.degl Start Locationrft ... End Locationlft.% F-1 I Ml I x---7F- .007 I .007 I 01 I . 0 Member Distributed Loads (BLC 2: DEAD) Member Label Direction Start Magnitudelk/ft.deal . End Magnitudelk/ft.degl Start Location(ft...End Location[ft.% I I I Mi I v I. -.011 -.011 1 a 0 Member Section Forces ir Mmhr I ahpi Apr AviiIrk1 v qhparrkl 2 Shpirrkl Tnreiuplk-ftl v-v MnmântFk-..2-7 Momentik-... I I Mi I . .145 - .084 0 0 - - 0 0 :0 ..0 -.378:. 3 3 0 0 0 0 0 -.504 4-4133 `W -';-.O72 -.378 5 5 -.145 -.084 0 0 0 0 Member AISI Cold Formed Steel Code Checks (By Combination) LC Member Shape UC Max LocFftl Shear ii... LocFftl. Di(. Pnlk1 Tnlkl . Mnvyik-ftjMnzzrk-ftl Cb Cmvy Cmzz EQn I I Ii I Ml 1600S S137-331 .605 I iii .137 I 0 lyl 3.103110.4941.621 1.4021 1 1, .6.I. 1 IC5.2.1.1 Joint Reactions LC Joint Label X Fk1 V rkl Z Fk1 MXFk-ftl MY Fk-ftl . MZ f4-ft1 I I . N2 -.084 :145 I 0 . 0 0 3 1 Totals: -.168 .29 1 0 . . 4 L1tZ COG!(ft) X -Y41 2 . 0M All . RISA-3D Version 5.5 [C:\...\...\2017 Projects\Wockano Carlsbad\Engineering\Stud Wall Typ Full Ht.r3d] Page 1 Page 52 of 76 EMC Concord Date:05-25-2017 Check 14'-6" High Typ. Partial Height Metal Stud Wall (E) METAL DECK BRACE - ALTERNATE ANGLE I MIN. '- 400S200.43 ALTERNATE ANGLED 1.5 MAX. BRACING @4'-O"O.C. J 0.1570 x EMBEDMENT HILTI X- FASTENERS @ 24" O.C. ICC ESR 2269 TRACK wmio SMS EA. SIDE EA. STUD. MATCI GAUGE & SIZE WIWALI STUD. 5/8' GYP. BD. OVER METAL STUD. BOTH SIDES INSTALL DRYWALL SCREWS @8" O.C. EDGES & 12" O.C. FIELD. SEE PLAN FOR METAL STUD SIZE AND SPACING. (E) CONC. SLAB jTYPICAL INTERIOR PARTIAL HEIGHT PARTITION WALL 311 V. SCIM ILTA . . .... Page 53 of 76 EMC Concord Date:05-25-2017 Weight of 362S162-43 @ 16" o.c. with 5/8" gyp board on each side := 1.5+6.5 w = 8 psf. Uniform dead load w0 := w.(1.33) wD = 10.64 plf. Uniform live load WL := 5.0.(1.33) WL = 6.65 plf. Height of wall H =14.5 ft. Seismic force on braces 400S200-43 at 4'-0" o.c. max Additional point load at the top of the wall 0.4.aP.SDS.wP ' F:=0.7 (R +2--~ F=2.1 psf Ip 1p f -=F .(4.0).— At top of wall = 61.036 lbs. See attached RISA-31D results for the design of 400S200-43 braces @ 4'-0" o.c. Page 54 of 76 12 . ? . Results for LC 2, DL + EQ July 31, 2017 at 4:30 AM Stud Wall Typ.r3d - Page 55 of 76 12 - k/fl 1 Loads: BLC 1, DEAD Results for LC 2, DL+ EQ July 31, 2017 at 4:31 AM Stud Wall Typ.r3d Page 56 of 76 .007k mi Loads: BLC 2, LIVE Results for LC 2, DL + EQ July 31, 2017 at 4:31 AM Stud Wall Typ.r3d Page 57 017b .061 k 12 z Loads: BLC 3, EQ Results for LC 2, DL + EO July 31, 2017 at 4:32 AM Stud Wall Typ.r3d a Page 58 of 76 Company : July31, 2017 Designer : 4:33 AM Job Number: -. Checked By:_____ Joint Coordinates and Temperatures I .I..I V rai V rai 7 rAI ri ra....i. r%:-- RIO TW 1L LJ Member Primänp Data Cold Formed Steel Section Sets Load Combinations Member Distributed Loads (BLC I : DEAD) . MemberLabelDirection _Start Mann itudelk/ft.deglEndMagnitudelk/ft.degl_ Start _LocationFiL_End_Locati I onFft.% I I Ml I Y I . . -.011 . : _ . .. 0 I 0 Member Distributed Loads (BLC 2: LIVE) . . MemberLabel I Direction Start_Magnitudefklft.degl_ End _Magnitude[klft.degj_ Start _Location[ft ... End _LocationFft.% _ i I Ml I X I .007 I .007 I 0 I 0 Member Section Forces - Member AISI Cold Formed Steel Code Checks (By CoAibinatioh) RISA-3D Version 5.5 [C:\...\...\2017 ProjectsWockano Carlsbad\Engineering\Stud Wall Typ;r3d] Page 1 Page 59 of 76 Company : July 31, 2017 Designer : 4:33 AM Job Number: Checked By: Joint Reactions n.1 RAIl ft. £1 RP.l ft. ai RA7 r6 fel I T 2 1 Ni -.051 .235 0 0 0 0 3 1 N3 -.051 -.041 0 0 0 0 4 1 Totals: -.101 .194 0 5 1 COG (ft: X: .499 Y: 8.472 Z: 0 RISA-31) Version 5.5 [C:\...\...\2017 Projects\Wockano Carlsbad\Engineering\Stud Wall Typ.r3d] Page 2 $ - Page 600f76 Company : - - July 31, 2017 Designer : 4:34 AM Job Number: .. . - Checked By:_____ Load Combinations Description Sol... PD... SR... BLC Factor BLC Fact6r BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL Yes Y 1 1 2 1 LE1 --- Member Section Forces .1 I ,I.I C,,. .. Ck..fI,1 41 .... RA.......erL. — RA.....eFt. 1 2 Ml 1 .245 0 0 0 0 0 3 3 .158 0 .. 0 0 0 0 ON WE OWL-902140MMM-40 WNSPIANS AMOVM,01 T0 RM OWN= .071 0 0 0 0 0 96NIVE2NIMMUMMMAW WA MOMMW CWW7AM Ot ..2..... .09 .003 0 0 0 -.018 08 a- no I NSWAVEIN OEM WiNk. 086 W0 tb24 9 - ______________ 4 .083 -.003 0 0 0 -.018 W019 OWIMM 0791 fO07E ot 01 i01 10 Member AISI Cold Formed Steel Code Checks (By Combination) LC Member Shape UC Max Locifti. Shear U... Locfftl Dir Pnlkl TnFk1 Mnyyrk-ft1Mnzzrk=ftj Cb Cmyy Cmzz Ean 1 121 Ml 362S137.43 .055 0 .000 0 v 7.999 10.098 .21 .931 1 .6 .6 C5.2.1..!. M2 o:o 76 W5721 I W4.7,511 W - Joint Reactions . . LC Joint Label X Fk1 V Iki Z rki MX Fk-ftl 1 2 - N2 0 0 0 0 0 0 . 2 .. 2' N I - MW.OZ ME W. 245 U'*' ? ' 40 0 4 0 3 2 N3 -.061 . -.051 0 0 -. 0 0 42 M2WV MMMaMM'M '9061' 1TWO MWOWN -.i - M 5 2 COG (ft): X.499 Y: 8:472 Z: 0 RISA-31) Version 5.5 [C:\...\...\2017 Projects\Wockano Carlsbad\Engineéring\Stud Wall Typ.r3d] Page 3 5 BRACE CONNECTION AT WALL A-A - SI REF. SCALE NT .J GAGE x 0-6" EA. SIDE W/(4) #10 SMS EA. LEG 3A. TRACK NT. Page 61 of 76 EMC Concord Date:05-25-2017 Design of Brace Connections BRACE © 4-0" O.C. MAX. BRACE ALTERNATE ANGLE rA #10 SMS EA. END \ 18GA.TRACk CONT. PA I - GYP. BD. I EA. SIDE Page 62 of 76 EMC Concord Date:05-25-2017 From RISA-31D results axial force in brace P:=93 lbs. V:=!_ V=66 lbs. T:=—— T=66 lbs. 4-2 Connection at the top Capacity of (4)-#1O SMS screws Vailow := 263 lbs. Tallow := 109 lbs. P DCR v DCR = 0.088 OK allow Connection at the bottom OCR := + I DCR = 0.266 OK'• Wallow 8Tallow Page 63 of 76 EMC Concord Date:05-25-2017 JIL Design of Track Attachment 01570 X 1' EMBEDMENT HILTI X-U FASTENERS @ 24 O.C. ICC ESR 2269 600T150-43 WI#10 SMS EA. SIDE EA. STUD _____ 518 GYP. BD. OVER METAL STUD BOTH SIDES INSTALL DRYWALL SCREWS @ W O.C. EDGES & 12 O.C. FIELD.SEE PLAN FOR METAL STUD SIZE AND SPACING. SLAB ON GRADE,SEE PLAN FOR THICKNESS AND REINF. From iCC ESR 2269, allowable shear capacity of 0.157 X-U x 1" embed @ 24" o.c. in NWC TABLE 3—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL-WEIGHT CONCRETEW DESCRIPTION FASTENER FASTENER DEPTH S NE DIAMETER (Inch I MINIMUM EMBEDMENT (inches) ALLOWABLE LOADS (Ibf) CDnCrCI0 Compressive $IrtngIb: 2000 psi 4000 psi 4000 PSI 6001) psi - Lead PiMslIon Shesi Tersien Shelf Tension Shear Tension Shear UnIversal Knurled Shan XAJ k 0157 _____ 125 100 125 105 205 - - 1 ISO 170 225 11' 26D' - - . R240 ir r ir r r 1'h 420 525 420 - Smooth Shank XP 0.157 165 - k.° tOO 175 105 205 135 205 ____ Ir 220 180 225 150 300 150 215 -iii 1 -im- -iii ii - 1'12' 1 .310 1 420 - - - - - - Foist: l Inch 25A mm. 1ibl't.4 N. 1091 = F3895 Pa. Vallow := 190 lbs. From RISA-3D max. reaction at bottom, V :=84.0 lbs. Vmax := (V) (12 _J.(2.0) Vmax = 126 lbs. V DCR DCR = 0.442 . OK Vallow a Page 64 of 76 EMC Concord Date: 05-25-20 17 Design of Ceiling Joists, 600S137-33 at 16" o.c. 250T150-33044 O.C. MAX I-------------- ------------------ 1------ ----------------------------------------------- - JCEILING JOIST FRAMING 571 7SF. SCS 7I.T DL := 5.0 psf. LL := 200 lbs At mid span Trib. width B := 1.33 ft. WDL := DL•B • WDL =6.65 plf. Max. span of ceiling joists • L := 11.0. ft. Page 65 of 76 Company : July 31, 2017 Designer : 6:44 AM Job Number: Checked By:_____ Joint Coordinates and Temperatures Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Design List Tvoe Material Design Rules I I I MI I NI I N2 I I I 600S137 I CS I Beam IA570_331 Typical Cold Formed Steel Section Sets Label Shape Design List Type Material Design Rules A Fin21 Ivy Fin41 lzz (in4l J Fin41 I I I 600S137 I 600S137-331 CS I Beam I A570_33 I Typical I .318 I .069 I 1.582 I .000127 Load Combinations Description Sol... PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor III DL+LL IYesIYI 111112111 Member Distributed Loads (BLC I : DEAD) Member Label Direction Start Magnitude[k/ft.degl End MagnitudeFk/ft.decil Start Location[ft ... End Location[ft.% f-1 I MI I V I -.007 I 1 -.007 I 0 I 0 Member Section Forces (By Combination) tI C.. .' Qh..rrll T.r,,i,afli..fi1 u.i MnmntFk 77 MnmpnfFk.. .Ei • a a I I I I U • I • I Member AISI Cold Formed Steel Code Checks (By Combination) LC Member Shape UC Max LocFftl Shear U... Lo Dir Pntkl Tnrkl Mnyy[k-ft1Mnzz[k-ft Cb Cmvy Cmzz Eon I I Ii I MI I600S137-331 .890 I 5.5 I .236 I 0 lvi 5.699 110.4941 .162 11.262 I I I .6 I I IC5.2.1..! RISA-31) Version 5.5 [C:\...\...\2017 Projects\Wockano Carlsbad\Engineering\Bathroom ceiling.r3d] Page 1 Page 66 of 76 EMC Concord Date: 05-25-20 17 - 'a NNNNNN Page 67 of 76 EMC Concord Date: 05-25-20 17 Wood planks 1x6 = 2.5 psf Misc. = 1.0 psf DL 3.5 psf. LL := 200 lbs At mid span Check 600S137-33 at 24" o.c. Trib. width B 2.0 ft. WDL := DL.B WDL pif. Max. span of ceiling joists L =6.0 ft. Check (2) 600S162-43 at 6'-0" o.c. Trib. width B:=6.0 ft. WDL := DLB WDL = 21 plf. Max. span of ceiling joists L .:= 14.0 ft. See RISA-31D results S.. - 4. Page 65 of 76 7-13 M2 Ml 'I2 Results for LClDL+LL July 31, 2017 at 6:36 AM High Ceiling.r3d Page 69 of 76 LLX -.021k/ft -.007k/ft___________________________________ I-IiIIIIIIIIA41111111 ill ILL _41 Loads: BLC 1, DEAD July 31, 2017 at 6:38 AM High Ceiling.r3d 07. -.2k Loads: BLC 2, LIVE July 31, 2017 at 6:39 AM High Ceiling.r3d Page 71 of 76 Company : July 31, 2017 Designer : 6:41 AM Job Number: Checked By: Joint Coordinates and Temperatures . Ni rai V ral 7 rrn Tmn lfl fleth Frnm flian I I Ni - 0 L"J 0 0 0 3 N3 0 5 0 0 4 - 5 - ro'. Member Primary Data Load Combinations Description Sol... PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor Ill DL + LL IYesI Y I I I I I I 2 I 1 I Member Distributed Loads (BLC I : DEAD) Member Label flirsertinn Start Minnihidselk/ftdsenl End Maanitudefkm.deal Start Locationlft...End LocationlL%l 1 Ml : -.007 1 -.007 - 0 0 02iE Member Section Forces (By Combination) . . . I 1' RA&mh r I nhal .. AviIrk1 t, Shserfk1 , hserfk1 TnrnijpIk-ftl v-v MnmpntFk- '-z MnmentFk-. Ml 1 .j. 0 .124 0 00 0 '1i 2 i 0 T 0 177 0 -.1 0 0 0 -.336 0 1i2& 0 0 17i77 5. - 0 -.124 0 0 0 0 ER M2 4 258w 0s 1& 0 .L. 2. 0 .179 0 0 0 -.764 71252 9 4.. 0 -.179 0 0 0 -1764 - ____ 2- 58 N_11,114 VW_N.11 Member AISI Cold Formed Steel Code Checks (By Combination) . . 1^ n... I r; .. Ii I .rsea M. n.ri.a r.r61 RA....TI, semR --- rb fel rn, f'..... ,.n RISA-31) Version 5.5 [C:\...\...\2017 Projects\Wockano Carlsbad\EngineeringHigh Ceiling.r3d] Page 1 • Page 72 of 76 EMC Concord Date: 05-25-2017 Check HSS12x4x3/8 for Ceiling Framing DL = 3.5 psf. LL := 10.0 psf. Weight of 362S162-43 @ 16" o.c.with 5/8" gyp board on each side w := 1.5+6.5 w = 8 psf. Max. height of wall H : 12.0 ft. Tributary width B := 7.0 ft. wDL := DL•B +w.H WDL = 120.5 p11. wLL := LL-13 WLL = 70 plf. Page 73 of 76 EMC Concord Date:05-25-2017 Check HSS12x4x3/8 for Folding Panel ALUMINUM WOOD FQLING DOOR SYSTEM tHE LCANTJNA POQR$ ALUM;KUK WOOD PANEL EEATUEE A NARPOW 5!9 MM) STILE A'l RAIL FOR MORE GLA$S, USING A SINGLE tlTE WITH NO HORIZONTAL MULLIONS PANEL 15 1/1 rs I MMI EXTRUDED ALUMINUM WITh REAL WOOD INTERIOR AND INCORPORATES A CONCEALED MULTI POINT LOCKING SYSTEM. SIMULATED DIVIDING LUTE !O) ARE AVAILABLE. VAR PANEL WIRIl1 ESTIMATE 3DX6'27LOS 391 N 10 155 LOS Ti NMDLE MEII1I 11 SI &1&MDRE EARN EDTTONOT THE Pb.EU. V 3V PANEL THOVAJ 5TA4D* 3 SEOTTD'T RNL AS VIEWED FROM THE EXTERIOR Total width of door B 20.0 ft. (156) Weight of door Wdoor : .(20.0).(12) 39 Wdoor = 960 lbs. Page 74 of 76 EMC Concord Date: 05-25-20 17 Wdoor Uniform load Wdoor B Wdoor = 48 plf. Weight of glass and soffit above the header HSS8x4 Wglass := (8.0).(9.5) Wglass 76 pIL Total load WD := Wdoor + Wglass WD = 124 plf. See attached for the HSSI 2x4x3/8 for folding door support framing Title Block Line 1 You can change this area using the "Settings menu item and then using the'Printing & Title Block selection. Steel Beam Project Title: Engineer: pI& 1076 Project Descr: tad: 31 JUL 2017, 6:19AM File = C:VESPROJECTSt2017PR-1tWOCKAN-1ENGINE-1framIng.ec6 ENERCALC. INC. 1983-2016. Build:6.16.1.25. Ver.6.16.1.31 Description: HSS12x4x3!8 Header wiFolding Door CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination -ASCE 7-10 0(0124) 4 Span-30.06 HSS12x4x3I8 [Applied-Loads . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: 0 = 0.1240 k!ft, Tributary Width = 1.0 ft DESIGN SUMMARY Section used for this span Mu: Applied Mn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.201: 1 HSSI 2x4x318 25.466 k-ft 126.615 k-ft +1.40D+1.60H 15.000ft Span # I 0.000 in Ratio = 0.000 in Ratio = 0.608 in Ratio = 0.000 in Ratio = Section used for this span Vu : Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0<360 0 <360 592 0 <180 HSSI 2x4x3I8 3.395 k 189.907 k +1.40D+1.60H 0.000 ft Span 111 Load Combination Max Stress Ratios Summary of Moment Values Summary 01 Snear Values Segment Length Span 4 M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 30.00 It 1 0.201 0.018 25.47 25.47 140.68 126.62 1.14 1.00 3.40 211.01 189.91 +1.20D'0.50Lr+1.60L+1.60H Dsgn. L= 30.00 it 1 0.172 0.015 21.83 21.83 140.68 126.62 1.14 1.00 2.91 211.01 189.91 +1.20D+1.60L.0.50S+1.60H Dsgn. L= 30.00 It 1 0.172 0.015 21.83 21.83 140.68 126.62 1.14 1.00 2.91 211.01 189.91 +1.20D+1.601r'0.50L+1.60H Dsgn. L = 30.00 It 1 0.172 0.015 21.83 . 21.83 140.68 126.62 1.14 1.00 2.91 211.01 189.91 +1.20D+1.60Lr.0.50W+1.60H - Dsgn. L= 30.00 It 1 0.172 0.015 21.83 21.83 140.68 126.62 1.14 1.00 2.91 211.01 189.91 +1.20D0.50L+160S+1.60H Dsgn. L= 30.00 ft 1 0.172 0.015 21.83 21.83 140.68 126.62 . 1.14 1.00 2.91 211.01 189.91 +1.20D+1.60S.0.50W+1.60H - Dsgn. L = 30.00 It 1 0.172 0.015 21.83 21.83 140.68 126.62 1.14 1.00 2.91 211.01 189.91 +1.20040.5OLç+0.50L+W+1.60H Dsgn. L = 30.00 ft 1 0.172 0.015 21.83 21.83 140.68 126.62 1.14 1.00 2.91 211.01 189.91 +1.20D40.50L.0.50S+W+1.60H Dsgn. L = 30.00 ft 1 0.172 0.015 21.83 21.83 140.68 126.62 1.14 1.00 2.91 211.01 189.91 +1.20D40.50L40.2054E+1.60H Dsgn.L = 30.00 It 1 0.172 0.015 21.83 21.83 140.68 126.62 1.14 1.00 2.91 211.01 189.91 40.90D+W.0.90H Dsgn. L= 30.00 ft 1 0.129 0.011 16.37 16.37 140.68 126.62 1.14 1.00 2.18 211.01 189.91 .0.90D.E40.90H Dsgn.L = 30.00ft 11 0.129 0.011 16.37 16.37 140.68 126.62 1.14 1.00 2.18 211.01 189.91 'Title Block Line I Project Title: You can change this area Engineer: P& 10:76 using the Settings menu item Project Descr: and then using the Printing & Title Block selection. Title Block Line 6 Printed: 31 JUL 2017, 6:19AM L Steel Beam File C:lAESkPROJECTS2017PR-iWOCKAN-1ENGINE-1framing.ec6 ENERCALC, INC. 1983.2016, Build:6.16.1.25, Ver.6.16.1.31 I IT!$.'i'EIN'flhIH. Licensee : AES Consulting Engineers Description: HSS12x4x3I8 Header wlFolding Door Overall Maximum Deflections Load Combination Span Max. Dell Location in Span Load Combination Max. + Dell Location in Span DOnly 1 0.6076 15.086 0.0000 0.000 [ViI Riions 1 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.425 2.425 Overall MiNimum 1.455 1.455 .0+H 2.425 2.425 .0+L+H 2.425 2.425 .O4Lr9H 2.425 2.425 .D+S'41 2.425 2.425 4040.750Lr40.750L4H 2.425 2.425 4040.750140.750S+H 2.425 2.425 '040.60 WsH 2.425 2.425 .0.0.70E+H 2.425 2.425 .04750Lr.0.750L.0.450W*fl 2.425 2.425 l040.750L40.750S'0.450W4H 2.425 2.425 4040.750L40.750S40.5250E41 2.425 2.425 +0.60D.0.60W.0.60H 1.455 1.455 s0.60D'0.70E.0.60H 1.455 1.455 D Only 2.425 2.425 Lr Only L Only S Only WOnly E Only H Only ADDITIONAL STRUCTURAL CALCULATIONS FOR CHECKING EXIST. CONC. BEAM-AND ROOFTOP UNIT ANCHORAGE WOKCANO ASIAN RESTAURANT AND BAR 2525 EL CAMINO REAL, SUITE 200. CARLSBAD, CA 92008 . DATED:1 0/19/2017 0 Cal O)Ocm ttrui. C3 Q N co cOi OCTOBER, 2017 I I- Z CDD I I I By I AES CONSULTING ENGINEEF I- I 372 FLORAL VIEW . I o IRVINE, CA 926178 PH: 949-466-2055 I I 0Wo I • H V.. Page lot 35 Wokcano Carlsbad Date: 10-18-2017 CHECK EXISTING CONCRETE FRAMING Floor Joists J-66: The applied load due to canopy HSS post is shared by beam B-180 and floor joist J66. Attached Enercalc results shows that the DCR with canopy loading is 0.936 and without canopy loading is 0.902 Girder B-174: The Enercalc results shows a DCR of 0.815 with the canopy loading and 0.806 without canopy loading. The applied canopy load is close to the column support, 2'4" and hence not contributing much to the designed forces. The Enercalc results shows red flag. This is because the provided steel is less than the minimum. Page 2 of 35 Wokcano Carlsbad Date: 10-18-2017 Loading Dead Load Weight of existing concrete joists at 3.0 ft o.c. w/concrete slab 1 [(6.5 20.5' ( 2.5'1 := —.(150).l I -. +(2.46. 2.46.— 1 DL 3.0 [L12 12 ) , 12)] WDL7I.9 psf. Misc. Wmisc := 10.0 psf. Total dead load DL WDL+ Wmisc Floor live load LL0 := 100 psf. Tributary width B := 30.0 ft. • Span of beam L:=22.0 ft. AT := B. L AT = 660 ft2 KLL := 2.0 ( 15 _____ LL:= LL ,.•I 0.25+ LL.= 66..3 psf. JKLL-AT) WDL := DL. B WDL = 2457 plf. WLL :=LLB WLL = 1988.6 plf. Page 3of35 Wokcano Carlsbad Date: 10-18-2017 From previous canopy analysis Max. reactions at existing concrete beam B-174, Node N6, Ni PD : 7.23 kip. := 5.92 kip. 3.518 kip. See attached Enercalc results for checking Exist. concrete beam B-174 24"x30" = rc 112 * 3.0 ksi 4, Phi Values Flexure: 0.90 fr fc 7.50 = 410.792 psi Shear: 0.750 lJ Density = 145.0 pcf 0.850 ? LtWt Factor 1.0 Elastic Modulus 3,122.0 ksi Fy - Stirrups 60.0 ksi fy - Main Rebar 60.0 ksi E - Stirrups = 29,000.0 ksi 3 E - Main Reber = 29,000.0 ksi Stirrup Bar Size # = # Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-10 Title Block Line 1 Project Title: You can change this area Engineer: FRO& 0:35 using the "Settings menu item Project Oescr: and then using the Printing & Title Block selection. Title Block Line 6 Pnnted: 19 OCT 2017, 1:09AM Concrete Beam --r - File= C.-%AES%PROJECTSkiOl7PR-1~WOCKAN-I%ENGINE-I%froming.ec6 1111 ENERcALC, INC. 1983-2016, Build:6.16.1.25, Ver.6.16.1.31 I ITiWA'fSIttSHIIII Description: Check Existing Concrete Beams LcobE REFERENCES - I Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 0(7.23) 74wx30 Span=22.0 24 w 3O h Span22.0 ft 24 n w j22.0 30• h Spa ft Rectangular Section, Width =24.0 in, Height = 30.0 in Span #1 Reinforcing.... 3410 at 2.0 in from Bottom, from 0.0 to 22.0 ft in this span 3411 at 2.0 in from Top, from 14.250 to 22.0 ft in this span Span #2 Reinforcing.... 249 at 2.0 in from Bottom, from 0.0 to 22.0 ft in this span 248 at 2.0 in from Bottom, from 0.0 to 22.0 ft in this span 2410 at 2.0 in from Top, from 14.250 to 22.0 ft in this span 1411 at 2.0 in from Top, from 14.250 to 22.0 ft in this span 3411 at 2.0 in from Top, from 0.0 to 7.750 ft in this span Span #3 Reinforcing.... 249 at 2.0 in from Bottom, from 0.0 to 22.0 ft in this span 248 at 2.0 in from Bottom, from 0.0 to 22.0 ft in this span 2410 at 2.0 in from Top, from 0.0 to 7.750 ft in this span 1411 at 2.0 in from Top, from 0.0 to 7.750 ft in this span 249 at 2.0 in from Top, from 14.250 to 22.0 ft in this span 1410 at 2.0 in from Top, from 14.250 to 22.0 ft in this span Span #4Reinforcing.... 249 at 2.0 in from Bottom, from 0.0 to 22.0 ft in this span 2411 at 2.0 in from Bottom, from 0.0 to 22.0 ft in this span 5411 at 3.0 in from Top, from 0.0 to 6.50 ft in this span FAliid Lids •- • Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Uniform Load: 0 = 2.50, L = 1.990 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load: D = 2.50, L = 1.990 k/ft. Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load: D = 2.50, L = 1.990 k/ft, Tributary Width = 1.0 ft Point Load: D = 7.230, Lr = 5.920, E = 3.520 k (ã 2.250 ft Load for Span Number 4 Uniform Load: D = 2.50, L = 1.990 k/ft. Tributary Width = 1.0 ft Title Block Line I Project Title: You can change this area Engineer: Ift6ledi 0:35 using the "Settings menu item Project Descr: and then using the "Printing & Title Block' selection. File C:AES\PROJECTSt2017PR-1tWocKAN-1tENGlNE-1tframing.ec6 Concrete Beam - ENERCALC INC 1983-2016 Build 6161 25 Ver6 161 31 Description: Check Existing Concrete Beams M Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Ratio= 0<360 Mu: Applied -319.414 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn • Phi: Allowable 391.709k-ft Max Downward Total Deflection 0.157 in Ratio = 1677 Load Combination +1.200+0.50Lr+1.60L+1.60H Max Upward Total Deflection -0.005 in Ratio= 57966 Location of maximum on span 21.768ft Span # where maximum occurs Span #3 TVéiiiil Reactions ... . Support notation :Far left is#1 Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 45.471 130.245 115.629 124.525 42.458 Overall MiNimum 0.037 -0.224 3.442 0.322 -0.057 +D+H 28.351 79.514 74.842 77.772 25.713 +D+L+H 45.471 130.245 115.629 124.525 42.458 +D+Lr+H 28.392 79.178 80.645 78.249 25.649 +D+S+H 28.351 79.514 74.842 77.772 25.713 +D+0.750Lr+0.750L+H 41.332 116.972 110.273 112.778 38.379 +D+0.750L+0.7505+H 41.334 117.094 106.077 112.367 38.421 +D+0.60W+H 28.351 79.514 74.842 77.772 25.713 +D+0.70E+H 28.368 79.374 77.257 77.971 25.686 +D+0.750Lr+0.750L+O.450W+H 41.332 116.972 110.273 112.778 38.379 +D+0.750L+0.750S+0.450W+H 41.334 117.094 106.077 112.367 38.421 +D+0.750L+0.750S+0.5250E+H 41.333 117.044 107.823 112.538 38.404 +0.60D+0.60W+0.60H 16.796 48.219 44.399 47.013 15.289 +0.60D+0.70E+0.60H 16.822 48.062 46.808 47.239 15.248 D Only 28.351 79.514 74.842 77.772 25.713 LrOniy 0.063 -0.377 5.789 0.541 -0.097 LOnly 17.226 49.873 41.298 47.942 15.796 S Only WOnly E Only 0.037 -0.224 3.442 0.322 -0.057 H Only TShiiiStufriiRU,reméiits Between 0.00 to 0.00 ft, Vu> PhiVc, Reqd Vs = Vs > Vs:max per 11.4.7.9, use stirrups spaced at 0.000 in Between 0.23 to 4.63 ft, PhiVc/2 <Vu c= PhiVc, Reqd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 4.86 to 12.51 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Between 12.74 to 16.91 ft, PhiVc/2 <Vu < PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 17.14 to 17.14 ft, PhiVc <Vu, Req'd Vs = 0.1357, use stirrups spaced at 13.000 in Between 17.37 to 21.77 ft, Vu> PhiVc, Reqd Vs = Vs > Vs:max per 11.4.7.9, use stirrups spaced at 0.000 in Between 22.00 to 29.41 ft, PhiVc/2 <Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 29.64 to 37.75 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Between 37.98 to 42.15 ft, PhiVc/2 <Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 42.38 to 46.08 ft, PhiVc <Vu, Req'd Vs = 9.784, use stirrups spaced at 10.000 in Between 46.32 to 50.02 ft, PhiVc/2 <Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 50.25 to 58.36 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Between 58.59 to 62.76 ft, PhiVc/2 <Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 62.99 to 69.24 ft, PhiVc <Vu, Req'd Vs = 0.7696, use stirrups spaced at 9.000 in Between 69.45 to 74.42 ft, PhiVc/2 <Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 74.63 to 82.40 ft, Vu < PhiVc12, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Between 82.62 to 86.28 ft, PhiVc/2 <Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in r Miuiiii Fâiii& Stresses fó1 Lid Combinations I Load Combination Location (ft) Bending Stress Results (k-ft) Segment Length Span # in Span Mu: Max Phi"Mnx Stress Ratio MAXimum BENDING Envelope Span #1 1 22.000 -340.09 555.66 0.61 Span #2 2 22.000 -361.68 555.49 0.65 Span #3 3 22.000 -319.41 391.71 0.82 Span #4 4 20.500 -338.26 879.26 0.38 +1.40D+1.60H Span #1 1 22.000 -216.63 555.66 0.39 Span #2 . 2 22.000 -230.43 555.49 . 0.41 Span #3 3 22.000 -205.29 391.71 0.52 Span #4 4 20.500 -217.40 879.26 0.25 Title Block Line I You can change this area using the.aSettings menu item and then using the Printing & Title Block selection. Project Title: Engineer: Project Descr: FPOi& l:35 I itle block Line b Pnnted: 19 OCT 2017, 1:09AM Concrete Beam File CAEStPROJECTS2017PR-1tWOCKAN-1ENGlNE-1framung ec6 ' . ENERCAIC. INC. 1983-2016. Build:6.16.1.25. Ver.6.16.1.31 Description: Check Existing Concrete Beams Load Combination Location (ft) Segment Length Span # in Soan Bending Stress Results (k-ft) MU: Max Phi*Mnx Stress Ratio Span #2 2 22.000 -360.99 555.49 0.65 Span #3 3 22.000 -319.41 391.71 . 0.82 Span #4 4 20.500 -338.26 879.26 0.38 +1.200+1.60L+0.50S+1.60H Span #1 1 22.000 -340.09 555.66 061 Span #2 2 22.000 -361.68 555.49 0.65 Span #3 3 22.000 -318.47 391.71 0.81 Span #4 4 20.500 -337.27 879.26 0.38 +1.20D+1.60Lr+0.50L+1.60H Span #1 1 22.000 -231.75 555.66 0.42 Span #2 2 22.000 -246.61 555.49 0.44 Span #3 3 22.000 -223.51 391.71 0.57 Span #4 4 20.500 -236.68 879.26 0.27 +1.20D+1.6OLr+0.50W+1.60H Span #1 1 22.000 -183.49 555.66 0.33 Span #2 2 22.000 -195.30 555.49 0.35 Span #3 3 22.000 -178.97 391.71 0.46 Span #4 4 20.500 -189.52 879.26 0.22 +1.20D+0.50L+1.60S+1.60H Span #1 1 22.000 -233.93 555.66 0.42 Span #2 2 22.000 -248.82 555.49 0.45 Span #3 3 22.000 -220.50 391.71 0.56 Span #4 4 20.500 -233.51 879.26 0.27 +I.20D+1.605+0.50W+1.60H Span #1 1 22.000 -185.68 555.66 0.33 Span #2 2 22.000 -197.51 555.49 0.36 Span #3 3 22.000 -175.97 391.71 0.45 Span #4 4 20.500 -186.35 879.26 0.21 +1.200+0.50Lr+0.50L+W+1.60H Span #1 1 22.000 -233.25 555.66 0.42 Span #2 2 22.000 -248.13 555.49 0.45 Span #3 3 22.000 -221.44 391.71 0.57 Span #4 4 20.500 -234.50 879.26 0.27 +1.20D+0.50L+0.50S+W+1.60H Span #1 . 1 22.000 -233.93 555.66 0.42 Span #2 2 22.000 -248.82 555.49 0.45 Span #3 3 22.000 -220.50 391.71 0.56 Span #4 4 20.500 -233.51 879.26 0.27 +1.20D+0.50L+0.205+E+1.60H Span #1 1 22.000 -233.12 555.66 0.42 Span #2 2 22.000 -248.00 555.49 0.45 Span #3 3 22.000 -221.62 391.71 0.57 Span #4 4 20.500 -234.69 879.26 0.27 +0.90D+W+0.90H Span #1 1 22.000 -139.26 555.66 0.25 Span #2 2 22.000 -148.14 555.49 0.27 Span #3 3 22.000 -131.97 391.71 0.34 Span #4 4 20.500 -139.76 879.26 . 0.16 +0.90D+E+0.90H Span #1 1 22.000 -138.45 555.66 0.25 Span #2 2 22.000 -147.31 555.49 0.27 Span #3 . 3 22.000 -133.09 391.71 0.34 Span #4 4 . 20.500 -140.94 879.26 0.16 roii MiiiiDifliàns Load Combination Span Max. "-° Defi Location in Span Load Combination Max. "+" Defi Location in Span +D+L+H 1 0.1574 9.842 +D+L+H -0.0024 22.579 +D+L+H 2 0.0233 12.158 +D+L+H -0.0046 1.737 +D+L+H 3 0.0393 11.000 +D+L+H -0.0005 21.421 +D+L+H 4 0.0860 11.329 0.0000 21.421 [D -et ul i'dihiáilñf&iiion 1 Span Distance 'd Vu (k) Mu dVu/Mu PhiVc Comment Phi*Vs PhiVn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.20D+0.50Lr+1.60L+1.60H 1 0.00 0.00 61.19 61.19 0.00 0.00 0.00 Vu>PhiVc Vs>Vs:ma 0.0 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 1 0.23 28.00 59.55 59.55 13.98 1.00 59.59 PhlVc/2 <Vu <= Min 11.5.6 84.8 11.0 11.0 Title Block Line 1 Project Title: You can change this area Engineer: ftaol 10:35 using the "Settingso menu item Project Descr: and then using the °Printing & Title Block selection. Title Block Line 6 Punted: 19 OCT 2017, 1:09AM Co,'cete Beam File C AESPROJECTS\2017PR-1WOCKAN-1ENGINE-1lframing 096 - 'U ENERCALC, INC. 1983-2016, Bulld:6.16.1.25, Ver:6.16.1.31 lit Description: Check Existing Concrete Beams Detailed Shear Information Span Distance d' Vu (k) Mu d*VuiMu Phi*Vc Comment PhiVs PhiVn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.20D+0.50Lr+1.60L+1.60H 1 0.93 28.00 54.65 54.65 53.65 1.00 59.59 PhiVc/2 <Vu <= Min 11.5.6 84.8 11.0 11.0 +1.20D+0.5OLr+1.60L+1.60H 1 1.16 28.00 53.02 53.02 66.12 1.00 59.59 PhiVc/2 <Vu <= Min 11.5.6 84.8 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 1 1.39 28.00 51.38 51.38 78.21 1.00 59.59 PhiVc/2 <Vu <= Min 11.5.6 84.8 11.0 11.0 +1.20D+0.5OLr+1.60L+1.60H 1 1.62 28.00 49.75 49.75 89.92 1.00 59.59 PhiVc/2 <Vu < Min 11.5.6 84.8 11.0 11.0 +1.206+0.501-r+1.601-+1.601-1 1 1.85 28.00 48.12 48.12 101.25 1.00 59.59 PhiVc/2 <Vu <= Min 11.5.6 84.8 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 1 2.08 28.00 46.48 46.48 112.20 0.97 59.36 PhiVc/2 <Vu <= Min 11.5.6 84.6 11.0 11.0 +1.206+0.501-r+1.601.+1.601-1 1 2.32 28.00 44.85 44.85 122.78 0.85 58.54 PhiVc/2 <Vu < Min 11.5.6 83.7 11.0 11.0 +1.200+0.50Lr+1.60L+1.60H 1 2.55 28.00 43.22 43.22 132.97 0.76 57.87 PhiVc/2 <Vu < Min 11.5.6 83.1 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 1 2.78 28.00 41.58 41.58 142.79 0.68 57.30 PhiVc/2 <Vu <= Min 11.5.6 82.5 11.0 11.0 +1.200+0.5OLr+1.60L+1.60H t 3.01 28.00 39.95 39.95 152.23 0.61 56.82 PhiVc/2<Vu< Min 11.5.6 82.0 11.0 11.0 +1.200+0.5OLr+1.60L+1.60H 1 3.24 28.00 38.32 38.32 161.30 0.55 56.41 PhiVc!2<Vu<= Min 11.5.6 81.6 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 1 3.47 28.00 36.68 36.68 169.98 0.50 56.05 PhiVcI2<Vu< Min 11.5.6 81.2 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 1 3.71 28.00 35.05 35.05 178.29 0.46 55.73 PhiVc/2<Vu< Min 11.5.6 80.9 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 1 3.94 28.00 33.41 33.41 186.21 0.42 55.44 PhiVc/2<Vu< Min 11.5.6 80.6 11.0 11.0 +1.200+0.50Lr+1.60L+1.60H 1 4.17 28.00 31.78 31.78 193.76 0.38 55.18 PhiVc/2<Vu<= Min 11.5.6 80.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 1 4.40 28.00 30.15 30.15 200.93 0.35 54.95 PhiVc/2<Vu< Min 11.5.6 80.2 11.0 11.0 +1.200+0.50Lr+1.60L+1.60H 1 4.63 28.00 28.51 28.51 207.73 0.32 54.74 PhiVc/2 < Vu <= Min 11.5.6 79.9 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 1 4.86 28.00 26.88 26.88 214.14 0.29 54.54 Vu <PhiVcI2 Not Reqd 1 54.5 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 1 5.09 28.00 25.25 25.25 220.18 0.27 54.36 Vu <PhiVc/2 Not Reqd 1 54.4 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 1 5.33 28.00 23.61 23.61 225.83 0.24 54.19 Vu <PhiVc/2 Not Reqd 1 54.2 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 1 5.56 28.00 21.98 21.98 231.11 0.22 54.04 Vu <PhiVcI2 Not Reqd 1 54.0 0.0 0.0 +1.20D+O.50Lr+1.60L+1.60H 1 5.79 28.00 20.35 20.35 236.01 0.20 53.89 Vu < PhiVcI2 Not Reqd 1 53.9 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 1 6.02 28.00 18.71 18.71 240.54 0.18 53.75 Vu < PhiVc/2 Not Reqd 1 53.7 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 1 6.25 28.00 17.08 17.08 244.68 0.16 53.61 Vu < PhiVcI2 Not Reqd 1 53.6 0.0 0.0 +1.200+0.50Lr+1.60L+1.60H 1 6.48 28.00 15.45 15.45 248.45. 0.15 53.49 Vu < PhiVcI2 Not Reqd 1 53.5 0.0 0.0 +1.200+0.50Lr+1.60L+1.60H 1 6.72 28.00 13.81 13.81 251.83 0.13 53.36 Vu < PhiVcI2 Not Reqd 1 53.4 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 1 6.95 28.00 12.18 12.18 254.84 0.11 53.25 Vu < PhiVc/2 . Not Reqd 1 53.2 0.0 0.0 +1.200+0.50Lr+1.601+1.60H 1 7.18 28.00 10.55 10.55 257.47 0.10 53.13 Vu <PhiVcI2 Not Reqd 1 53.1 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 1 7.41 28.00 8.91 8.91 259.73 0.08 53.02 Vu < PhiVcI2 Not Reqd 1 53.0 0.0 0.0 +1.200+0.5OLr+1.60L+1.60H 1 7.64 28.00 7.28 7.28 261.60 0.06 52.91 Vu < PhiVc/2 Not Reqd 1 52.9 0.0 . 0.0 +1.20D+0.5OLr+1.60L+1.60H 1 7.87 28.00 5.64 5.64 263.10 0.05 52.81 Vu<PhiVc/2 Not Reqd 1 52.8 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 1 8.11 28.00 4.01 4.01 264.22 0.04 52.70 Vu<PhiVc/2 Not Reqd 1 52.7 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 1 8.34 28.00 2.38 2.38 264.96 0.02 52.60 Vu < PhiVc/2 Not Reqd 1 52.6 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 1 8.57 28.00 0.74 0.74 . 265.32 0.01 52.50 Vu <PhiVc/2 Not Reqd 1 52.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 8.80 28.00 -0.92 0.92 265.02 0.01 52.51 Vu <PhiVcI2 Not Reqd 1 52.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.03 28.00 -2.55 2.55 264.62 0.02 52.61 Vu <PhmVcI2 Not Reqd 1 52.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.26 28.00 4.19 4.19 263.84 0.04 52.71 Vu<PhiVcI2 Not Reqd l 52.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.49 28.00 -5.82 5.82 262.68 0.05 52.82 Vu <PhiVc/2 Not Reqd 1 52.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.73 28.00 -7.46 7.46 261.14 0.07 52.93 Vu <PhiVcI2 Not Reqd 1 52.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.96 28.00 -9.09 9.09 259.23 0.08 53.03 Vu <PhiVc!2 Not Reqd 1 53.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.19 28.00 -10.72 10.72 256.93 0.10 53.15 Vu <PhiVc!2 Not Reqd 1 53.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.42 28.00 -12.36 12.36 254.26 0.11 53.26 Vu <PhiVcI2 Not Reqd 1 53.3 0.0 0.0 +1.200+1.60L+0.505+1.60H 1 10.65 28.00 -13.99 13.99 251.21 0.13 53.38 Vu < PhiVcI2 Not Reqd 1 53.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 10.88 28.00 -15.62 15.62 247.78 0.15 53.50 Vu < PhiVc/2 Not Reqd 1 53.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.12 28.00 -17.26 17.26 243.98 0.17 53.63 Vu < PhiVc/2 Not Reqd 1 53.6 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 11.35 28.00 -18.89 18.89 239.79 0.18 53.76 Vu <PhmVcI2 Not Reqd 1 53.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.58 28.00 -20.52 20.52 235.23 0.20 53.90 Vu <PhiVcI2 Not Reqd 1 53.9 0.0 0.0 +1.20D+1.60L+050S+1.60H 1 11.81 28.00 -22.16 22.16 230.28 0.22 54.05 Vu < PhiVc/2 Not Reqd 1 54.1 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 12.04 28.00 -23.79 23.79 224.96 0.25 54.21 Vu < PhiVc/2 Not Reqd 1 54.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 12.27 28.00 -25.42 25.42 219.27 0.27 54.38 Vu <PhmVcI2 Not Reqd 1 54.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 12.51 28.00 -27.06 27.06 213.19 0.30 54.57 Vu <PhmVcI2 Not Reqd i :54.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 12.74 28.00 -28.69 28.69 206.73 0.32 54.76 PhiVc/2<Vu<= Min 11.5.6 80.0 11.0 11.0 .l ltlru...l smi .u.A rnc&4 CAU . . ---------------..... - •.. ._ .. - .. Title Block Line I Project Title: You can change this area Engineer: 'Pi& 11:35 using the Settings" menu item Project Descr: and then using the Printing & Title Block selection. I itle block Line b Pnted: 19 OCT 2017, 1:09AM Concrete Beam File = C:AES\PROJECTS12017PR-1WOcKAN-1ENGINE-1lframing.ec6 I ENERCALC, INC. 1983-2016. Bulld:6.16.1.25. Ver.6.16.1.31 Description: Check Existing Concrete Beams Detailed Shear Information Span Distance 'd Vu (k) Mu d*Vu/Mu Phi*Vc Comment PhiVs PhiVn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.20D+1.60L+0.505+1.60H 1 13.43 28.00 -33.59 33.59 185.10 0.42 55.48 PhiVc/2<Vu< Min 11.5.6 80.7 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 1 13.66 28.00 -35.23 35.23 177.13 0.46 55.76 PhiVc/2 <Vu < Min 11.5.6 81.0 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 1 13.89 28.00 -36.86 36.86 168.78 0.51 56.09 PhiVc/2 <Vu < Min 11.5.6 81.3 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 1 14.13 28.00 -38.49 38.49 160.06 0.56 56.46 PhiVc/2 <Vu <= Min 11.5.6 81.7 11.0 11.0 +1.200+1.60L+0.50S+1.60H 1 14.36 28.00 40.13 40.13 150.95 0.62 56.88 PhiVc/2 <Vu <= Min 11.5.6 82.1 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 1 14.59 28.00 41.76 41.76 141.47 0.69 57.37 PhuVc/2 <Vu < Min 11.5.6 82.6 11.0 11.0 +1.20D+1.60L+0.505+1.60H 1 14.82 28.00 43.39 43.39 131.61 0.77 57.95 PhiVc/2 <Vu < Min 11.5.6 83.1 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 1 15.05 28.00 45.03 45.03 121.37 0.87 58.63 PhiVc/2 <Vu < Min 11.5.6 83.8 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 1 15.28 28.00 46.66 46.66 110.76 0.98 59.47 PhiVc/2 <Vu < Min 11.5.6 84.7 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 1 15.52 28.00 48.29 48.29 99.76 1.00 59.59 PhiVc/2 <Vu < Min 11.5.6 84.8 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 1 15.75 28.00 -49.93 49.93 88.39 1.00 59.59 PhiVc!2<Vu<= Min 11.5.6 84.8 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 1 15.98 28.00 -51.56 51.56 76.64 1.00 59.59 PhiVc/2<Vu<= Min 11.5.6 84.8 11.0 11.0 +1.20D+1.60L+0.505+1.60H 1 16.21 28.00 -53.20 53.20 64.51 1.00 59.59 PhiVc/2<Vuc= Min 11.5.6 84.8 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 1 16.44 28.00 -54.83 54.83 52.00 1.00 59.59 PhiVc!2<Vu<= Min 11.5.6 84.8 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 1 16.67 28.00 -56.46 56.46 39.11 1.00 59.59 PhiVc!2<Vu<= Min 11.5.6 84.8 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 1 16.91 28.00 -58.10 58.10 25.85 1.00 59.59 PhiVc/2<Vuc= Min 11.5.6 84.8 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 1 17.14 28.00 -59.73 59.73 12.21 1.00 59.59 PhiVc <Vu 0.1357 80.9 13.4 13.0 +1.20D+1.60L+0.50S+1.60H 1 17.37 0.00 -61.36 61.36 1.81 0.00 0.00 Vu> PhiVc Vs> Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 17.60 0.00 -63.00 63.00 16.21 0.00 0.00 Vu> PhiVc Vs > Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 17.83 0.00 -64.63 64.63 30.99 0.00 000 Vu > PhiVc Vs > Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 18.06 0.00 -66.26 66.26 46.15 0.00 0.00 Vu > PhiVc Vs> Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 18.29 0.00 -67.90 67.90 61.68 0.00 0.00 Vu> PhiVc Vs>Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 18.53 0.00 -69.53 69.53 77.60 0.00 0.00 Vu > PhiVc Vs > Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 18.76 0.00 -71.16 71.16 93.89 0.00 0.00 Vu> PhiVc Vs>Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 18.99 0.00 -72.80 72.80 110.56 0.00 0.00 Vu> PhiVc Vs>Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 19.22 0.00 -74.43 74.43 127.60 0.00 0.00 Vu> PhiVc Vs>Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 19.45 0.00 -76.06 76.06 145.03 0.00 0.00 Vu > PhiVc Vs > Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 19.68 0.00 -77.70 77.70 162.83 0.00 0.00 Vu > PhiVc Vs > Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H I 19.92 0.00 -79.33 79.33 181.02 0.00 0.00 Vu> PhiVc Vs>Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H I 20.15 0.00 -80.97 80.97 199.58 0.00 0.00 Vu> PhiVc Vs > Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 20.38 0.00 -82.60 82.60 218.52 0.00 0.00 Vu > PhiVc Vs > Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 20.61 0.00 -84.23 84.23 237.83 0.00 0.00 Vu> PhiVc Vs > Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 20.84 0.00 -85.87 85.87 257.53 0.00 0.00 Vu > PhiVc Vs > Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 21.07 0.00 -87.50 87.50 277.60 0.00 0.00 Vu> PhiVc Vs>Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 21.31 0.00 49.13 89.13 298.05 0.00 0.00 Vu> PhiVc Vs>Vs:ma 0.0 0.0 0.0 +1.20D+i.60L+0.505+1.60H 1 21.54 0.00 -90.77 90.77 318.89 0.00 0.00 Vu> PhiVc Vs>Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 21.77 0.00 -92.40 92.40 340.09 0.00 0.00 Vu> PhiVc Vs > Vs:ma 0.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 22.00 28.00 82.20 82.20 361.68 0.53 57.10 PhiVc <Vu 25.097 82.3 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 2 22.23 28.00 80.57 80.57 342.83 0.55 57.26 PhiVc<Vu 23.305 82.5 11.9 11.0 +1.20D+1.60L+0.50S+1.60H 2 22.46 28.00 78.93 78.93 324.37 0.57 57.43 PhiVc <Vu 21.501 82.6 12.9 11.0 +1.200+1.60L+0.50S+1.60H 2 22.69 28.00 77.30 77.30 306.28 0.59 57.62 PhiVc<Vu 19.682 82.8 13.4 11.0 +1.20D+1.60L+0.50S+1.60H 2 22.93 28.00 75.67 75.67 288.56 0.61 57.82 PhiVc <Vu 17.847 83.0 13.4 11.0 +1.20D+1.60L+0.505+1.60H 2 23.16 28.00 74.03 74.03 271.23 0.64 58.04 PhiVc <Vu 15.994 83.2 13.4 11.0 +1.20D+1.60L+0.50S+1.60H 2 23.39 28.00 72.40 72.40 254.28 0.66 58.28 PhiVc <Vu 14.119 83.5 13.4 11.0 +1.20D+1.60L+0.50S+1.60H 2 23.62 28.00 70.77 70.77 237.70 0.69 58.55 PhiVc cVu 12.220 83.7 13.4 11.0 +1.20D+1.60L+0.505+1.60H 2 23.85 28.00 69.13 69.13 221.50 0.73 58.84 PhiVc <Vu 10.291 84.0 13.4 11.0 +1.20D+1.60L+0.50S+1.60H 2 24.08 28.00 67.50 67.50 205.68 0.77 59.17 PhiVc <Vu 8.329 84.4 13.4 11.0 +1.20D+1.60L+0.50S+1.60H 2 24.32 28.00 65.86 65.86 190.24 0.81 59.54 PhiVc<Vu 6.326 84.7 13.4 11.0 +1.20D+1.60L+0.50S+1.60H 2 24.55 28.00 64.23 64.23 175.17 0.86 59.96 PhiVc <Vu 4.274 85.2 13.4 11.0 +1.20D+1.60L+0.50S+1.60H 2 24.78 28.00 62.60 62.60 160.49 0.91 60.44 PhiVc <Vu 2.162 85.6 13.4 11.0 +1.20D+1.60L+0.50S+1.60H 2 25.01 28.00 60.96 60.96 146.18 0.97 60.99 PhiVc!2<Vu< Min 11.5.6 86.2 11.0 11.0 +1.20D+1.60L+0.505+1.60H 2 25.24 28.00 59.33 59.33 132.25 1.00 61.22 PhiVc/2<Vu< Min 11.5.6 86.4 11.0 11.0 .l )hfl...1 ani .Lfl AU Title Block Line I You can change this area using the Settings menu item Project Title: Engineer: rgi19 li:35 Project Descr: and then using the Printing & Title Block selection. Title Block Line 6 Punted: 19 OCT 2017, 1:09AM C - -- t B .Fe oncree - earn . CMES\PROJECTSt2017PR-1WOCKAN-1ENGINE-1framing.ec6 . ENERCALC. INC. 1983-2016. 8uild:6.16.1.25. Ver.6.16.1.31 Description: Check Existing Concrete Beams Detailed Shear Information Span Distance d Vu (k) Mu d'VUIMU PhiVc Comment Phi*Vs PhiVn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.200+1.60L+0.505+1.60H 2 25.94 28.00 54.43 54.43 92.74 1.00 61.22 PhiVc/2<Vu<= Min 11.5.6 .86.4 11.0 11.0 +1.200+1.60L+0.50S+1.60H 2 26.17 28.00 . 52.80 52.80 . 80.32 1.00 61.22 PhiVc/2 <Vu < Min 11.56 86.4 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 2 26.40 28.00 51.16 51.16 68.28 1.00 61.22 PhiVc/2<Vu< Min 11.5.6 86.4 11.0 11.0 +1.200+1.60L+0.50S+1.60H 2 26.63 28.00 49.53 49.53 56.62 1.00 61.22 PhiVcI2 <Vu< Min 11.5.6 86.4 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 2 26.86 28.00 47.90 47.90 45.34 1.00 61.22 PhiVc/2<Vu< Min 11.5.6 86.4 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 2 27.09 28.00 46.26 46.26 34.44 1.00 61.22 PhiVc/2<Vu<= Min 11.5.6 86.4 11.0 11.0 +1.20D+1.60L+0.505+1.60H 2 27.33 28.00 44.63 44.63 23.92 .1.00 61.22 PhiVc/2<Vuc= Min 11.5.6 86.4 11.0 11.0 +1.20D+1.60L+0.505+1.60H 2 27.56 28.00 42.99 42.99 13.77 1.00 61.22 PhiVc!2<Vu< Min 11.5.6 86.4 11.0 11.0 +1.20D+1.60L+0.505+1.60H 2 27.79 28.00 41.36 41.36 4.00 1.00 61.22 PhiVc/2<Vu< Min 11.5.6 86.4 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 2 28.02 28.00 39.73 39.73 5.39 1.00 59.16 PhiVc!2<Vu< Min 11.5.6 84.4 11.0 11.0 +1.20D+1.60L+0.505+1.60H 2 28.25 28.00 38.09 38.09 14.40 1.00 59.16 PhiVc/2<Vu<= Min 11.5.6 84.4 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 2 28.48 28.00 36.46 36.46 23.03 1.00 59.16 PhiVc/2 <Vu <= Min 11.5.6 84.4 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 2 28.72 28.00 34.83 34.83 31.28 1.00 59.16 PhiVc/2<Vu<= Min 11.5.6 84.4 11.0 11.0 +1.20D+1.60L+0.505+1.60H 2 28.95 28.00 33.19 33.19 39.16 1.00 59.16 PhiVc/2<Vu<= Min 11.5.6 84.4 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 2 29.18 28.00 31.56 31.56 46.66 1.00 59.16 PhiVcI2 <Vu< Min 11.5.6 84.4 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 2 29.41 28.00 29.93 29.93 53.78 1.00 59.16 PhiVc/2 <Vu < Min 11.5.6 84.4 11.0 11.0 +1.200+1.60L+0.50S+1.60H 2 29.64 28.00 28.29 28.29 60.52 1.00 59.16 Vu < PhiVcI2 Not Reqd 1 59.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 29.87 28.00 26.66 26.66 66.88 0.93 58.69 Vu < PhiVc/2 Not Reqd 1 58.7 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 2 30.11 28.00 25.03 25.03 72.87 0.80 57.83 Vu < PhiVc/2 Not Reqd 1 57.8 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 30.34 28.00 23.39 23.39 78.47 0.70 57.12 Vu <PhiVc!2 Not Reqd 1 57.1 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 30.57. 28.00 21.76 21.76 83.70 0.61 56.52 Vu <PhiVc/2 Not Reqd 1 56.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 30.80 28.00 20.13 20.13 88.55 0.53 56.01 Vu <PhiVc/2 Not Reqd 1 56.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 31.03 28.00 18.49 18.49 93.02 0.46 55.56 Vu <PhiVc/2 Not Reqd 1 55.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 31.26 28.00 16.86 16.86 97.11 0.41 55.17 Vu <PhiVc/2 Not Reqd 1 55.2 0.0 0.0 +1.20D+1.60L+0.505+1.60H 2 31.49 28.00 15.22 15.22 100.83 0.35 54.81 Vu < PhiVcI2 Not Reqd 1 54.8 0.0 0.0 +I.20D+1.60L+0.50S+1.60H 2 31.73 28.00 13.59 13.59 104.17 0.30 54.49 Vu<PhiVcI2 Not Reqd I 54.5 0.0 0.0 +1.200+1.60L+0.50S+I.60H 2 31.96 28.00 11.96 11.96 107.12 0.26 54.20 Vu<PhiVcI2 Not Reqd 1 54.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 32.19 28.00 10.32 10.32 109.70 0.22 53.92 Vu<PhiVcl2 Not Reqd 1 53.9 0.0 0.0 +1.20D+1.60L+0.505+I.60H 2 32.42 28.00 8.69 8.69 111.91 0.18 53.67 VucPhiVc!2 Not Reqd I 53.7 0.0 0.0 +1.20D+1.60L+0.50S+I.60H 2 32.65 28.00 7.06 7.06 113.73 0.14 53.42 Vu<PhiVc/2 Not Reqd 1 53.4 0.0 0.0 +1.20D+1.60L+0.50S+I.60H 2 32.88 28.00 5.42 5.42 115.17 0.11 53.19 Vu <PhiVc/2 Not Reqd 1 53.2 0.0 0.0 +I.20D+1.60L+0.50S+1.60H 2 33.12 28.00 3.79 3.79 116.24 0.08 52.96 Vu<PhiVcI2 Not Reqd 1 53.0 0.0 0.0 +I.20D+1.60L+0.505+1.60H 2 33.35 28.00 2.16 2.16 116.93 0.04 52.74 VucPhiVcI2 Not Reqd 1 52.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 33.58 28.00 0.52 0.52 117.24 0.01 52.52 Vu<PhiVcI2 . Not Reqd 1 52.5 0.0 0.0 +1.20D+1.6OLr+0.50L+1.60H 2 33.81 28.00 -1.41 1.41 76.03 0.04 52.74 Vu<PhiVcI2 Not Reqd 1 52.7 0.0 0.0 +I.20D+0.50Lr+1.60L+1.60H 2 34.04 28.00 -2.90 2.90 115.53 0.06 52.84 Vu<PhiVcI2 Not Reqd 1 52.8 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 2 34.27 28.00 -4.54 4.54 114.66 0.09 53.07 Vu<PhiVcI2 Not Reqd 1 53.1 0.0 0.0 +I.200+0.50Lr+1.601+1.60H 2 34.51 28.00 -6.17 6.17 113.43 0.13 53.30 VucPhiVcI2 Not Reqd 1 53.3 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 2 34.74 28.00 -7.80 7.80 111.81 0.16 53.54 Vu < PhiVcI2 Not Reqd 1 53.5 0.0 0.0 +I.20D+0.50Lr+1.60L+I.60H 2 34.97 28.00 -9.44 9.44 109.81 0.20 53.80 Vu < PhiVcI2 Not Reqd 1 53.8 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 2 35.20 28.00 -11.07 11.07 107.44 0.24 54.06 Vu < PhiVc/2 Not Reqd 1 54.1 0.0 0.0 +1.200+0.50Lr+1.60L+1.60H 2 35.43 28.00 -12.70 12.70 104.68 0.28 54.35 Vu < PhiVcI2 Not Reqd 1 54.4 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 2 35.66 28.00 -14.34 14.34 101.55 0.33 54.66 Vu <PhiVc/2 Not Reqd 1 54.7 0.0 0.0 +I.20D+0.50Lr+1.60L+1.60H 2 35.89 28.00 -15.97 15.97 98.04 0.38 55.00 Vu <PhmVcI2 Not Reqd 1 55.0 0.0 0.0 +1.20D+0.50Lr+1.60L+I.60H 2 36.13 28.00 -17.60 17.60 9416 0.44 55.38 Vu <PhmVci2 Not Reqd 1 55.4 0.0 0.0 +1.20D+0.5OLr+1.60L+1.60H 2 36.36 28.00 -19.24 19.24 89.89 0.50 55.80 Vu <PhiVci2 Not Reqd 1 55.8 0.0 0.0 +1.20D+0.5OLr+I .60L+I .60H 2 36.59 28.00 -20.87 20.87 85.25 0.57 56.28 Vu < PhiVc/2 Not Reqd 1 56.3 0.0 0.0 +1.20D+0.50Lr+1.60L+I.60H 2 36.82 28.00 -22.50 22.50 80.22 0.65 56.84 Vu <PhiVcI2 Not Reqd 1 56.8 0.0 0.0 +1.20D+0.5OLr+1.60L+I.60H 2 37.05 28.00 -24.14 24.14 74.82 0.75 57.50 Vu<PhmVcI2 Not Reqd 1 57.5 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 2 37.28 28.00 -25.77 25.77 69.05 0.87 58.30 Vu<PhiVcI2 Not Reqd 1 58.3 0.0 0.0 +I.20D+0.50Li'+1.60L+I.60H 2 37.52 28.00 -27.40 27.40 62.89 1.00 59.16 Vu<PhiVc/2 Not Reqd 1 59.2 0.0 0.0 +I.200+0.50Lr+1.60L+1.60H 2 37.75 28.00 -29.04 29.04 56.35 1.00 59.16 Vu < PhiVcI2 Not Reqd 1 59.2 0.0 0.0 )nrt.ju rni ....l ani iA stnu Title Block Line 1 You can change this area using the Settings" menu item and then using the Printing & Title Block selection. Project Title: Engineer: Project Descr: Pjd g:35 Title block Line 6 Punted: 19 OCT 2017, 1:09AM Concrete Beam File = C ec6 1111 - '. '. ' ENERCALC. INC. 1982O16. Build:6.16.1.25. Vér.6.16.1.31 Description: Check Existing Concrete Beams Detailed Shear information Span Distance d Vu (k) Mu dVu/Mu PhiVc Comment PhiVs PhiVn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.20D+0.501-r+1.601-+1.601-1 2 38.44 28.00 -33.94 33.94 34.48 1.00 59.16 PhiVc!2cVu<= Min 11.5.6 84.4 11.0 11.0. +1.20D+0.50Lr+1.60L+1.60H 2 38.67 28.00 -35.57 35.57 26.43 1.00 59.16 PhiVc/2<Vu<= Min 11.5.6 84.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 2 38.91 28.00 -37.21 37.21 18.00 1.00 59.16 PhiVc/2 <Vu <= Min 11.5.6 84.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 2 39.14 28.00 -38.84 38.84 9.19 1.00 59.16 PhiVc/2<Vu'c= Min 11.5.6 84.4 11.0 11.0 +1.20D+0.50Lr+1.601+1.60H 2 39.37 28.00 -40.47 40.47 0.01 1.00 59.16 PhiVc/2 <Vu <= Min 11.5.6 84.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 2 39.60 28.00 -42.11 42.11 9.55 1.00 61.22 PhiVc/2 <Vu <= Min 11.5.6 86.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 2 39.83 28.00 -43.74 43.74 19.49 1.00 61.22 PhiVc/2 <Vu <= Min 11.5.6 86.4 11.0 11.0 +1.20D+0.5OLr+1.60L+1.60H 2 40.06 28.00 -45.37 45.37 29.81 1.00 61.22 PhiVcI2<Vu<= Min 11.5.6 86.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 2 40.29 28.00 -47.01 47.01 40.51 1.00 61.22 PhiVc12<Vu< Min 11.5.6 86.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 2 40.53 28.00 48.64 48.64 51.58 1.00 61.22 PhiVc/2<Vu< Min 11.5.6 86.4 11.0 . 11.0 +1.20D+0.50Lr+1.60L+1.60H 2 40.76 28.00 -50.27 50.27 63.04 1.00 61.22 PhiVc/2<Vu< Min 11.5.6 86.4 11.0 11.0 +1.200+0.50Lr+1.60L+1.60H 2 40.99 28.00 -51.91 51.91 74.87 1.00 61.22 PhiVc/2<Vu< Min 11.5.6 86.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 2 V 41.22 28.00 -53.54 53.54 87.08 1.00 61.22 PhiVc/2<Vu<= Min 11.5.6 86.4 11.0 11.0 +1.20D+0.5OLr+1.60L+1.60H 2 41.45 28.00 -55.18 55.18 99.67 1.00 61.22 PhiVc!2<Vu<= Min 11.5.6 86.4 11.0 11.0 +1.20D+0.5OLr+1.60L+1.60H 2 41.68 28.00 -56.81 56.81 112.63 1.00 61.22 PhiVc/2 <Vu < Min 11.5.6 86.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 2 41.92 28.00 -58.44 58.44 125.98 1.00 61.22 PhiVc/2 <Vu < Min 11.5.6 86.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 2 42.15 28.00 -60.08 60.08 139.70 1.00 61.22 PhiVc/2 <Vu < Min 11.5.6 86.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 2 42.38 28.00 -61.71 61.71 153.80 0.94 60.67 PhiVc<Vu 1.045 88.4 13.4 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 42.61 28.00 -63.34 63.34 168.28 0.88 60.16 PhiVc<Vu . 3.186 87.9 13.4 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 42.84 28.00 -64.98 64.98 183.14 0.83 59.71 PhiVc<Vu 5.263 87.4 13.4 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 43.07 28.00 -66.61 66.61 198.38 0.78 59.32 PhiVc<Vu 7.285 87.0 13.4 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 43.31 28.00 -68.24 68.24 213.99 0.74 58.98 PhiVc<Vu ' 9.264 86.7 13.4 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 43.54 28.00 -69.88 69.88 229.98 0.71 58.67 PhiVc<Vu 11.207 86.4 13.4 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 43.77 28.00 -71.51 71.51 246.35 0.68 58.39 PhiVccVu 13.118 86.1 13.4 10.0 +1.20D+0.50Lr+1.60L+1.60H 3 44.00 28.00 84.62 84.62 263.10 0.75 58.22 PhiVc<Vu 26.405 85.9 10.5 10.0 +1.20D+0.50Lr+1.60L+1.60H 3 44.23 28.00 82.99 82.99 243.70 0.79 58.56 PhiVc<Vu 24.432 86.3 11.3 10.0 +1.20D+0.50Lr+1.60L+1.60H 3 44.46 28.00 81.36 81.36 224.67 0.84 58.95 PhiVc<Vu 22.411 86.7 12.4 10.0 +1.20D+0.5OLr+1.60L+1,60H 3 44.69 28.00 79.72 79.72 . 206.02 0.90 59.39 PhiVc<Vu 20.332 87.1 13.4 10.0 +1.20D+0.50Lr+1.60L+1.60H 3 44.93 28.00 78.09 '78.09 187.74 0.97 59.91 PhiVc<Vu 18.179 87.6 13.4 10.0 +1.20D+0.50Lr+1.60L+1.60H 3 45.16 28.00 76.46 76.46 169.85 1.00 60.14 PhiVc<Vu 16.319 87.9 13.4 10.0 +1.20D+0.50Lr+1.60L+1.60H 3 45.39 28.00 74.82 74.82' 152.33 1.00 60.14 PhiVc<Vu 14.685 87.9 13.4 10.0 +1.20D+0.5OLr+1.60L+1.60H 3 45.62 28.00 73.19 73.19 135.19 1.00 60.14 PhiVc<Vu 13.051 87.9 13.4 10.0 +1.20D+0.50Lr+1.60L+1.60H 3 45.85 28.00 71.56 71.56 118.43 1.00 60.14 PhiVccVu 11.418 87.9 13.4 10.0 +1.20D+0.50Lr+1.60L+1.60H 3 46.08 28.00 69.92 69.92 102.05 1.00 60.14 PhiVc<Vu 9.784 87.9 13.4 10.Ô +1.20D+1.60L+0.50S+1.60H 3 . 46.32 28.00 56.87 56.87 90.20 1.00 60.14 PhiVc!2<Vu<= Min 11.5.6 85.3 11.0 11.0 +1.20Di1.60L+0.50S+1.60H 3 46.55 28.00 55.24 55.24 77.22 1.00 60.14 PhiVc!2<Vu< Min 11.5.6 85.3 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 3 46.78 28.00 53.61 53.61 64.61 1,00 60.14 PhiVcI2<Vu<= Min 11.5.6 85.3 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 3 47.01. 28.00 51.97 51.97 52.39 1.00 60.14 PhiVcI2<Vu< Min 11.5.6 85.3 11.0 11.0 +1.200+1.60L+0.50S+1.60H 3 47.24 28.00 50.34 50.34 40.54 1.00 60.14 PhiVc/2 <Vu < Min 11.5.6 85.3 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 3 47.47 28.00 48.71 48.71 29.07 1.00 60.14 PhiVcI2<Vu< Min 11.5.6 85.3 11.0 11.0 +1.20D+1.60L+0.505+1.60H 3 V 47.71 28.00 47.07 47.07 17.98 1.00 60.14 PhiVc/2 <Vu <= Min 11.5.6 85.3 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 3 47.94 28.00 45.44 45.44 7.27 1.00 60.14 PhiVc/2 <Vu < Min 11.5.6 85.3 11.0 11.0 +1.20D+1.60L+0.505+1.60H 3 48.17 28.00 43.81 43.81 3.06 1.00 59.16 PhiVc/2<Vu< Min 11.5.6 ' 84.4 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 3 48.40 28.00 42.17 42.17 13.02 1.00 59.16 PhiVc/2 <Vu < Min 11.5.6 84.4 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 3 48.63 28.00 40.54 40.54 22.60 1.00 59.16 PhiVc/2 <Vu < Min 11.5.6 84.4 11.0 11.0 +1.20D+1.60L+0.505+1.60H 3 48.86 28.00 38.91 38.91 31.79 1.00 59.16 PhiVc!2<Vu<= Min 11.5.6 84.4 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 3 49.09 28.00 37.27 37.27 40.62 1.00 , 59.16 PhiVc/2<Vu< Min 11.5.6 84.4 11.0 1.1.0 +1.20D+1.60L+0.50S+1.60H 3 49.33 28.00 35.64 35.64 49.06 1.00 V 59.16 PhiVc/2<Vu< Min 11.5.6 84.4 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 3 49.56 28.00 34.00 34.00 57.12 1.00 59.16 PhiVc/2<Vu< Min 11.5.6 84.4 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 3 49.79 28.00 32.37 32.37 64.81 . 1.00 59.16 PhiVc/2 <Vu < Min 11.5.6 84.4 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 3 50.02 28.00 30.74 30.74 72.11 0.99 59.13 PhiVc/2<Vu< Min 11.5.6 84.3 11.0 11.0 +1.20D+1.60L+0.505+1.60H 3 50.25 28.00 29.10 29.10 79.04 0.86 58.22 Vu <PhiVcI2 Not Reqd 1 58.2 0.0 0.0 ....I ',rlr..1 ani in tiQ.i.l 9AU Title Block Line 1 Project Title: You can change this area Engineer: Pidi 1:35 using the Settings menu item Project Descr: and then using the Printing & Title Block selection. . B . Wile oncre e !am . - ENERCALC. INC. 1983-2016. 8ulld:6.16.1.25.Ver.6.16.t31 Description: Check Existing Concrete Beams Detailed Shear Information Span Distance d Vu (k) Mu d*Vu/Mu Phi*Vc Comment PhiVs PhiVn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.20D+1.60L+0.50S+1.60H 3 50.95 28.00 24.20 24.20 97.56 0.58 56.34 Vu <PhiVcI2 Not Reqd 1 . 56.3 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 3 51.18 28.00 22.57 22.57 102.98 0.51 55.88 Vu <PhiVcI2 Not Reqd 1 55.9 0.0 0.0 +1.20D+1.60L+0.505+1.60H 3 51.41 28.00 20.94 20.94 108.01 0.45 55.49 Vu C PhiVcI2 Not Reqd 1 55.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 3 5194 28.00 19.30 19.30 112.67 - 0.40 55.13 Vu <PhiVcI2 Not Reqd 1 55.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 3 51.87 28.00 17.67 17.67 116.95 0.35 54.82 Vu <PhiVc/2 Not Reqd 1 548 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 3 52.11 28.00 16.04 16.04 120.86 0.31 54.53 Vu cPhiVc/2 Not Reqd 1 54.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 3 52.34 28.00 14.40 14.40 124.38 0.27 54.26 Vu <PhiVcI2 Not Reqd 1 54.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 3 52.57 28.00 12.77 12.77 127.53 0.23 54.02 Vu <PhiVcI2 Not Reqd 1 54.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 3 52.80 28.00 11.13 11.13 130.29 020 53.79 Vu <PhiVcI2 Not Reqd 1 53.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 3 53.03 28.00 9.50 9.50 132.68 0.17 53.57 Vu <PhiVcI2 Not Reqd 1 53.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 3 53.26 28.00 7.87 7.87 134.70 0.14 53.36 Vu <PhiVc/2 Not Reqd 1 53.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 3 53.49 28.00 6.23 6.23 136.33 0.11 53.17 Vu <PhiVc/2 Not Reqd 1 53.2 0.0 0.0 +1.20D+1.60L+0.505+1.60H 3 53.73 28:00 4.60 4.60 137.58 0.08 52.97 Vu <PhiVcJ2 Not Reqd 1 53.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 3 53.96 28.00 2.97 2.97 138.46 0.05 52.79 Vu < PhiVc/2 Not Reqd 1 52.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 3 54.19 28.00 1.33 1.33 138.96 0.02 52.60 Vu <PhiVcI2 Not Reqd 1 52.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 3 54.42 28.00 -1.17 1.17 83.46 0.03 52.67 Vu <PhiVc/2 Not Reqd 1 52.7 0.0 0.0 +1.20D+1.60Lr+0.50L+1.60H 3 54.65 28.00 -2.25 2.25 102.03 0.05 52.79 Vu <PhiVcI2 Not Reqd 1 52.8 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 3 54.88 28.00 -3.79 3.79 139.66 0.06 52.87 Vu <PhiVcI2 Not Reqd 1 52.9 0.0 0.0 +1.20D+0.5OLr+1.60L+1.60H 3 55.12 28.00 -5.42 5.42 138.59 0.09 53.06 Vu <PhiVc/2 Not Reqd 1 53.1 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 3 55.35 28.00 -7.06 7.06 137.15 0.12 53.26 Vu <PhiVc!2 Not Reqd 1 53.3 0.0 0.0 +1.20D+0.5OLr+1.60L+1.60H 3 55.58 28.00 -8.69 8.69 135.33 0.15 53.46 Vu <PhiVc!2 Not Reqd 1 53.5 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 3 55.81 28.00 -10.32 10.32 133.12 0.18 53.66 Vu <PhiVc!2 Not Reqd 1 53.7 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 3 56.04 28.00 -11.96 11.96 130.54 0.21 53.88 Vu <PhiVcI2 Not Reqd 1 53.9 0.0 0.0 +1.20D+0.5OLr+1.60L+1.60H 3 56.27 28.00 -13.59 13.59 127.59 0.25 54.12 Vu <PhiVcI2 Not Reqd 1 54.1 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 3 56.51 28.00 -15.22 15.22 124.25 0.29 54.37 Vu <PhiVcJ2 Not Reqd 1 54.4 0.0 0.0 +1.20D+0.5OLr+1.601+1.60H 3 56.74 28.00 -16.86 16.86 120.53 0.33 54.64 Vuc PhiVcI2 Not Reqd 1 54.6 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 3 56.97 28.00 -18.49 18.49 116.44 0.37 54.94 Vu <PhiVc/2 Not Reqd 1 54.9 0.0 0.0 +1.20D+0.5OLr+1.601+1.60H 3 57.20 28.00 -20.12 20.12 111.97 0.42 55.27 Vu <PhiVc!2 Not Reqd 1 55.3 0.0 0.0 +1.20D+0.5OLr+1.601+1.60H 3 57.43 28.00 -21.76 21.76 107.12 0.47 55.63 Vu <PhiVcI2 Not Reqd 1 55.6 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 3 57.66 28.00 -23.39 23.39 101.89 0.54 56.05 Vu <PhiVcI2 Not Reqd 1 56.0 0.0 0.0 +1.20D+0.50Lr+1.601+1.60H 3 57.89 28.00 -25.03 25.03 96.29 0.61 56.52 Vu <PhiVcI2 Not Reqd 1 56.5 0.0 0.0 +1.20D+0.5OLr+1.60L+1.60H 3 58.13 28.00 -26.66 26.66 90.30 0.69 57.07 Vu <PhiVc/2 Not Reqd 1 57.1 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 3 58.36 28.00 -28.29 28.29 83.94 0.79 57.73 Vu <PhiVcI2 Not Reqd 1 57.7 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 3 58.59 28.00 -29.93 29.93 77.20 0.90 58.52 PhiVc/2<Vu<= Min 11.5.6 83.7 11.0 11.0 +1.200+0.50Lr+1.60L+1.60H 3 58.82 28.00 -31.56 31.56 70.08 1.00 59.16 PhiVc!2<Vu< Min 11.5.6 84.4 11.0 11.0 +1.20D+0.5OLr+1.60L+1.60H 3 59.05 28.00 -33.19 33.19 62.58 1.00 59.16 PhiVc/2cVu<= Min 11.5.6 84.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 3 59.28 28.00 -34.83 34.83 54.70 1.00 59.16 PhiVc/2cVu<= Min 11.5.6 84.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 3 59.52 28.00 -36.46 36.46 46.45 1.00 59.16 PhiVc/2<Vu<= Min 11.5.6 84.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 3 59.75 28.00 -38.09 38.09 37.82 1.00 59.16 PhiVc/2Vu< Min 11.5.6 84.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 3 59.98 28.00 -39.73 39.73 28.81 1.00 59.16 PhiVc/2<Vu<= Min 11.5.6 84.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 3. 60.21 28.00 41.36 41.36 19.42 1.00 59.16 PhiVc/2cVu< Min 11.5.6 84.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 3 60.44 28.00 42.99 42.99 9.65 1.00 59.16 PhiVc/2 C Vu <= Min 11.5.6 84.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 3 60.67 28.00 44.63 44.63 0.50 1.00 60.14 PhiVcI2 <Vu < Min 11.5.6 85.3 11.0 11.0 +1.200+0.50Lr+1.60L+1.60H 3 60.91 28.00 46.26 46.26 11.02 1.00 60.14 PhiVc/2 <Vu < Min 11.5.6 85.3 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 3 61.14 28.00 47.90 47.90 21.92 1.00 60.14 PhiVcI2<Vu<= Min 11.5.6 85.3 11.0 11.0 +1.20D+0.5OLr+1.60L+1.60H 3 61.37 28.00 49.53 49.53 33.20 1.00 60.14 PhiVc/2 <Vu < Min 11.5.6 85.3 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 3 61.60 28.00 -51.16 51.16 44.86 1.00 60.14 PhiVc/2 <Vu < Min 11.5.6 85.3 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 3 61.83 28.00 -52.80 52.80 56.90 1.00 60.14 PhiVc/2 <Vu < Min 11.5.6 85.3 11.0 11.0 +1.200+0.50Lr+1.60L+1.60H 3 62.06 28.00 -54.43 54.43 69.32 1.00 60.14 PhiVc!2<Vu<= Min 11.5.6 85.3 11.0 11.0 +1.20D+0.5OLr+1.60L+1.60H 3 62.29 28.00 -56.06 56.06 82.11 1.00 60.14 PhiVcI2<Vu< Min 11.5.6 85.3 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 3 62.53 28.00 -57.70 57.70 95.28 1.00 60.14 PhiVc/2 <Vu <= Min 11.5.6 85.3 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 3 62.76 28.00 -59.33 59.33 108.83 1.00 60.14 PhiVc12<Vu<= Min 11.5.6 85.3 11.0 11.0 .1 wn4n Rni ,..a ani .1.1 anu Title Block Line 1 Project Title: You can change this area Engineer: PQidcR 10:35 using the Settings' menu item Project Descr: and then using the Printing & Title Block selection. c t B . File C.-1WOCKAN-1ENGINE-1tfrarning.ec6 oncree earn ENERCALC, INC. 1983-2016, Build:6.16.1.25,Ver.6.16.1.31 Description: Check Existing Concrete Beams Detailed Shear .lnformatiofl Span Distance d' Vu (k) Mu dVu/Mu PhiVc Comment PhiVs PhiVn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ti) (k) (k) (k) Req'd Suggest +1.20D+0.50Lr+1.60L+1.60H 3 63.45 28.00 -64.23 64.23 151.75 0.99 60.04 PhiVc<Vu 4.189 90.8 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 3 63.68 28.00 -65.86 65.86 166.82 0.92 59.53 PhiVc<Vu 6.332 90.3 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 3 63.92 28.00 -67.50 67.50 182.26 0.86 59.09 PhiVc<Vu 8.405 89.9 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 3 64.15 28.00 -69.13 69.13 198.08 0.81 58.71 PhiVc<Vu .10.421 89.5 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 3 6438 28.00 -70.77 70.77 214.28 0.77 58.37 PhiVc<Vu 12.392 89.2 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 3 64.61 28.00 -72.40 72.40 230.86 0.73 58.08 PhiVc <Vu 14.324 88.9 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 3 64.84 28.00 -74.03 74.03 247.81 0.70 57.81 PhiVc<Vu 16.224 88.6 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 3 65.07 28.00 -75.67 75.67 265.14 0.67 57.57 PhiVc<Vu 18.097 88.4 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 3 65.31 28.00 -77.30 77.30 282.86 0.64 57.35 PhiVc<Vu 19.948 88.2 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 3 65.54 28.00 -78.93 78.93 300.95 0.61 57.15 PhiVc<Vu 21.778 88.0 12.7 9.0 +1.20D+0.50Lr+1.60L+1.60H 3 65.77 28.00 -80.57 80.57 319.41 0.59 56.97 PhiVc<Vu 23.592 87.8 11.7 9.0 +1.20D+0.50Lr+1.60L+1.60H 4 66.00 27.00 88.80 88.80 338.26 0.59 59.22 PhiVccVu 29.588 88.9 9.0 9.0 +1.20D+0.50Lr+1.60L+1.60H 4 66.22 27.00 87.28 87.28 319.26 0.62 59.57 PhiVc<Vu 27.709 89.3 9.6 9.0 +1.20D+0.50Lr+1.60L+1.60H 4 66.43 27.00 85.76 85.76 300.59 0.64 59.96 PhiVc<Vu 25.795 89.7 10.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 4 66.65 27.00 84.24 84.24 282.25 0.67 60.40 PhiVc<Vu 23.840 90.1 11.2 9.0 +1.20D+0.50Lr+1.60L+1.60H 4 66.86 27.00 82.72 82.72 264.24 0.70 60.88 PhiVc<Vu 21.838 90.6 12.2 9.0 +1.20D+0.50Lr+1.60L+1.60H 4 67.08 27.00 81.19 81.19 246.55 0.74 61.41 PhiVc<Vu 19.780 91.1 13.4 9.0 +1.20D+0.5OLr+1.60L+1.60H 4 67.29 27.00 79.67 79.67 229.20 0.78 62.02 PhiVc<Vu 17.656 91.7 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 4 67.51 27.00 78.15 78.15 212.17 0.83 62.70 PhiVc<Vu 15.452 92.4 13.4 9.0 +1.200+0.50Lr+1.60L+1.60H 4 67.73 27.00 76.63 76.63 195.47 0.88 63.48 PhiVc<Vu 13.150 93.2 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 4 67.94 27.00 75.10 75.10 179.10 0.94 64.38 PhiVc<Vu 10.728 94.1 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 4 68.16 27.00 73.58 73.58 163.05 1.00 65.20 PhiVc<Vu 8.381 94.9 13.4 9.0 +1.200+0.50Lr+1.60L+1.60H 4 68.37 27.00 72.06 72.06 147.34 1.00 65.20 PhiVc<Vu 6.858 94.9 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 4 68.59 27.00 70.54 70.54 131.95 1.00 65.20 . PhiVc<Vu 5.336 94.9 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 4 68.81 27.00 69.02 69.02 116.90 1.00 65.20 PhiVc<Vu 3.814 94.9 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 4 69.02 27.00 67.49 67.49 102.17 1.00 65.20 PhiVc<Vu 2.292 94.9 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 4 69.24 27.00 65.97 65.97 87.77 1.00 65.20 PhiVc<Vu 0.7696 94.9 13.4 9.0 +1.20D+0.50Lr+1.60L+1.60H 4 69.45 27.00 64.45 64.45 73.70 1.00 65.20 PhiVc/2 <Vu < Min 11.5.6 89.5 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 69.67 27.00 62.93 62.93 59.95 1.00 65.20 PhiVc/2 <Vu < Min 11.5.6 89.5' 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 69.88 27.00 61.40 61.40 46.54 1.00 65.20 PhiVc/2 <Vu < M. in 11.5.6 89.5 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H. 4 70.10 27.00 59.88 59.88 33.45 1.00 65.20 PhiVcI2 <Vu < Min 11.5.6 89.5 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 70.32 27.00 58.36 58.36 20.70 1.00 65.20 PhiVc/2 <Vu < Min11.5.6 89.5 . 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 70.53 27.00 56.84 56.84 8.27 1.00 65.20 PhiVcI2 <Vu <= .Min 11.5.6 89.5 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 70.75 28.00 55.32 55.32 3.83 1.00 62.05 PhiVc/2 <Vu < kn 11.5.6 . 87.2 11.0 11.0 +1.200+0.50Lr+1.60L+1.60H 4 70.96 28.00 53.79 53.79 15.61 1.00 62.05 PhiVc/2<Vu<= Min 11.5.6 87.2 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60)-I 4 71.18 28.00 52.27 52.27 27.05 1.00 62.05 PhiVc/2 <Vu < Min, 11.5.6 87.2 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 71.39 28.00 50.75 50.75 38.17 1.00 62.05 PhiVc/2<Vu< Min 11.5.6 87.2 11.0 11.0 +1.20D+0.5OLr+1.60L+1.60H 4 71.61 28.00 49.23 49.23 48.95 1.00 62.05 PhiVc/2<Vu< Min 11.5.6 87.2 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 71.83 28.00 47.71 47.71 59.41 1.00 62.05 PhiVc!2<Vu< Mir.11.5.6 87.2 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 72.04 28.00 46.18 46.18 69.54 1.00 62.05 PhiVcI2<Vu< Min 11.5.6 87.2 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 72.26 28.00 44.66 44.66 79.34 1.00 62.05 PhiVc/2<Vuc Min 11.5.6 87.2 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 72.47 28.00 43.14 43.14 88.82 1.00 62.05 PhiVc/2Vu<= Min 11.5.6 87.2 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 72.69 28.00 41.62 41.62 97.96 0.99 61.97 PhiVc/2 <Vu < Min 11.5.6 87.2 11.0 11.0 +1.200+0.50Lr+1.60L+1.60H 4 72.91 28.00 40.09 40.09 106.78 0.88 60.86 PhiVc/2< Vu < Min 11.5.6 86.1 11.0 11.0 +1.20D+0.5OLr+1.60L+1.60H 4 73.12 28.00 38.57 38.57 115.27 0.78 59.95 PhiVc/2 <Vu < Min 11.5.6 85.1 11.0 11.0 +1.200+0.50Lr+1.60L+1.60H 4 73.34 28.00 37.05 37.05 123.42 0.70 59.17 PhiVc/2<Vu< Min 11.5.6 84.4 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 73.55 28.00 35.53 35.53 131.26 0.63 58.51 PhiVc/2 <Vu < Min 11.5.6 83.7 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 73.77 28.00 34.01 34.01 138.76 0.57 57.94 PhiVcI2 <Vu <= Min 11.5.6 83.1 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 73.98 28.00 32.48 32.48 145.93 0.52 57.44 PhiVc/2 <Vu < Min 11.5.6 82.6 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 74.20 28.00 30.96 30.96 152.78 0.47 56.99 PhiVc/2<Vu< Min 11.5.6 82.2 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 74.42 28.00 29.44 29.44 159.29 0.43 56.59 PhiVc/2<Vu< Min 11.5.6 81.8 11.0 11.0 +1.20D+0.50Lr+1.60L+1.60H 4 74.63 28.00 27.92 27.92 165.48 0.39 56.23 Vu <PhVd2 Not Reqd 1 56.2 0.0 0.0 nl ..j•l RAI ...l CAU Title Block Line I Project Title: You can change this area Engineer: Pidi 1:35 using the Settings" menu item Project Descr: and then using the Printing & Title Block" selection. Concrete B rn . File C:1AESPR0JECTS12017PR-1tWOCKAN-1tENGINE-lWraming.ec6 III oncree _ea ENERCALC. INC. 1983.2016. Build:6.16.1.25. Description: Check Existing Concrete Beams Detailed Shear Information Span Distance 'd' Vu (k) Mu dVu!Mu PhiVc Comment PhiVs PhiVn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.20D+0.50Lr+1.60L+1.60H 4 75.28 28.00 23.35 23.35 182.08 0.30 55.32 Vu' PhiVcI2 Not Reqd 1 55.3 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 4 75.49 28.00 21.83 21.83 186.95 0.27 55.07 Vu 'PhiVc!2 Not Reqd 1 55.1 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 4 75.71 28.00 20.31 20.31 191.50 0.25 54.83 Vu 'PhiVc!2 Not Reqd 1 54.8 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 4 75.93 28.00 18.78 18.78 195.71 0.22 54.60 Vu 'PhiVc!2 Not Reqd 1 54.6 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 4 76.14 28.00 17.26 17.26 199.60 0.20 54.39 Vu 'PhiVcI2 Not Reqd 1 54.4 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 4 76.36 28.00 15.74 15.74 203.16 0.18 54.19 Vu' PhiVc!2 Not Reqd 1 54.2 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 4 76.57 28.00 14.22 14.22 206.40 0.16 53.99 Vu < PhiVcI2 Not Reqd 1 54.0 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 4 76.79 28.00 12.70 12.70 209.30 0.14 53.81 Vu <PhiVcI2 Not Reqd 1 53.8 0.0 0.0 +1.20D+0.5OLr+1.60L+1.60H 4 77.01 28.00 11.17 11.17 211.88 0.12 53.63 Vu'PhiVc/2 Not Reqdl 53.6 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 4 77.22 28.00 9.65 9.65 214.12 0.11 53.46 Vu 'PhiVcI2 Not Reqd 1 53.5 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 4 77.44 28.00 8.13 8.13 216.04 0.09 53.29 Vu < PhiVcI2 Not Reqd.1 53.3 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 4 77.65 28.00 6.61 6.61 217.63 0.07 53.13 Vu < PhiVc!2 Not Reqd 1 53.1 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 4 77.87 28.00 5.08 5.08 218.89 0.05 52.97 Vu < PhiVc!2 Not Reqd 1 53.0 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 4 78.08 28.00 3.56 3.56 219.82 0.04 52.81 Vu <PhiVcI2 Not Reqd 1 52.8 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 4 78.30 28.00 2.04 2.04 220.43 0.02 52.66 Vu<PhiVc!2 Not Reqd 1 52.7 0.0 0.0 +1.200+1.60Lr+0.50L+1.60H 4 78.52 28.00 0.52 0.52 150.90 0.01 52.53 Vu 'PhiVci2 Not Reqd 1 52.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 4 78.73 28.00 -1.05 1.05 221.03 0.01 52.56 Vu 'PhiVcI2 Not Reqd 1 52.6 0.0 0.0 +1.200+1.60L+0.505+1.60H 4 78.95 28.00 -2.58 2.58 220.64 0.03 52.71 Vu <PhiVcI2 Not Reqd 1 52.7 0.0 0.0 +1.20D+1.60L+0.505+1.60H 4 79.16 28.00 -4.10 4.10 219.92 0.04 52.87 Vu'PhiVc!2 Not Reqd 1 52.9 0.0 0.0 +1.20D+1.60L+0.505+1.60H 4 79.38 28.00 -5.62 5.62 218.87 0.06 53.03 Vu' PhiVcI2 Not Reqd 1 53.0 0.0 0.0 +1.200+1.60L+0.505+1.60H 4 79.59 28.00 -7.14 7.14 217.49 0.08 53.19 Vu' PhiVc!2 Not Reqd 1 53.2 0.0 0.0 +1.200+1.60L+0.505+1.60H 4 79.81 28.00 -8.66 8.66 215.79 0.09 53.35 Vu' PhiVc!2 Not Reqd 1 53.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 4 80.03 28.00 -10.19 10.19 213.75 0.11 53.52 Vu'PhiVc!2 Not Reqd l 53.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 4 80.24 28.00 -11.71 11.71 211.39 0.13 53.69 Vu 'PhiVcI2 Not Reqd 1 53.7 0.0 0.0 +1.200+1.60L+0.505+1.60H 4 80.46 28.00 -13.23 13.23 208.70 0.15 53.87 Vu' PhiVcI2 Not Reqd 1 53.9 0.0 0.0 +1.200+1.60L+0.50S+1.60H 4 80.67 28.00 -14.75 14.75 205.68 0.17 54.06 Vu <PhiVcI2 Not Reqd 1 54.1 0.0 0.0 +1.200+1.60L+0.505+1.60H 4 80.89 28.00 -16.27 16.27 202.33 0.19 54.25 Vu 'PhiVc!2 Not Reqd 1 54.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H 4 81.11 28.00 -17.80 17.80 198.66 0.21 54.46 Vu 'PhiVcI2 Not Reqd 1 54.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H 4 81.32 28.00 -19.32 19.32 194.65 0.23 54.67 Vu 'PhiVcI2 Not Reqd 1 54.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 4 81.54 28.00 -20.84 20.84 190.32 0.26 54.90 Vu 'PhiVc!2 Not Reqd 1 54.9 0.0 0.0 +1.20D+1.60L+0.5OS+1.60H 4 81.75 28.00 -22.36 22.36 185.66 0.28 55.15 Vu <PhiVcI2 Not Reqd 1 55.1 0.0 0.0 +1.20D+1.60L+0.505+1.60H 4 81.97 28.00 -23.89 23.89 180.67 0.31 55.41 Vu <PhiVcI2 Not Reqd 1 55.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 4 82.18 28.00 -25.41 25.41 175.35 0.34 55.70 Vu <PhiVc!2 Not Reqd 1 . 55.7 0.0 0.0 +1.20D+1.60L+0.505+1.60H 4 82.40 28.00 -26.93 26.93 169.70 0.37 56.00 Vu' PhiVc!2 Not Reqd 1 56.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 4 82.62 28.00 -28.45 28.45 163.73 0.41 56.34 PhiVcI2 <Vu ' Min 11.5.6 81.5 11.0 11.0 +1.20D+1.60L+0.505+1.60H 4 82.83 28.00 -29.97 29.97 157.42 0.44 56.72 PhiVc/2 <Vu <= Min 11.5.6 81.9 11.0 11.0 +1.20D+1.60L+0.505+1.60H 4 83.05 28.00 -31.50 31.50 150.79 0.49 57.13 PhiVcI2 'Vu <= Min 11.5.6 82.3 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 4 83.26 28.00 -33.02 33.02 143.83 0.54 57.59 PhiVc/2Vu<: Min 11.5.6 82.8 11.0 11.0 +1.20D+1.60L+0.505+1.60H 4 83.48 28.00 -34.54 34.54 136.54 0.59 58.12 PhiVc/2'Vu< Min 11.5.6 83.3 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 4 83.69 28.00 -36.06 36.06 128.92 0.65 58.72 PhiVc/2'Vu< Min 11.5.6 83.9 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 4 83.91 28.00 -37.59 37.59 120.98 0.72 59.41 PhiVc/2'Vu<= Min 11.5.6 84.6 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 4 84.13 28.00 -39.11 39.11 112.70 0.81 60.22 PhiVc/2'Vu<= Min 11.5.6 85.4 11.0 11.0 +1.200+1.60L+0.50S+1.60H 4 84.34 28.00 -40.63 40.63 104.10 0.91 61.19 PhiVc/2<Vu< Min 11.5.6 86.4 11.0 11.0 +1.20D+1.60L+0.50S+1.60H 4 84.56 28.00 -42.15 42.15 95.17 1.00 62.05 PhiVcI2'Vu<= Min 11.5.6 87.2 11.0 11.0 +1.20D#1.60L+0.505+1.60H 4 84.77 28.00 -43.67 43.67 85.91 1.00 62.05 PhiVc!2 'Vu ' Min 11.5.6 87.2 11.0 11.0 +1.20D+1.60L+0.505+1.60H 4 8499 28.00 -45.20 45.20 76.32 1.00 62.05 PhiVc!2 <Vu ' Min 11.5.6 87.2 11.0 11.0 +1.20D+1.60L+0.505+1.60H 4 85.21 28.00 -46.72 46.72 66.40 1.00 62.05 PhiVcI2 <Vu '= Min 11.5.6 87.2 11.0 11.0 +1.20D+1.60L+0.505+1.60H 4 85.42 28.00 -48.24 48.24 56.15 1.00 62.05 PhiVcI2 <Vu ' Min 11.5.6 87.2 11.0 11.0 +1.20D+1.60L+0.505+1.60H 4 85.64 28.00 -49.76 49.76 45.58 1.00 62.05 PhiVc!2<Vu'= Min 11.5.6 87.2 11.0 11.0 +1.200+1.60L+0.50S+1.60H 4 85.85 28.00 -51.28 51.28 34.68 1.00 62.05 PhiVcI2<Vu<= Min 11.5.6 87.2 11.0 11.0 +1.200+1.60L+0.50S+1.60H 4 86.07 28.00 -52.81 52.81 23.45 1.00 62.05 PhiVcI2 <Vu < Min 11.5.6 87.2 11.0 11.0 +1.20D+1.60L+0.505+1.60H 4 86.28 28.00 -54.33 54.33 11.89 1.00 62.05 PhiVc/2<Vu<= Min 11.5.6 87.2 11.0 11.0 ...l )nr.i ani ...n rne&4 ar%u Page 14 of 35 Wokcano Carlsbad Date: 10-18-2017 Check Existing Floor Joists Existing concrete joists at 3.0 ft o.c. w/ 2-1/2" thick concrete slab Misc. Wmisc: 10.0 psf. Floor live load LL0 := 100 psf. Tributary width B:=3.0 ft. Span of beam L:=30.0 ft. WDL := Wmisc B WDL = 30 plf. WLL := LL0. B WLL = 300 plf. Load due to canopy framing at floor joists := 3.385 kip.. PL:=2.74 kip. PE := 3.0 kip. See attached Enercalc results for checking Exist. concrete floor joist J-66 5.5"x21.5" Title Block Line I Project Title: You can change this area Engineer: Poith 0:35 using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Punted: 18 OCT 2017, 10:22PM Concrete Beam File C:AEStPROJECTS2017PR-1WOCKAN--l\ENGlNE-1lframing.ec6 I ENERCAIC, INC. 1983-2016, Bulld:6.16.1.25, Ver.6.16.1.31 Description: Floor Joists CODE REFERENCES 1 Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Fd in & Reinforcing Ditails Tee Section, Stem Width = 5.50 in, Total Height = 20.50 in, Top Flange Width = 36.0 in, Flange Thickness = 2.50 in Span #1 Reinforcing.... 246 at 1.50 in from Bottom, from 0.0 to 30.0 ft in this span 249 at 2.0 in from Top, from 0.0 to 9.0 ft in this span 247 at 2.0 in from Top, from 21.0 to 30.0 ft in this span Span #2 Reinforcing.... 147 at 1.50 in from Bottom, from 0.0 to 30.0 ft in this span 148 at 1.50 in from Bottom, from 0.0 to 30.0 ft in this span 246 at 2.0 in from Top, from 22.50 to 30.0 ft in this span 247 at 2.0 in from Top, from 0.0 to 9.0 ft in this span rAliid Lids . .] Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Uniform Load: D = 0.030, L = 0.30 k/ft, Tributary Width = 1.0 ft Point Load: 0 = 3.385, L = 2.740, E = 3.0k 1.50 ft SS MI J~IUM Load for Span Number 2 E THAN THE N Uniform Load: D =0.030, L = 0.30 k/ft, Tributary Width = 1.0 ft ________ BUT THE DCR OS OK ri,i,iiiquA v I I Maximum Bending Stress Ratio = 0.936 r Maximum I Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Ratio = 0<360 0<360 Mu: Applied -86.901 k-ft Max Upward Transient Deflection 0.000 in Ratio = Mn * Phi : Allowable 92.830 k-ft Max Downward Total Deflection 0.685 in Ratio = 525 I Max Upward Total Deflection 3623 I -0.099 in Ratio = I Load Combinati6i1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (LL) I Location of maximum on span 0.000ft I Span # where maximum occurs Span #2 r Véiti Reactions . Support notation : Far left is #1 Load Combination Support I Support 2 Support 3 Overall MAXimum 12.084 19.518 6.528 Overall MINimum -0.660 0.225 -0.037 +D+H 5.716 8.388 2.500 +D+L+H, LL Comb Run (L) . 5.244 13.832 6.528 +D+L+H. LL Comb Run (1-1 12.084 14.494 1.765 Title Block Line I Project Title: You can change this area Engineer: Pid& lt35 using the "Settings menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Pinted: 18 OCT 2017, 1022PM Concrete Beam . . - - . . File . ENERCALC, INC. 1902016, Build:6.16.1.25, Ver.6.16.1.31 Description: Floor Joists ViI.Riiions. . :.. - Support notation : Far left is #1 Load Combination Support I Support 2 Support 3 +D+Lr+H, LL Comb Run (L") 5.716 8.388 2.500 +D+Lr+H, LL Comb Run (LL) 5.716 8388 2.500 +D+S+H 5.716 8.388 2.500 +D+0.750Lr+0.750L+H, LL Comb Run C 5.374 12.446 5.534 +D+0.750Lr+0.750L+H, LL Comb Run (1-I0.496 12.960 1.953 +D+0.750Lr+0.750L+H, LL Comb Run (1-10.340 16.647 5.172 +D+0.750L+0.750S+H, LL Comb Run CL 5.374 12.446 5.534 +D+0.750L+0.7505+H, LL Comb Run (1.I0.496 12.960 1.953 +D+0.750L+0.7505+H, LL Comb Run (LL10.340 16.647 5.172 +D+0.60W+H 5.716 8.388 2.500 +D+0.70E+H 7.697 8.520 2.487 +D+0.750Lr+0.750L+0.450W+H, LL Com5.374 12.446 5.534 +D+0.750Lr+0.750L+0.450W+H, LL Cord 0.496 12.960 1.953 +D+0.750Lr+0.750L+0.450W+H, LL Cord 0.340 16.647 5.172 +D+0.750L+0.750S+0.450W+H, LL Coml5.374 12.446 5.534 +D+0.750L+0.750S+0.450W+H, LL Comt0.496 12.960 1.953 +D+0.750L+0.750S+0.450W+H, LL Comt0.340 16.647 5.172 +D+0.750L+0.750S+0.5250E+H, LL Corr 6.866 12.533 5.529 +D+0350L+0.750S+0.5250E+H, LL Con11.962 13.098 1.923 +D+0.750L+0.750S+0.5250E+H, LL Cord l.806 16.786 5.142 +0.60D+0.60W+0.60H 3.391 5.109 1.462 +0.60D+0.70E+0.60H 5.360 5.267 1.436 D Only 5.716 8.388 2.500 Lr Only, LL Comb Run ('L) Lr Only, LL Comb Run (L*) Lr Only, LL Comb Run (LL) L Only, LL Comb Run ("L) -0.660 5.820 3.840 L Only, LL Comb Run (L") 6.307 6.229 -0.796 L Only, LL Comb Run (LL) 6.142 11.059 3.539 S Only WOnly E Only 2.813 0.225 -0.037 H Only Between 0.00 to 6.12 ft, PhiVc/2 <Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use stirrups spaced at 9.000 in Between 6.24 to 16.16 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Between 16.29 to 42.98 ft, PhiVc/2 <Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use stirrups spaced at 9.000 in Between 43.10 to 53.27 ft. Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Between 53.39 to 59.88 II, PhiVc/2 <Vu <= PhiVc, Reqd Vs = Min 11.4.6.1, use stirrups spaced at 9.000 in Load Combination Location (ft) Bending stress Results (K-It) Segment Length Span # in Span Mu: Max Phi"Mnx Stress Ratio MAXimum BENDING Envelope Span #1 1 30.000 -85.13 92.42 0.92 Span #2 2 30.000 -86.90 92.83 0.94 +1.40D+1.60H Span #1 1 30.000 -35.73 92.42 0.39 Span #2 2 30.000 -36.47 92.83 0.39 +1.20D+0.50Lr+1.60L+1.60H, LL Comb Span #1 1 30.000 -57.52 92.42 0.62 Span #2 2 30.000 -58.26 92.83 0.63 +1.20D+0.50Lr+1.60L+1.60H, LL Comb Span #1 1 30.000 64.06 74.10 0.86 Span #2 2 30.000 -59.90 92.83 0.65 +1.20D+0.5OLr+1.60L+1.60H, LL Comb Span #1 1 30.000 -85.13 92.42 0.92 Span #2 2 30.000 -86.90 92.83 0.94 +1.20D+1.60L+0.50S+1.60H, LL Comb F Span #1 1 30.000 -57.52 92.42 0.62 Span #2 2 30.000 -58.26 92.83 0.63 +1.20D+1.60L+0.505+1.60H, LL Comb F Span #1 1 30.000 64.06 74.10 0.86 Title Block Line I You can change this area using the Settings° menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project Descr: Pejo Ig:35 Description: Floor Joists Load Combination Location (ft) Bending Stress Results (k-ft) Segment Length Span # in Span MU: Max PhiMnx Stress Ratio Span #1 1 30.000 -85.13 92.42 0.92 Span #2 2 30.000 -86.90 92.83 0.94 +1.20D+1.60Lr+0.50L+1.60H, LL Comb Span #1 1 30.000 -39.03 92.42 0.42 Span #2 2 30.000 -39.70 92.83 0.43 +1.200+1.60Lr+0.50L+1.60H, LL Comb Span #1 1 30.000 33.72 74.10 0.46 Span #2 2 30.000 -40.21 92.83 0.43 +1.20D+1.6OLr+0.50L+1.60H, LL Comb Span #1 1 30.000 -47.66 92.42 0.52 Span #2 2 30.000 -48.65 92.83 0.52 +1.20D+1.6OLr+0.50W+1.60H LL Comb Span #1 . 1 30.000 -30.63 92.42 0.33 Span #2 2 30.000 -31.26 92.83 0.34 +1.20D+1.60Lr+0.50W+1.60H, LL Comb Span #1 1 30.000 -30.63 92.42 0.33 Span #2 2 30.000 -31.26 92.83 0.34 +1.20D+1.6OLr+0.50W+1.60H, LL Comb Span #1 1 30.000 -30.63 92.42 0.33 Span #2 2 30.000 -31.26 92.83 0.34 +1.20D+0.50L+1.60S+1.60H, LL Comb F Span #1 1 30.000 -39.03 92.42 0.42 Span #2 2 30.000 -39.70 92.83 0.43 +1.20D+0.50L+1.60S+1.60H, LL Comb F Span #1 1 . 30.000 33.72 74.10 0.46 Span #2 2 30.000 40.21 92.83 0.43 +1.20D+0.50L+1.605+1.60H, LL Comb F Span #1 1 30.000 -47.66 92.42 0.52 Span #2 2 30.000 48.65 92.83 0.52 +1.200+1.60S+0.50W+1.60H Span #1 1 30.000 -30.63 92.42 0.33 Span #2 2 30.000 -31.26 92.83 0.34 +1.20D+0.50Lr+0.50L+W+1.60H, LL Con Span #1 1 30.000 -39.03 92.42 0.42 Span #2 2 30.000 -39.70 92.83 0.43 +1.20D+0.50Lr+0.50L+W+1.60H, LL Con Span #1 1 30.000 33.72 74.10 0.46 Span #2 2 30.000 40.21 92.83 0.43 +1.20D+0.50Lr+0.50L+W+1.60H, LL Con Span #1 1 30.000 47.66 92.42 0.52 Span #2 2 30.000 -48.65 92.83 0.52 +1.200+0.50L+0.50S+W+1.60H, LL Corr Span #1 1 30.000 -39.03 92.42 0.42 Span #2 2 30.000 -39.70 92.83 0.43 +1.20D+0.50L+0.50S+W+1.60H, LL Corr Span #1 1 30.000 33.72 74.10 0.46 Span #2 2 30.000 40.21 92.83 0.43 +1.20D+0.50L+0.50S+W+1.60H, LL Corr Span #1 1 30.000 -47.66 92.42 0.52 Span #2 2 30.000 48.65 92.83 0.52 +1.20D+0.50L+0.20S+E+1.60H, LL Comi Span#1 . 1 30.000 40.13 92.42 0.43 Span #2 2 30.000 40.82 92.83 0.44 +1.20D+0.50L+0.205+E+1.60H, LL Comi Span #1 1 30.000 36.18 74.10 0.49 Span #2 2 30.000 41.33 92.83 0.45 +1.20D+0.50L+0.205+E+1.60H, LL Comi Span #1 1 30.000 48.76 92.42 0.53 Span #2 2 30.000 -49.77 92.83 0.54 +0.90D+W+0.90H Span #1 1 30.000 -22.97 92.42 0.25 Span #2 2 ' 30.000 -23.45 92.83 0.25 +0.90D+E+0.90H Span #1 1 30.000 -24.07 92.42 0.26 Span #2 2 30.000 -24.57 92.83 0.26 FOiiall ..: Title Block Line I Project Title: You can change this area Engineer: PJth I:35 using the Settings' menu item Project Descr: and then using the Printing & Title Block selection. CO File oncre e cain ENERCAIC. INC. 1983-2016. Build:6.16.1.25. Ver.6.16.1.31 Description: Floor Joists Overall Maximum Deflections Load Combination Span Max. -" Defi Location in Span Load Combination Max. °+ Defi Location in Span +D+L+H, LL Comb Run (L) 2 0.4437 16.714 +D+L+H, LL Comb Run (L) -0.0356 1.286 rDitiulid Shear, lnfaiijion Span Distance d Vu (k) Mu dVu/Mu PhiVc Comment PhiVs PhiVn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-It) (k) (k) (k) Reqd Suggest +1.20D+1.60L+0.505+1.60H, I 1 0.00 19.00 17.19 17.19 0.00 1.00 9.81 PhiVc<Vu 7.386 23.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H,1 1 0.12 19.00 17.10 17.10 2.10 1.00 9.81 PhiVc<Vu 7.295 23.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H,l 1 0.24 19.00 17.01 17.01 4.19 1.00 9.81 PhiVc<Vu 7.204 23.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 0.37 19.00 16.92 16.92 6.27 1.00 9.81 PhiVc<Vu 7.113 23.7 9.5 9.0 +1.20D+1.60L+O.505+1.60H1 1 0.49 19.00 16.83 16.83 8.33 1.00 9.81 PhiVc<Vu 7.022 23.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 0.61 19.00 16.74 16.74 10.39 1.00 9.81 Phi* <Vu 6.931 23.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H,1 1 0.73 19.00 16.65 16.65 12.43 1.00 9.81 PhiVccVu 6.839 23.7 9.5 9.0 +1.200+1.60L+0.505+1.60H, I 1 0.86 19.00 16.55 16.55 14.46 1.00 9.81 PhiVc<Vu 6.748 23.7 9.5 9.0 +1.200+1.60L+0.505+1.60ft1 1 0.98 19.00 16.46 16.46 16.48 1.00 9.81 PhiVc<Vu 6.657 23.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H,I 1 1.10 19.00 16.37 16.37 18.49 1.00 9.81 PhiVc<Vu 6.566 23.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H,1 1 1.22 19.00 16.28 16.28 20.49 1.00 9.81 PhiVccVu 6.475 23.7 9.5 9.0 +1.200+1.60L+0.505+1.60H,I 1 1.35 19.00 16.19 16.19 22.48 1.00 9.81 PhiVc<Vu 6.384 23.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H,1 1 1.47 19.00 16.10 16.10 24.46 1.00 9.81 PhiVccVu 6.293 23.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 1.59 19.00 7.56 7.56 25.65 0.47 8.93 PhiVcI2 <Vu <= Min 11.4.6 22.9 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 1.71 19.00 7.47 7.47 26.57 0.45 8.89 PhiVc/2 <Vu < Min 11.4.6 22.8 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 1.84 19.00 7.38 7.38 27.48 0.43 8.86 PhiVc/2 <Vu <= Min 11.4.6 22.8 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 1.96 19.00 7.29 7.29 28.38 0.41 8.83 PhiVc/2 <Vu <= Min 11.4.6 22.8 9.5 9.0 +1.20D+1.60L+0.505+1.60H, 1 2.08 19.00 7.20 7.20 29.26 0.39 8.80 PhiVc/2 <Vu <= Mm 11.4.6 22.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 2.20 19.00 7.11 7.11 30.14 0.37 8.77 PhiVc/2 <Vu <= Min 11.4.6 22.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H I 1 2.33 19.00 7.01 7.01 31.00 0.36 8.75 PhiVc/2 <Vu <= Min 11.4.6 22.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 2.45 19.00 6.92 6.92 31.86 0.34 8.72 PhiVc/2 <Vu < Min 11.4.6 22.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 2.57 19.00 6.83 6.83 32.70 0.33 8.70 PhiVc/2 <Vu <= Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+O.505+1.60H, I 1 2.69 19.00 6.74 6.74 33.53 0.32 8.68 PhiVcI2 <Vu < Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 2.82 19.00 6.65 6.65 34.35 0.31 8.66 PhiVc/2 <Vu < Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+0.5OS+1.60H I 1 2.94 19.00 6.56 6.56 35.16 0.30 8.64 PhiVc/2 <Vu <= Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 3.06 19.00 6.47 6.47 35.96 0.28 8.63 PhiVc/2 <Vu < Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+0.50S+1.60H I 1 3.18 19.00 6.38 6.38 36.74 0.27 8.61 PhiVc/2 <Vu < Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 3.31 19.00 6.29 6.29 37.52 0.27 8.59 PhiVcI2 <Vu < Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 3.43 19.00 6.19 6.19 38.28 0.26 8.58 PhiVc/2 <Vu <= Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.505+1.60H,I 1 3.55 19.00 6.10 6.10 39.03 0.25 8.56 PhiVc/2<Vu< Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 3.67 19.00 6.01 6.01 39.78 0.24 8.55 PhiVc/2 <Vu < Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 3.80 19.00 5.92 5.92 40.51 0.23 8.54 PhiVc/2 <Vu <= Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 3.92 19.00 5.83 5.83 41.23 0.22 8.53 PhiVcI2 <Vu < Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.505+I.60H, I 1 4.04 19.00 5.74 5.74 41.93 0.22 8.51 PhiVc/2 <Vu < Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.505+I.60H, I 1 4.16 19.00 5.65 5.65 42.63 0.21 8.50 PhiVc/2 <Vu < Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.505+1.60H I 1 4.29 19.00 5.56 5.56 43.32 0.20 8.49 PhiVcI2 <Vu < Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, 1 1 4.41 19.00 5.47 5.47 43.99 0.20 8.48 PhiVc/2 <Vu <= Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.505+1.60H, 1 1 4.53 19.00 5.37 5.37 44.66 0.19 8.47 PhiVc/2 <Vu < Min 11.4.6 22.4 9.5 9.0 +1.20D+I.60L+0.505+1.60H I 1 4.65 19.00 5.28 5.28 45.31 0.18 8.46 PhiVc/2 <Vu <= Min 11.4.6 22.4 9.5 9.0 +1.200+I.60L+0.505+1.60H,I 1 4.78 19.00 5.19 5.19 45.95 0.18 8.45 PhiVc/2<Vuc= Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.505+1.60H,I 1 4.90 19.00 5.10 5.10 46.58 0.17 8.44 PhiVc/2<Vu< Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 5.02 19.00 5.01 5.01 47.20 0.17 8.43 PhiVc/2 <.Vu <= Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.505+1.60H,I 1 5.14 19.00 4.92 4.92 47.81 0.16 8.43 PhiVc!2<Vu< Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 5.27 19.00 4.83 4.83 48.40 0.16 8.42 PhiVc!2 <Vu < Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.505+I.60H, I 1 539 19.00 4.74 4.74 48.99 0.15 8.41 PhiVc/2 <Vu < Min 11.4.6 22.3 9.5 9.0 +I.20D+1.60L+0.50S+1.60HI 1 5.51 19.00 4.64 4.64 49.56, 0.15 8.40 PhiVcI2<Vu< Min 11.4.6 22.3 9.5 9.0 +1.20D+1.60L+O.505+1.60H, I 1 5.63 19.00 4.55 4.55 50.13 0.14 8.39 PhiVc/2 <Vu < Min 11.4.6 22.3 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 5.76 19.00 4.46 4.46 50.68 0.14 8.39 PhiVc/2 <Vu < Min 11.4.6 22.3 9.5 9.0 +1.200+1.60L+0.505+1.60ft1 1 5.88 19.00 4.37 4.37 51.22 0.14 8.38 PhiVcI2<Vu< Min 11.4.6 22.3 9.5 9.0 Title Block Line I Project Title: You can change this area Engineer: PftaidIR 19:35 using the 'settings menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Pdnted: 18 OCT 2017, 10:22PM Concrete Bean Filer C:'EStPROJEcTS12017PR-1\WOCKAN-1tENGINE-1Wraming.ec6 I ENERcALC, INC. 1983-2016,Bulld:6.16.1.25, Ve:6.16.1.31 Lic. Description: Floor Joists Detailed SheaHnformatiofl'; Span Distance 'd' Vu (k) Mu dVu!Mu PhiVc Comment PhiVs PhiVn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.20D+1.60L+0.50S+1.60H,1 1 6.12 19.00 4.19 4.19 52.27 0.13 8.37 PhiVc/2cVu<= Min 11.4.6 22.3 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 6.24 19.00 4.10 4.10 52.78 0.12 8.36 Vu <PhiVc/2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H. I 1 6.37 19.00 4.01 4.01 53.27 0.12 8.35 Vu <PhiVcI2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, 1 1 6.49 19.00 3.92 3.92 53.76 0.12 8.35 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 6.61 19.00 3.82 3.82 54.23 0.11 8.34 Vu < PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 6.73 19.00 3.73 3.73 54.69 0.11 8.33 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,I 1 6.86 19.00 3.64 3.64 55.14 0.10 8.33 Vu<PhiVcl2 Not Reqd l 8.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 1 6.98 19.00 3.55 3.55 55.59 0.10 8.32 Vu < PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, 1 1 7.10 19.00 3.46 3.46 56.01 0.10 8.32 Vu < PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 7.22 19.00 3.37 3.37 56.43 0.09 8.31 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 7.35 19.00 3.28 3.28 56.84 0.09 8.31 Vu <PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 7.47 19.00 3.19 3.19 57.24 0.09 8.30 Vu 'C PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 7.59 19.00 3.10 3.10 57.62 0.09 8.30 Vu < PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 1 7.71 19.00 3.00 3.00 57.99 0.08 8.29 Vu < PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 1 7.84 19.00 2.91 2.91 58.36 0.08 8.29 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 7.96 19.00 2.82 2.82 58.71 0.08 8.28 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 8.08 19.00 2.73 2.73 59.05 0.07 8.28 Vu 'C PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20Di1.60L+0.50S+1.60H, 1 1 8.20 19.00 2.64 2.64 59.38 0.07 8.27 Vu <PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, 1 1 8.33 19.00 2.55 2.55 59.69 0.07 8.27 Vu 'C PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H, 1 1 8.45 19.00 2.46 2.46 60.00 0.06 8.26 Vu 'C PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H, 1 1 8.57 19.00 2.37 2.37 60.30 0.06 8.26 Vu 'C PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 8.69 19.00 2.28 2.28 60.58 0.06 8.25 Vu 'C PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.200+1.60L+0.50S+1.60H, I 1 8.82 19.00 2.18 2.18 60.85 0.06 8.25 Vu 'CPhiVc!2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 8.94 19.00 2.09 2.09 61.11 0.05 8.25 Vu 'C PhiVcI2 Not Reqd 1 8.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, 1 1 9.06 19.00 2.00 2.00 61.36 0.05 8.24 Vu <PhiVcI2 Not Reqd 1 8.2 0.0 0.0 +1.200+1.60L+0.50S+1.60H, I 1 9.18 19.00 1.91 1.91 61.60 0.05 8.24 Vu <PhiVc/2 Not Reqd 1 8.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 9.31 19.00 1.82 1.82 61.83 0.05 8.23 Vu 'C PhiVc/2 Not Reqd 1 8.2 0.0 0.0 +1.20D+160L+0.50S+1.60H. I 1 9.43 19.00 1.73 1.73 62.05 0.04 8.23 Vu <PhiVc/2 Not Reqd 1 8.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 9.55 19.00 1.64 1.64 62.26 0.04 . 8.22 Vu <PhiVc/2 Not Reqd 1 8.2 . 0.0 0.0 +1.200+1.60L+0.50S+1.60H, I 1 9.67 19.00 1.55 , 1.55 62.45 0.04 8.22 Vu <PhiVc/2 Not Reqd 1 8.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 9.80 19.00 1.45 1.45 62.63 0.04 8.22 Vu CPhiVcI2 Not Reqd 1 8.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 9.92 19.00 1.36 1.36 62.81 0.03 8.21 Vu 'C PhiVcI2 Not Reqd 1 8.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 10.04 19.00 1.27 1.27 62.97 0.03 8.21 Vu 'C PhiVcI2 Not Reqd 1 8.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,I 1 10.16 19.00 1.18 1.18 63.12 0.03 8.21 Vu'CPhiVc/2 Not Reqd l 8.2 0.0 0.0 +1.20D+1.60L+0.505+1.60H, 1 1 10.29 19.00 1.09 1.09 63.26 0.03 8.20 Vu 'C PhiVc/2 Not Reqd I 8.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 10.41 19.00 1.00 1.00 63.39 0.02 8.20 Vu 'C PhiVcI2 Not Reqd 1 8.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,1 1 10.53 19.00 -0.96 0.96 10.60 0.14 8.39 Vu'CPhiVc/2 Not Reqd l 8.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 1 10.65 19.00 -1.00 1.00 10.48 0.15 8.40 Vu cPhiVc/2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 1 10.78 19.00 -1.03 1.03 10.36 0.16 8.42 Vu 'C PhiVcI2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,l 1 10.90 19.00 -1.06 1.06 10.23 0.16 8.43 Vu'CPhiVcI2 Not Reqd l 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 11.02 19.00 -1.09 1.09 10.10 0.17 8.44 Vu 'C PhiVc/2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 11.14 19.00 -1.13 1.13 9.97 0.18 8.45 Vu 'C PhiVcI2 Not Reqd 1 8.5 0.0 .0.0 +1.20D+1.60L+0.50S+1.60H, 1 1 11.27 19.00 -1.16 1.16 9.83 0.19 8.46 Vu 'C PhiVcI2 Not Reqd I 8.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H.1 1 11.39 19.00 -1.19 1.19 9.68 0.19 8.48 Vu<PhiVcl2 Not Reqd l 8.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 11.51 19.00 -1.22 1.22 9.53 0.20 8.49 Vu 'C PhiVcI2 Not Reqd 1 8.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I I 11.63 19.00 -1.25 1.25 9.38 0.21 8.51 Vu 'C PhiVc/2 Not Reqd 1 8.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 11.76 19.00 -1.29 1.29 9.23 0.22 8.52 Vu 'C PhiVc/2 Not Reqd 1 8.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H. I 1 11.88 19.00 -1.32 1.32 9.07 0.23 8.54 Vu 'C PhiVc/2 Not Reqd 1 8.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 12.00 19.00 -1.35 1.35 8.90 0.24 8.55 Vu 'C PhiVcI2 Not Reqd 1 8.6 0.0 0.0 +1.200+1.60L+0.50S+1.60H, 1 1 12.12 19.00 -1.38 1.38 8.74 0.25 8.57 Vu 'C PhiVc/2 Not Reqd 1 8.6 0.0 -0.0 +1.20D+1.60L+0.50S+I.60H, I 1 '12.24 19.00 -1.42 1.42 8.56 0.26 8.59 Vu 'C PhiVc/2 Not Reqd 1 8.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I i 12.37 19.00 -1.45 1.45 8.39 0.27 8.61 Vu 'C PhiVc/2 Not Reqd 1 8.6 0.0 0.0 .l.i 'flfl.l.l stni ..n CAQ.l.l WIU I . . ._ . -- . ... . . ... .. .. .. .....,,.r.. , .... - - - - Title Block Line 1 Project Title: You can change this area Engineer: Pi& 0:35 using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. C t B FiIe C:tAEStPROJECTSt2017PR-1tWOCKAN-1tENGINE-ltfmming.ec6 oflcree.: earn - ENERCAIC. INC. 1902016. Bulld:6.16.1.25. Ver.6.16.1.31 Description: Floor Joists 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) Reqd Suggest +1.20D+1.60L+0.50S+1.60H, 1 1 12.73 19.00 -1.63 1.63 52.23 0.05 8.24 Vu <PhiVc!2 Not Reqd 1 8.2 0.0 0.0 +1.20D+1.60L+0.505+1.60H, 1 1 12.86 19.00 -1.72 1.72 52.03 0.05 8.24 Vu < PhiVc/2 Not Reqd 1 8.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H I 1 12.98 19.00 -1.82 1.82 51.81 0.06 8.25 Vu <PhiVcI2 Not Reqd 1 8.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, 1 1 13.10 19.00 -1.91 1.91 51.58 0.06 8.25 Vu c PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1 13.22 19.00 -2.00 2.00 51.35 0.06 8.26 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, 1 1 13.35 19.00 -2.09 2.09 51.10 0.06 8.26 Vu < PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 . 13.47 19.00 -2.18 2.18 50.83 0.07 8.27 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, 1 1 13.59 19.00 -2.27 2.27 50.56 0.07 8.27 Vu <PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H. 1 1 13.71 19.00 -2.36 2.36 50.28 0.07 8.28 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 13.84 19.00 -2.45 2.45 49.98 0.08 8.28 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 *1.20D+1.60L+0.505+1.60H, I 1 13.96 19.00 -2.54 2.54 49.68 0.08 8.29 Vu < PhiVc/2 Not Reqd I . 8.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H. I 1 14.08 19.00 -2.64 2.64 49.36 0.08 8.30 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 1 14.20 19.00 -2.73 2.73 49.03 0.09 8.30 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, 1 1 14.33 19.00 -2.82 2.82 48.69 0.09 8.31 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H: I 1 14.45 19.00 -2.91 2.91 48.34 0.10 . 8.31 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 1 14.57 19.00 -3.00 3.00 47.98 0.10 8.32 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H I 1 14.69 19.00 -3.09 3.09 47.61 0.10 8.33 Vu < PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H.1 1 14.82 19.00 -3.18 3.18 47.22 0.11 8.33 Vu<PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,1 1 14.94 19.00 -3.27 3.27 46.83 0.11 8.34 Vu<PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H I 1 15.06 19.00 -3.36 3.36 46.42 0.11 8.35 Vu < PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 15.18 19.00 -3.46 3.46 46.00 0.12 8.35 Vu < PhiVc/2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H I 1 15.31 19.00 . -3.55 3.55 45.57 0.12 8.36 Vu < PhiVc/2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 15.43 19.00 -3.64 3.64 45.13 0.13 8.37 Vu < PhiVc/2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H I 1 15.55 19.00 -3.73 3.73 44.68 0.13 8.37 Vu < PhiVcI2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H I 1 15.67 19.00 -3.82 3.82 44.22 0.14 8.38 Vu < PhiVc/2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 15.80 19.00 -3.91 3.91 43.75 0.14 8.39 Vu < PhiVc/2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 15.92 19.00 4.00 4.00 43.26 0.15 8.40 Vu < PhiVc/2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 1 16.04 19.00 4.09 4.09 42.77 0.15 8.41 Vu < PhiVcI2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 1 16.16 19.00 4.18 4.18 42.26 0.16 8.41 Vu < PhiVc/2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H: 1 1 16.29 19.00 4.28 4.28 41.74 0.16 8.42 PhiVc/2 <Vu < Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 16.41 19.00 4.37 4.37 .41.21 0.17 8.43 PhiVc/2 <Vu < Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 16.53 19.00 4.46 4.46 40.67 0.17 8.44 PhiVc/2 <Vu < Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.50S+1.60H I 1 16.65 19.00 4.55 4.55 40.12 0.18 8.45 PhiVc/2 <Vu < Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 16.78 19.00 4.64 4.64 39.56 0.19 8.46 PhiVc/2 <Vu < Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 16.90 19.00 4.73 4.73 38.99 0.19 8.47 PhiVc/2 <Vu <= Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.50S+1.60H. I 1 17.02 19.00 4.82 4.82 38.40 0.20 8.48 PhiVc!2 <Vu <= Miñ 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 17.14 19.00 4.91 4.91 37.80 0.21 8.50 PhiVc/2 <Vu < Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, t 1 17.27 19.00 -5.01 5.01 37.20 0.21 8.51 PhiVc/2 <Vu < Min 11.4.6 22.4 9.5 9.0 +1.20D+1.60L+0.50S+1.60H1 1 17.39 19.00 -5.10 5.10 36.58 0.22 8.52 PhiVc!2<Vu< Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.50S+1.60HI 1 17.51 19.00 -5.19 5.19 35.95 0.23 8.53 PhiVcI2<Vu<= Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 17.63 19.00 -5.28 5.28 35.31 0.24 8.55 PhiVc/2 <Vu < Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 17.76 19.00 5.37 5.37 34.66 0.25 8:56 PhiVc/2 <Vu < Min 11.4.6 22.5 9.5 9.0 +1.200+1.60L+0.505+1.60H, I 1 17.88 19.00 -5.46 5.46 33.99 0.25 8.58 PhiVc/2 <Vu < Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.50S+1.60H: 1 1 18.00 19.00 -5.55 5.55 33.32 0.26 8.59 PhiVc/2 <Vu <= - Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, 1 1 18.12 19.00 -5.64 5.64 32.63 0.27 8.61 PhiVc/2 <Vu <= Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.50S+1.60H 1 1 18.24 19.00 -5.73 5.73 31.94 0.28 8.63 PhiVc/2 <Vu < Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+0.505+1.60H,I 1 18.37 19.00 -5.83 5.83 31.23 0.30 8.64 PhiVcI2<Vu< Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 18.49 19.00 -5.92 5.92 30.51 0.31 8.66 PhiVc/2 <Vu < Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 18.61 19.00 -6.01 6.01 29.78 0.32 8.68 PhiVcI2 <Vu <= Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+0.505+1.60H 1 1 18.73 19.00 -6.10 6.10 29.04 0.33 8.70 PhiVcI2 <Vu < Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+0.505+1.60H,I 1 18.86 19.00 -6.19 6.19 28.29 0.35 8.73 PhiVcI2<Vuc Min 11.4.6 22.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 18.98 19.00 -6.28 6.28 27.52 0.36 8.75 PhiVc/2 <Vu < Min 11.4.6 22.7 9.5 9.0 .4 flfl..l ani ..fl rncj.i Anu I Title Block Line I Project Title: You can change this area Engineer: using the settings menu item Project Descr: and then using the Printing & Title Blbck selection. Pj g35 -- t - File Co ncrete •Be earn . ENERCALC, INC. 1983-2O16Bulld:6.16.1.25,Ver.6.16.1.31 Description: Floor Joists Detailed Shear Information Span Distance d' Vu (k) Mu dVu1Mu PhiVc Comment Phi*Vs PhiVn Spacing (in) Load Combination Number (It) (in) Actual Design (k-fl) (k) (k) (k) Reqd Suggest +I.20D+1.60L+0.505+1.60H I 1 19.35 19.00 -6.55 6.55 25.17 0.41 8.84 PhiVc/2 <Vu <= Min 11.4.6 22.8 9.5 9.0 +1.20D+1.60L+O.505+1.60H, I 1 19.47 19.00 -6.65 6.65 24.36 0.43 8.87 PhiVc/2 <Vu <= Min 11.4.6 22.8 9.5 9.0 +1.20D+1.60L+0.508+1.60H, I 1 19.59 19.00 -6.74 6.74 23.54 0.45 8.90 PhiVc/2 <Vu <= Min 11.4.6 22.8 9.5 9.0 +1.20D+1.60L+0.50S+1.60H I 1 19.71 19.00 -6.83 6.83 22.71 0.48 8.94 PhiVc/2 <Vu < Min 11.4.6 22.9 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 19.84 19.00 -6.92 6.92 21.87 0.50 8.98 PhiVc/2 <Vu < Min 11.4.6 22.9 9.5 9.0 +1.20D+1.60L+0.50S+1.60H I 1 19.96 19.00 -7.01 7.01 21.01 0.53 9.03 PhiVc/2 <Vu < Min 11.4.6 23.0 9.5 9.0 +1.20D+1.60L+0.505+1.60H I 1 20.08 19.00 -7.10 7.10 20.15 0.56 .9.08 PhiVc!2 <Vu <= Min 11.4.6 23.0 9.5 9.0 +1.20D+1.60L+0.50S+1.60HI 1 20.20 19.00 -7.19 7.19 19.27 0.59 9.13 PhiVc/2<Vu< Min 11.4.6 23.1 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 20.33 19.00 -7.28 7.28 18.39 0.63 9.19 PhiVc!2 <Vu < Min 11.4.6 23.1 9.5 9.0 +1.20D+1.60L+0.50S+1.60H I 1 20.45 19.00 -7.38 7.38 17.49 0.67 9.26 PhiVc/2 <Vu < Min 11.4.6 23.2 9.5 9.0 +1.20D+1.60L+0.50S+1.60H,I 1 20.57 19.00 -7.47 7.47 16.58 0.71 9.33 PhiVc/2<Vu< Min 11.4.6 23.3 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 20.69 19.00 -7.56 7.56 15.66 0.76 9.42 PhiVc/2 <Vu < Min 11.4.6 23.4 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 20.82 19.00 -7.65 7.65 14.73 0.82 9.51 PhiVc/2 <Vu < Min 11.4.6 23.4 9.5 9.0 +1.20D+1.60L+0.508+1.60H, I 1 20.94 19.00 -7.74 7.74 13.79 0.89 9.62 PhiVc/2 <Vu < Min 11.4.6 23.6 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, 1 1 21.06 19.00 -7.83 7.83 12.83 0.97 9.75 PhiVc/2 <Vu < Min 11.4.6 23.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H, 1 1 21.18 19.00 -7.92 7.92 11.87 1.00 9.81 PhiVc/2 <Vu < Min 11.4.6 23.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H1 1 21.31 19.00 -8:01 8.01 10.89 1.00 9.81 PhiVc/2<Vuc= Min 11.4.6 23.7 9.5 9.0 +1.20D+1.60L+0.505+1.60HI 1 21.43 19.00 -8.10 8.10 9.91 1.00 9:81 PhiVcl2<Vu<= Min 11.4.6 23.7 9.5 9.0 +1.20D#1.60L+0.505+1.60H 1 1 21.55 19.00 -8.20 8.20 8.91 1.00 9.81 PhiVc/2 <Vu < Min 11.4.6 23.7 9.5 9.0 +1.20D#1.60L+0.50S+1.60H 1 1 21.67 19.00 -8.29 8.29 7.90 1.00 9.81 PhiVc/2 <Vu < Min 11.4.6 23.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H,I 1 21.80 19.00 -8.38 8.38 6.88 1.00 9.81 PhiVc!2<Vu<= Min 111.4.6 23.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H 1 1 21.92 19.00 -8.47 8.47 5.85 1.00 9.81 PhiVc/2 <Vu < Min 11.4.6 23.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 22.04 19.00 -8.56 8.56 4.81 1.00 9.81 PhiVc/2 <Vu < Min 11.4.6 23.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60HI 1 22.16 19.00 -8.65 8.65 3.75 1.00 9.81 PhiVcI2<Vu<= Min 11.4.6 23.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H I 1 22.29 19.00 -8.74 8.74 2.69 1.00 9.81 PhiVc/2 <Vu < Min 11.4.6 23.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H I 1 22.41 19.00 -8.83 8.83 1.61 1.00 9.81 PhiVc/2 <Vu < Min 11.4.6 23.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 1 22.53 19.00 -8.92 8.92 0.52 1.00 9.81 PhiVc/2 <Vu < Min 11.4.6 23.7 9.5 9.0 +1.20D+1.60L+0.50S+160H 1 1 22.65 18.50 -9.02 9.02 0.57 1.00 11.69 PhiVc/2 <Vu < Min 11.4.6 25.3 9.3 9.0 +1.20D+1.60L+0.505+160H I 1 22.78 18.50 -9.11 9.11 1.68 1.00 11.69 PhiVc/2 <Vu < Min 11.4.6 25.3 9.3 9.0 +1.20D+1.60L+0.50S+1.60H I 1 22.90 18.50 -9.20 9.20 2.80 1.00 11.69 PhiVc/2<Vu < Min 11.4.6 25.3 9.3 9.0 +1.20D+1.60L+0.50S+1.60HI 1 23.02 18.50 -9.29 9.29 3.94 1.00 11.69 PhiVc/2<Vu<= Min 11.4.6 25.3 9.3 9.0 +1.20D+1.60L+0.505+1.60H, I 1 23.14 18.50 -9.38 9.38 5.08 1.00 11.69 PhiVc/2 <Vu < Min 11.4.6 25.3 9.3 9.0 +1.20D+1.60L+0.505+1.60H, I 1 23.27 18.50 -9.47 9.47 6.23 1.00 11.69 PhiVc/2 <Vu < Min 11.4.6 25.3 9.3 9.0 +1.20D+1.60L+0.505+1.60H, I I 23.39 18.50 -9.56 9.56 7.40 1.00 11.69 PhiVc/2 <Vu < Min 11.4.6 25.3 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,I 1 23.51 18.50 -9.65 9.65 8.57 1.00 11.69 PhiVc/2<Vu<= Min 11.4.6 25.3 9.3 9.0 +120D+1.60L+0.50S+I.60H, I 1 23.63 18.50 -9.74 9.74 9.76 1.00 11.69 PhiVc/2 <Vu < Min 11.4.6 25.3 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 23.76 18.50 -9.84 9.84 10.96 1.00 11.69 PhiVc/2 <Vu <= Min 11.4.6 25.3 9.3 9.0 +I.20D+1.60L+0.50S+1.60H, I 1 23.88 18.50 -9.93 9.93 12.17 1.00 11.69 PhiVc/2 <Vu < Min 11.4.6 25.3 9.3 9.0 +1.200+1.60L+0.505+1.60H1 1 24.00 18.50 -10.02 10.02 13.39 1.00 11.69 NNW <Vu< Min 11.4.6 25.3 9.3 9.0 +1.20D+1.60L+0.505+1.60HJ 1 24.12 18.50 -10.11 10.11 14.62 1.00 11.69 PhiVc/2<Vu< Min 11.4.6 25.3 9.3 9.0 +1.20D+1.60L+0.505+1.60H,1 1 24.24 18.50 -10.20 10.20 15.87 0.99 11.66 PhiVc!2<Vu< Min 11.4.6 25.2 9.3 9.0 +1.20D+1.60L+0.505+1.60H,I 1 24.37 18.50 -10.29 10.29 17.12 0.93 11.42 PhiVc!2<Vu< Min 111.4.6 25.0 9.3 9.0 +120D+1.60L+0.50S+1.60H, I 1 24.49 18.50 -10.38 10.38 18.39 0.87 11.21 PhiVc/2 <Vu < Min 11.4.6 24.8 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, t 1 24.61 18.50 -10.47 10.47 19.67 0.82 11.02 PhiVc/2 <Vu < Min 11.4.6 24.6 9.3 9.0 +1.20D+1.60L+0.50S+1.60H 1 1 24.73 18.50 -10.57 10.57 20.95 0.78 10.86 PhiVc/2 <Vu <= Min 11.4.6 24.4 9.3 9.0 +1.20D+1.60L+0.505+1.60H, 1 1 24.86 18.50 -10.66 10.66 22.25 0.74 10.71 PhiVc/2 <Vu < Min 11.4.6 24.3 9.3 9.0 +1.200+1.60L+0.50S+1.60H,1 1 24.98 18.50 -10.75 10.75 23.56 0.70 10.58 PhiVc<Vu 0.1690 24.1 9.3 9.0 +1.20D+1.60L+0.505+1.60H, t 1 25.10 18.50 -10.84 10.84 24.89 0.67 10.46 PhiVc<Vu 0.3790 24.0 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I I 25.22 18.50 -10.93 10.93 26.22 0.64 10.35 PhiVc<Vu 0.5781 23.9 9.3 9.0 +1.200+1.60L+0.50S+1.60H,1 1 25.35 18.50 -11.02 11.02 27.56 0.62 10.25 PhiVc<Vu 0.7676 23.8 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 1 25.47 18.50 -11.11 11.11 28.92 0.59 10.16 PhiVc<Vu 0.9489 23.7 9.3 9.0 +1.20D+1.60L+0.50S+1.60HI 1 25.59 18.50 -11.20 11.20 30.28 0.57 10.08 PhiVc<Vu 1.123 23.6 9.3 9.0 .1.1 'flflj.l ani ...fl Anw stnu I Title Block Line I Project Title: You can change this area Engineer: PffaiM 10:35 using the Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Pinted: 18 OCT 2017, 10:22PM Concrete Beam - ------------------------------ FiIeC:ES\PROJEcTSt2017PR-1tWOCKAN-1ENGINE-1framing.ec6 I ENERCALC, INC. 1983-2016, Bulld:6.16.1.25, Ver.6.16.1.31 IRit'&'KsI.iiHhIIIi Description: Floor Joists 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 +1.200+1.60L+0.50S+1.60H, I 1 25.96 18.50 -11.48 11.48 34.45 0.51 9.87 PhiVc<Vu 1.609 23.4 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 26.08 18.50 -11.57 11.57 35.86 0.50 9.81 PhiVc<Vu 1.761 23.4 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 I 26.20 18.50 -11.66 11.66 37.28 0.48 9.75 PhiVc<Vu 1.909 23.3 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 1 26.33 18.50 -11.75 11.75 38.72 0.47 9.70 PhiVc<Vu - 2.054 23.3 9.3 9.0 +1.20Df1.60L+0.50S+1.60H,1 1 26.45 18.50 -11.84 11.84 40.16 0.45 9.65 PhiVccVu 2.195 23.2 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, 1 1 26.57 18.50 -11.93 11.93 41.61 0.44 9.60 PhiVccVu 2.333 23.2 9.3 9.0 +1.20D+1.60L+0.505+1.60H,1 1 26.69 18.50 -12.02 12.02 43.08 0.43 9.56 PhiVc<Vu 2.469 23.1 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 1 26.82 18.50 -12.11 12.11 44.56 0.42 9.51 PhiVccVu 2.601 23.1 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 1 26.94 18.50 -12.21 12.21 46.05 0.41 9.47 - PhiVc<Vu 2.732 23.0 9.3 9.0 +1.20D+1.60L+0.505+1.60H,1 1 27.06 18.50 -12.30 12.30 47.55 0.40 9.44 PhiVc<Vu 2.860 23.0 9.3 9.0 +1.20D+1.60L+0.505+1.60H,1 1 27.18 18.50 -12.39 12.39 49.06 0.39 9.40 PhiVc<Vu 2.987 23.0 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 1 27.31 18.50 -12.48 12.48 50.58 0.38 9.37 PhiVc<Vu 3.111 22.9 9.3 9.0 +1.20D+1.60L+0.505+1.60H,1 1 27.43 18.50 -12.57 12.57 52.12 0.37 9.34 PhiVc<Vu 3.234 22.9 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 27.55 18.50 -12.66 12.66 53.66 0.36 9.31 PhiVc<Vu 3.356 22.9 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 27.67 18.50 -12.75 12.75 55.22 0.36 9.28 Phi* <Vu 3.476 22.8 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 27.80 18.50 -12.84 12.84 56.78 0.35 9.25 PhiVc<Vu 3.595 22.8 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 27.92 18.50 -12.94 12.94 58.36 0.34 9.22 Phi* <Vu 3.712 22.8 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 1 28.04 18.50 -13.03 13.03 59.95 0.33 9.20 PhiVc<Vu 3.828 22.8 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 1 28.16 18.50 -13.12 13.12 61.55 0.33 9.17 PhiVc<Vu 3.944 22.7 9.3 9.0 41.20D+1.601-+0.50S+1.60H, I 1 28.29 18.50 -13.21 13.21 63.16 0.32 9.15 PhiVc <Vu 4.058 22.7 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 1 28.41 18.50 -13.30 13.30 64.79 0.32. 9.13 PhiVc<Vu 4.171 22.7 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, 1 1 28.53 18.50 -13.39 13.39 66.42 0.31 9.11 PhiVc<Vu 4.284 22.7 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 1 28.65 18.50 -13.48 13.48 68.07 0.31 9.09 PhiVc<Vu 4.395 22.7 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 1 28.78 18.50 -13.57 13.57 69.72 0.30 9.07 PhiVccVu 4.506 22.6 9.3 9.0 +1.20D+1.60L+0.505+1.60H,1 1 28.90 18.50 -13.66 13.66 71.39 0.30 9.05 PhiVc<Vu 4.616 22.6 9.3 9.0 +1.20D+1.60L+0.505+1.60H,1 1 29.02 18.50 -13.76 13.76 73.07 0.29 9.03 PhiVc<Vu 4.725 22.6 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 1 29.14 18.50 -13.85 13.85 74.76 0.29 9.01 PhiVccVu 4.834 22.6 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 29.27 18.50 -13.94 13.94 76.46 0.28 9.00 PhiVc<Vu 4.942 22.6 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 29.39 18.50 -14.03 14.03 78.17 0.28 8.98 PhiVccVu 5.050 22.5 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 29.51 18.50 -14.12 14.12 79.90 0.27 8.96 PhiVc<Vu 5.157 22.5 9.3 9.0 +1.200+1.60L+0.50S+1.60H,1 1 29.63 18.50 -14.21 14.21 81.63 0.27 8.95 PhiVc<Vu 5.263 22.5 9.3 9.0 +1.200+1.60L+0.50S+1.60H, I 1 29.76 18.50 -14.30 14.30 83.38 0.26 8.93 PhiVc<Vu 5.369 22.5 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 1 29.88 18.50 -14.39 14.39 85.13 0.26 8.92 PhiVc<Vu 5.474 22.5 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 30.00 18.50 14.06 14.06 86.90 0.25 8.50 PhiVc<Vu 5.559 22.1 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 2 30.12 18.50 13.97 13.97 85.19 0.25 8.51 PhiVc<Vu 5.461 22.1 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 2 30.24 18.50 13.88 13.88 83.48 0.26 8.52 PhiVc<Vu 5.362 22.1 9.3 9.0 +1.20D+1.60L+0.505+1.60H.1 2 30.37 18.50 13.79 13.79 81.79 0.26 8.53 PhiVccVu 5.262 22.1 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 2 30.49 18.50 13.70 13.70 80.10 0.26 8.53 PhiVc<Vu 5.163 22.1 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I , 2 30.61 18.50 13.61 13.61 78.43 0.27 8.54 Phi* <Vu 5.063 22.1 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 30.73 18.50 13.52 13.52 76.77 0.27 8.55 PhiVc<Vu 4.963 22.1 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 30.86 18.50 13.42 13.42 75.12 0.28 8.56 Phi* <Vu 4.863 22.1 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 30.98 18.50 13.33 13.33 73.48 0.28 8.57 Phil/c <Vu 4.762 22.1 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 31.10 18.50 13.24 13.24 71.86 0.28 8.58 PhiVc<Vu 4.661 22.1 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 31.22 18.50 13.15 13.15 70.24 0.29 8.59 PhiVc<Vu 4.560 22.2 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 31.35 18.50 13.06 13.06 68.64 0.29 8.60 PhiVc<Vu 4.458 22.2 9.3 9.0 +1.20D+1.60L+0.505+1.60H,1 2 31.47 18.50 12.97 12.97 67.04 0.30 8.61 PhiVc<Vu 4.356 22.2 9.3 9.0 +1.20D+1.60L+0.505+1.60H,1 2 31.59 18.50 12.88 12.88 65.46 0.30 8.62 PhiVc<Vu 4.253 22.2 9.3 9.0 +1.200+1.60L+0.505+1.60H,1 2 31.71 18.50 12.79 12.79 63.89 0.31 8.64 PhiVc<Vu 4.150 22.2 9.3 9.0 +1.200+1.60L+0.50S+1.60H,1 2 31.84 18.50 12.70 12.70 62.33 0.31 8.65 PhiVc<Vu 4.047 22.2 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 2 31.96 18.50 12.60 12.60 60.78 0.32 8.66 PhiVc<Vu 3.943 22.2 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 32.08 18.50 12.51 12.51 59.24 0.33 8.67 PhiVc<Vu 3.839 22.2 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 2 3220 18.50 12.42 12.42 57.71 0.33 8.69 PhiVc<Vu 3.733 22.3 9.3 9.0 ..l )hr.1 ani An nu I Title Block Line I Project Title: You can change this area Engineer: PQi I1:35 using the "Settings" menu item Project Descr: and then using the Printing & Title Block" selection. Pinted: 18 OCT 2017. 10:22PM C t B . . File= C:AES\PROJECTSl2O17PR-1WOCKAN-1ENGINE-1Wraming.ec6 oncree - earn . . . . ENERCALC. INC. 1983-2016 Build:6.16.1.25. Ver.6.16.1.31 Description: Floor Joists btiiIi lfitiii Span Distance d Vu (k) Mu d"Vu/Mu PhiVc Comment Phi"Vs PhiVn Spacing (in) Load Combination Number (ft) fin) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.20D+1.60L+0.505+1.60H,1 2 32.57 18.50 12.15 12.15 53.20 6.35 8.73 PhiVc <Vu 3.415 22.3 9.3 9.0 +1.20D+1.60L+0.505+1.60H,1 2 32.69 18.50 12.06 12.06 51.72 0.36 8.75 PhiVc <Vu 3.307 22.3 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 2 32.82 18.50 11.97 11.97 50.25 0.37 8.77 PhiVc <Vu 3.198 22.3 9.3 9.0 +1.20D+1.60L+0.505+1.60H, I 2 32.94 18.50 11.87 11.87 48.79 0.38 8.79 PhiVc <Vu 3.089 22.4 9.3 9.0 +1.20D+1.60L+0.505+1.60H, I 2 33.06 18.50 11.78 11.78 47.34 0.38 8.81 PhiVc<Vu 2.979 22.4 9.3 9.0 +1.20D+1.60L+0.50S+I.60H1 2 33.18 18.50 11.69 11.69 45.90 0.39 8.83 PhiVc<Vu 2.867 22.4 9.3 9.0 +1.20D+1.60L+0.50S+1.60H I 2 33.31 18.50 11.60 11.60 44.48 0.40 8.85 PhiVc<Vu 2.755 22.4 9.3 . 9.0 +1.20D+1.60L+0.505+1.60H,1 2 33.43 18.50 11.51 11.51 43.06 0.41 8.87 PhiVc<Vu 2.641 22.4 9.3 9.0 +1.20D+1.60L+0.50S+1.60ft I 2 33.55 18.50 11.42 11.42 41.66 0.42 8.89 PhiVc<Vu 2.527 22.5 9.3 9.0 +1.20D+1.60L+0.505+1.60H, I 2 33.67 18.50 11.33 11.33 40.27 0.43 8.92 PhiVc <Vu 2.410 22.5 9.3 9.0 +1.20D+1.60L+0.505+1.60H, I 2 33.80 18.50 11.24 11.24 38.88 0.45 8.94 PhiVc <Vu 2.293 22.5 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 2 33.92 18.50 11.15 11.15 37.51 0.46 8.97 PhiVc <Vu 2.173 22.5 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 34.04 18.50 11.05 11.05 36.16 0.47 9.00 PhiVc <Vu 2.052 22.6 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,1 2 34.16 18.50 10.96 10.96 34.81 0.49 9.03 PhiVc <Vu 1.929 22.6 9.3 9.0 +1.20D+1.60L+0.505+1.60H,1 2 34.29 18.50 10.87 10.87 33.47 0.50 9.07 PhiVc <Vu 1.804 22.6 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,l 2 34.41 18.50 10.78 10.78 32.14 0.52 9.11 PhiVc<Vu 1.676 22.7 9.3 9.0 +1.20D+1.60L+0.505+1.60H,l 2 34.53 18.50 10.69 10.69 30.83 0.53 9.14 PhiVc <Vu 1.545 22.7 9.3 9.0 +1.20D+1.60L+0.505+1.60H,1 2 34.65 18.50 10.60 10.60 29.53 0.55 9.19 PhiVc <Vu 1.412 22.8 9.3 9.0 +1.20D+1.60L+0.505+1.60H, I 2 34.78 18.50 10.51 10.51 28.23 0.57 9.23 PhiVc <Vu 1.275 22.8 9.3 9.0 +1.20D+1.60L+0.505+1.60H, I 2 34.90 18.50 10.42 10.42 26.95 0.60 9.28 'PhiVc <Vu 1.134 22.8 9.3 9.0 +1.20D+1.60L+0.505+1.60H, I 2 35.02 18.50 10.33 10.33 25.68 . 0.62 9.34 PhiVc <Vu 0.9891 22.9 9.3 9.0 +1.20D+1.60L+0.505+1.60H, I 2 35.14 18.50 10.23 10.23 24.42 0.65 9.40 PhiVc <Vu 0.8391 23.0 9.3 9.0 +1.20D+1.60L+0.505+1.60H,1 2 35.27 18.50 10.14 10.14 23.18 0.67 9.46 PhiVc <Vu 0.6833 23.0 9.3 9.0 +1.20D+1.60L+0.505+1.60H, I 2 35.39 18.50 10.05 10.05 21.94 0.71 9.53 PhiVc< Vu 0.5210 23.1 9.3 9.0 +1.20D+1.60L+0.505+1.60H, I 2 35.51 18.50 9.96 9.96 20.72 0.74 9.61 PhiVc <Vu 0.3512 23.2 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 35.63 18.50 9.87 9.87 19.50 0.78 9.70 PhiVc <Vu 0.1724 23.3 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 35.76 18.50 9.78 9.78 18.30 0.82 9.80 PhiVc/2 <Vu <= Min 11.4.6 23.4 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 35.88 18.50 9.69 9.69 17.11 0.87 9.91 PhiVcI2 <Vu < Min 11.4.6 23.5 9.3 9.0 +1.20D+1.60L+0.505+1.60H. I 2 36.00 18.50 9.60 9.60 15.93 0.93 10.03 PhiVc/2 <Vu <= Min 11.4.6 23.6 9.3 9.0 +1.20D+1.60L+0.505+1.60H,1 2 36.12 18.50 9.50 9.50 14.76 0.99 10.18 PhiVc/2<Vu<= Min 11.4.6 23.7 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 36.24 18.50 9.41 9.41 13.60 1.00 10.19 PhiVc/2 <Vu < Min 11.4.6 23.8 9.3 9.0 +1.20D+1.60L+0.50S+1.60H,I 2 36.37 18.50 9.32 9.32 12.45 1.00 10.19 PhiVcI2<Vu<= Min 11.4.6 23.8 9.3 9.0 +1.20D+1.60L+0.505+1.60H.1 2 36.49 18.50 9.23 9.23 11.32 in 10.19 PhiVcI2<Vu<= Min 11.4.6 23.8 9.3 9.0 +1.20D+1.60L+0.50S+1.60H. I 2 36.61 18.50 9.14 9.14 10.19 1.00 10.19 PhiVc/2 <Vu < Min 11.4.6 23.8 9.3 9.0 +1.200+1.60L+0.505+1.60H,1 2 36.73 ' 18.50 9.05 9.05 9.08 1.00 10.19 PhiVc/2cVu<= Min 11.4.6 23.8 9.3 9.0 +1.20D+1.60L+O.505+1.60H. I 2 36.86 18.50 8.96 8.96 7.97 in 10.19 PhiVc/2 <Vu < Min 11.4.6 23.8 9.3 9.0 +1.20D+1.60L+0.505+1.60H, I . 2 36.98 18.50 8.87 8.87 6.88 1.00 10.19 PhiVc/2 <Vu <= Min 11.4.6 23.8 9.3 9.0 +1.20D+1.60L+O.505+1.60H. I 2 37.10 18.50 8.78 8.78 5.80 1.00 10.19 PhiVc/2 <Vu < Min 11.4.6 23.8 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 37.22 18.50 8.68 8.68 4.73 1.00 10.19 PhiVcI2 <Vu < Min 11.4.6 23.8 9.3 9.0 +1.20D+1.60L+0.505+1.60H, I 2 37.35 18.50 8.59 8.59 3.68 in .1o.19 PhiVc/2 <Vu < Min 11.4.6 23.8 9.3 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 37.47 18.50 8.50 8.50 2.63 1.00 10.19 PhiVc/2 <Vu < Min 11.4.6 23.8 9.3 9.0 +1.20D+1.60L+0.505+1.60H, I 2 37.59 18.50 8.41 8.41 .1.59 1.00 10.19 PhiVcI2 <Vu < Min 11.4.6 23.8 9.3 9.0 +1.20D+1.60L+0.50S+1.60H1 2 37.71 18.50 8.32 8.32 0.57 1.00 10.19 PhiVcI2<Vu< Min 11.4.6 23.8 9.3 9.0 +1.20D+1.60L+0.505+1.60H. I 2 37.84 19.00 8.23 8.23 0.44 1.00 10.76 PhiVcI2 <Vu < Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 2 37.96 19.00 8:14 8.14 1.45 1.00 10.76 PhiVcI2 <Vu < Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H 1 2 38.08 19.00 8.05 8.05 2.44 1.00 10.76 PhiVc/2 <Vu < Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H 1 2 38.20 19.00 1.96 7.96 3.42 1.00 10.76 PhiVc/2 <Vu < Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, 1 2 38.33 19.00 7.86 7.86 4.38 1.00 10.76 PhiVc/2 <Vu <= Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+0.505+1.60HI 2 38.45 19.00 7.77 7.77 - 5.34 1.00 10.76 PhiVcI2<Vu< Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+0.505+I.60H, I 2 38.57 19.00 7.68 7.68 6.29 1.00 10.76 PhiVc/2 <Vu < Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 38.69 19.00 7.59 7.59 7.22 1.00 10.76 PhiVcI2 <Vu < Min 11.4.6 24.7 9.5 9.0 +1.200+1.60L+0.50S+1.60H,1 2 38.82 19.00 7.50 7.50 8.15 1.00 10.76 PhiVcI2<Vu< Min 11.4.6 24.7 9.5 9.0 ...4 )Arj.l WI ..A AU I . .. . ... - .. .. .. .. .... . .. n.. . - 1,.. ._ ........ . Title Block Line I Project Title: You can change this area Engineer: Pi&t l:35 using the"Settings" menu item Project Descr: and then using the Printing & Title Block" selection. File C. C B----- - - - .: - Concrete earn - - - ENERCALC. INC. 1983.2016 Bulld:6.16.1.25. Ver.6.16.1.31 Description: Floor Joists Detailed Shear. lhformatiOn... Span Distance d Vu (k) Mu dVu/Mu PhiVc Comment PhiVs PhiVn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-It) (k) (k) (k) Reqd Suggest +1.20D+1.60L+0.50S+1:60H, I 2 39.18 19.00 7.23 7.23 10.85 1.00 10.76 PhiVc12 <Vu < Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 2 39.31 19.00 7.14 7.14 11.73 0.96 10.67 PhiVc!2 <Vu < Min 11.4.6 24.6 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 2 39.43 19.00 7.04 7.04 12.60 0.89 10.46 PhiVcI2 <Vu < Min 11.4.6 24.4 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 2 39.55 19.00 6.95 6.95 13.46 0.82 10.29 PhiVc/2 <Vu < Min 11.4.6 24.2 9.5 9.0 +1.20D+1.60L+0.505+1.60H I 2 39.67 19.00 6.86 6.86 14.30 0.76 10.14 PhiVc/2 <Vu < Min 11.4.6 24.1 9.5 9.0 +1.20D+1.60L+0.50S+1.60H I 2 39.80 19.00 6.77 6.77 . 15.14 0.71 10.00 PhiVc/2 <Vu < Min 11.4.6 23.9 9.5 9.0 +1.20D+1.60L+0.50S+1.60H I 2 39.92 19.00 6.68 6.68 15.96 0.66 9.88 PhiVc!2 <Vu <= Min 11.4.6 23.8 9.5 9.0 +1.20D+1.60L+0.50S+1.60H I 2 40.04 19.00 6.59 6.59 16.77 0.62 9.78 PhiVc/2 <Vu < Min 11.4.6 23.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H,1 2 40.16 19.00 6.50 6.50 17.57 0.59 9.68 PhiVc/2<Vu< Min 11.4.6 23.6 9.5 9.0 +1.20D+1.60L+0.505+1.60H,1 2 40.29 19.00 6.41 6.41 18.36 0.55 9.60 PhiVc/2<Vu< Min 11.4.6 23.5 9.5 9.0 +1.20D+1.60L+0.505+1.60H,1 2 40.41 19.00 6.31 6.31 19.14 0.52 9.52 PhiVc/2cVu<= Min 11.4.6 23.5 9.5 9.0 +1.20D+1.60L+0.505+1.60H,1 2 40.53 19.00 6.22 6.22 19.91 0.49 9.45 PhiVc/2<Vu< Min 11.4.6 23.4 9.5 9.0 +1.20D+1.60L+0.505+1.60H.I 2 40.65 19.00 6.13 6.13 20.67 0.47 9.38 PhiVc/2<Vu<= Min 11.4.6 23.3 9.5 9.0 +1.20D+1.60L+0.505+1.60H,I 2 40.78 19.00 6.04 6.04 21.41 0.45 9.32 PhiVc/2<Vu< Min 111.4.6 23.3 9.5 9.0 +1.20D+1.60L+0.505+1.50H,I 2 40.90 19.00 5.95 5.95 22.15 0.43 9.26 PhiVc/2<Vu< Min 11.4.6 23.2 9.5 9.0 +1.20D+1.60L+6.505+1.60H, I 2 41.02 19.00 5.86 5.86 22.87 0.41 9.21 PhiVcI2 <Vu <= Min 11.4.6 23.1 9.5 9.0 +1.20D+1.60L+0.50S+1.60H I - 2 41.14 19.00 5.77 5.77 23.58 0.39 9.17 PhiVc!2 <Vu < Min 11.4.6 23.1 9.5 9.0 +1.20D+1.60L+0.50S+1.60H I 2 41.27 19.00 5.68 5.68 24.28 0.37 9.12 PhiVc/2 <Vu < Min 11.4.6 23.1 9.5 9.0 +1.20D+1.60L+0.505+1.60H. I 2 41.39 19.00 5.59 5.59 24.97 0.35 9.08 PhiVc/2 <Vu < Min 11.4.6 23.0 9.5 .9.0 +1.20D+1.60L+0.508+1.60H,I 2 41.51 19.00 5.49 5.49 25.65 0.34 9.04 PhiVc/2<Vu<= Min 111.4.6 23.0 9.5 9.0 +1.20D+1.60L+0.50S+1.60H I 2 41.63 19.00 5.40 5.40 26.32 0.33 9.00 PhiVc/2 <Vu < Min 11.4.6 22.9 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 2 41.76 19.00 5.31 5.31 26.97 0.31 8.97 PhiVc/2 <Vu <= Min 11.4.6 22.9 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 2 41.88 19.00 5.22 5.22 27.62 0.30 8.94 PhiVc!2 <Vu < Min 11.4.6 22.9 9.5 9.0 +1.20D+1.60L+0.505+1.60H,I 2 42.00 19.00 5.13 5.13 28.25 0.29 8.91 PhiVc!2<Vu< Min 111.4.6 22.8 9.5 9.0 +1.20D+1.60L+0.505+1.60H,I 2 42.12 19.00 5.04 5.04 28.87 0.28 8.88 . PhiVc/2<Vu<= Min 11.4.6 22.8 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 42.24 19.00 4.95 4.95 29.49 0.27 8.85 PhiVc/2 <Vu <= Min 11.4.6 22.8 9.5 9.0 ,+1.20D+1.60L+0.50S+1.60H, I 2 42.37 19.00 4.86 4.86 30.09 0.26 8.82 PhiVc/2 <Vu < Min 11.4.6 22.8 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 2 42.49 19.00 4.77 4.77 30.67 0.25 8.80 PhiVc/2 <Vu <= Min 11.4.6 22.7 9.5 9.0 +1.20D+1.60L+0.505+1.60HI 2 42.61 19.00 4.67 4.67 31.25 0.24 8.77 PhiVc/2<Vu<= Min 11.4.6 22.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, 1 2 42.73 19.00 4.58 4.58 31.82 0.23 8.75 PhiVc/2 <Vu <= Min 11.4.6 22.7 9.5 9.0 +1.20D+1.60L+0.508+1.60H, I 2 42.86 19.00 4.49 4.49 32.38 0.22 8.73 PhiVcI2 <Vu <= Min 11.4.6 22.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 42.98 19.00 4.40 4.40 32.92 0.21 8.71 PhiVcI2 <Vu < Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+0.50S+1.60H 2 43.10 19.00 4.31 4.31 33.45 0.20 8.69 Vu < PhiVc/2 Not Reqd 1 8.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, 1 2 43.22 19.00 4.22 4.22 33.98 0.20 8.67 Vu < PhiVc/2 Not Reqd 1 8.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H.1 2 43.35 19.00 4.13 4.13 34.49 0.19 8.65 Vu<PhiVcI2 Not Reqd l 8.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, 1 2 43.47 19.00 4.04 4.04 34.99 0.18 8.63 Vu <PhiVc/2 Not Reqd 1 8.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 43.59 19.00 3.94 3.94 35.47 0.18 8.62 Vu < PhiVc/2 Not Reqd 1 8.6 0.0 0.0 +1.20D+1.60L+0.50S+I.60H, 1 2 43.71 19.00 3.85 3.85 35.95 0.17 8.60 Vu <PhiVcI2 Not Reqd 1 8.6 0.0 0.0 +1.20D+1.60L+0.50S+I.60H, 1 2 43.84 19.00 3.76 3.76 36.42 0.16 8.58 Vu < PhiVc/2 Not Reqd 1 8.6 0.0 0.0 +1.20D+1.60L+0.505+1.60H, 1 2 43.96 19.00 3.67 3.67 36.87 0.16 8.57 Vu < PhiVc/2 Not Reqd 1 8.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2 44.08 19.00 3.58 3.58 37.32 0.15 8.55 Vu <PhiVc/2 Not Reqd 1 8.6 0.0 0.0 +1.200+1.60L+0.505+1.60H, 1 2 44.20 19.00 3.49 3.49 37.75 0.15 8.54 Vu <PhiVc/2 Not Reqd 1 8.5 0.0 - 0.0 +1.20D+1.60L+0.50S+1.60H, 1 2 44.33 19.00 3.40 3.40 38.17 0.14 8.52 Vu <PhiVcI2 Not Reqd 1 8.5 - 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 44.45 19.00 3.31 3.31 38.58 0.14 8.51 . Vu <PhiVcI2 Not Reqd 1 8.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H I -2 44.57 19.00 3.22 3.22 38.98 0.13 8.50 Vu <PhiVc/2 Not Reqd 1 8.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 44.69 19.00 3.12 3.12 39.37 0.13 8.48 Vu <PhiVc/2 Not Reqd 1 8.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H. I 2 44.82 19.00 3.03 3.03 39.75 0.12 8.47 Vu <PhiVcI2 Not Reqd 1 8.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 2 44.94 19.00 2.94 2.94 40.11 0.12 8.46 Vu <PhmVcI2 Not Reqd 1 8.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 45.06 19.00 2.85 2.85 40.47 0.11 8.45 Vu < PhiVc/2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+I.60H,1 2 45.18 19.00 2.76 2.76 40.81 0.11 8.44 Vu<PhiVcI2 - Not Reqd l 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H.I 2 45.31 19.00 2.67 2.67 41.14 - 0.10 8.42 Vu<PhiVc!2 Not Reqd l 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 45.43 19.00 2.58 2.58 41.46 0.10 8.41 Vu < PhiVcI2 Not Reqd 1 8.4 0.0 0.0 )flr.4 ani in rnc&4 stnu I . - -- . . . .. -- - . .. , . - - - Title Block Line 1 Project Title: You can change this area Engineer: Pi& 0:35 using the Settings menu item Project Descr: and then using the "Printing & Title Block" selection. C---- -t B-------------File= C:AEStPROJECTSt2017PR-1lW0CKAN-1\ENGINE.1framing.ec6 - oncree ENERCALC. INC. 1983-2016. Buitd:6.16.1.25. Ver.6.16.1.31 Desctiption: Floor Joists Detailed Shearinformation 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) Reqd Suggest +1.20D+1.60L+0.50S+1.60H, I 2 45.80 19.00 2.30 2.30 42.36 0.09 8.38 Vu <PhiVc!2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, 1 2 45.92 19.00 2.21 2.21 42.64 0.08 8.37 Vu < PhiVc/2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2 46.04 19.00 2.12 2.12 42.90 0.08 8.36 Vu < PhiVc/2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H,1 . 2 46.16 19.00 2.03 2.03 43.16 0.07 8.35 VucPhiVc/2 Not Reqd l 8.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I - 2 46.29 19.00 1.94 1.94 43.40 0.07 8.34 Vu <PhiVc/2 Not Reqd 1. 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 46.41 19.00 1.85 1.85 43.63 0.07 8.33 Vu <PhiVc!2 Not Reqd 1 8.3 0.0 0.0 +1.200+1.60L+0.50S+1.60H. I 2 46.53 19.00 1.76 1.76 43.85 0.06 8.32 Vu <PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.200+1.60L+0.505+1.60H, I 2 46.65 19.00 1.67 1.67 4406 0.06 8.31 Vu <PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.200+1.60L+0.505+1.60H, I 2 46.78 19.00 1.58 1.58 44.26 0.06 8.30 Vu <PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.601-+0.505+1.601-1,I 2 46.90 19.00 1.49 1.49 3.11 0.76 10.14 VucPhiVcI2 Not Reqd l 10.1 0.0 0.0 +1.200+1.60L+0.505+1.60H, I 2 47.02 19.00 1.46 1.46 3.29 0.70 9.99 Vu <PhiVc/2 Not Reqd 1 10.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 47.14 19.00 1.43 1.43 3.46 0.65 9.86 Vu <PhiVcI2 Not Reqd 1 9.9 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 2 47.27 19.00 1.40 1.40 3.64 0.61 9.74 Vu <PhiVc!2 Not Reqd 1 9.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 47.39 19.00 1.37 1.37 3.81 0.57 9.64 Vu <PhiVc!2 Not Reqd 1 9.6 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 2 47.51 19.00 1.33 1.33 3.97 0.53 9.54 Vu <PhiVcI2 Not Reqd 1 9.5 0.0 0.0 +1.20D+1.60L+0.505+1.60H. I 2 47.63 19.00 1.30 1.30 4.13 0.50 9.46 Vu <PhiVc/2 Not Reqd 1 9.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H I 2 47.76 19.00 1.27 1.27 4.29 0.47 9.38 Vu < PhiVc/2 Not Reqd 1 9.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 47.88 19.00 1.24 1.24 4.44 0.44 9.30 Vu cPhiVcI2 Not Reqd 1 9.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H, 1 2 48.00 19.00 1.20 1.20 4.59 0.42 9.24 Vu cPhiVc/2 Not Reqd 1 9.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H I. 2 48.12 19.00 1.17 1.17 4.74 0.39 9.18 Vu<PhiVcI2 Not Reqd l 9.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H I 2 48.24 19.00 1.14 1.14 4.88 0.37 9.12 Vu < PhiVc/2 Not Reqd 1 9.1 0.0 00 +1.20D+1.60L+0.50S+1.60H I 2 48.37 19.00 1.11 1.11 5.02 0.35 9.07 Vu < PhiVcI2 Not Reqd 1 9.1 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 2 48.49 19.00 1.07 1.07 5.15 0.33 9.02 Vu < PhiVcI2 Not Reqd 1 9.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H I 2 48.61 19.00 1.04 1.04 5.28 0.31 8.97 Vu < PhiVcI2 Not Reqd 1 9.0 0.0 0.0 +.1.20D+1.60L+0.505+1.60H, I 2 48.73 19.00 1.01 1.01 5.40 0.30 8.93 Vu < PhiVcI2 Not Reqd 1 8.9 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 2 48.86 19.00 0.98 0.98 5.53 0.28 8.89 Vu < PhiVcI2 Not Reqd 1 8.9 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 2 48.98 19.00 -1.02 1.02 56.45 0.03 8.23 Vu < PhiVcI2 Not Reqd 1 8.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H I 2 49.10 19.00 -1.11 1.11 56.32 0.03 8.24 Vu < PhiVc/2 Not Reqd 1 8.2 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 2 .49.22 19.00 -1.20 1.20 56.17 0.03 8.24 Vu < PhiVc/2 Not Reqd 1 8.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 49.35 19.00 -1.29 1.29 56.02 0.04 8.25 Vu < PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 2 49.47 19.00 -1.38 1.38 55.86 0.04 8.26 Vu c PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 49.59 19.00 -1.48 1.48 55.68 0.04 8.27 Vu < PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 2 49.71 19.00 -1.57 1.57 55.50 0.04 8.27 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H I 2 49.84 19.00 -1.66 1.66 55.30 0.05 8.28 Vu < PhiVcI2 Not Reqd I - 8.3 0.0 0.0 +1.20D+1.601-+0.505+1.601-1, I 2 49.96 19.00 -1.75 1.75 55.09 0.05 8.29 Vu < PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.200+1.60L+0.505+1.60H, I 2 50.08 19.00 -1.84 1.84 54.87 0.05 8.29 Vu <PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.200+1.60L+0.50S+1.60H, I 2 50.20 19.00 -1.93 1.93 54.64 0.06 8.30 Vu < PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+O.505+1.60H, l 2 50.33 19.00 -2.02 2.02 54.40 0.06 8.31 Vu <PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 2 50.45 19.00 -2.11 2.11 54.14 0.06 8.32 Vu <PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D#1.60L+0.505+1.60H, I 2 50.57 19.00 -2.21 2.21 53.88 0.06 8.33 Vu <PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 50.69 19.00 --2.30 - 2.30 53.60 0.07 8.33 Vu < PhiVc/2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 50.82 19.00 -2.39 2.39 53.32 0.07 8.34 Vu <PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 50.94 19.00 -2.48 2.48 53.02 0.07 8.35 Vu < PhiVcI2 Not Reqd 1 8.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 51.06 19.00 -2.57 2.57 52.71 0.08 8.36 Vu < PhiVc/2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H, 1 2 51.18 19.00 -2.66 2.66 52.39 0.08 8.37 Vu < PhiVcI2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H I 2 51.31 19.00 -2.75 2.75 52.06 0.08 8.37 Vu < PhiVcI2 Not Reqd 1 - 8.4 0.0 0.0 +1.20D#1.60L+0.505+1.60H, I 2 51.43 19.00 484 2.84 51.71 0.09 8.38 Vu < PhiVc/2 Not Reqd 1 8.4 - 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 2 51.55 19.00 -2.93 2.93 51.36 0.09 8.39 Vu <PhiVcI2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 51.67 19.00 -3.03 3.03 51.00 0.09 8.40 Vu <PhiVc/2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, 1 2 51.80 19.00 -3.12 3.12 50.62 0.10 8.41 Vu <PhiVcI2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H, 1 2 51.92 19.00 -3.21 3.21 50.23 0.10 8.42 Vu < PhiVcI2 Not Reqd 1 8.4 0.0 0.0 +1.20D+1.60L+0.505+1.60H, I 2 52.04 19.00 -3.30 3.30 49.83 0.10 8.43 Vu < PhiVcI2 Not Reqd 1 8.4 0.0 0.0 .4 ,)rr.I.l WI ..fl MQj.4 AAU I Title Block Line I Project Title: You can change this area Engineer: Pffgja I:35 using the Settings menu item Project Descr: and then using the Printing & Title Block selection. Title Block Line 6 Printed: 18 OCT 2017, 10:22PM T ./ ., " 4 . • ''• File C ec6 cpncrete)earn , . ' . " 'ENERCALC INC 1983-2016 Build 6161 25 Ver6 161 31 Description: Floor Joists Detailed Shear, Information. Span Distance d' Vu (k) Mu dVu/Mu PhiVc, Comment PhiVs PhiVn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-It) ' (k) (k) (k) Reqd Suggest +1.20D+1.60L+0.50S+1.60H, I 2 52.41 19.00 -3.57 3.57 48.57 0.12 8.46 Vu < PhiVc/2 Not Reqd 1 8.5 0.0 0.0 +1.200+1.60L+0.50S+1.60H, I 2 52.53 19.00 -3.66 3.66 48.13 0.12 8.47 Vu < PhiVc/2 Not Reqd 1 8.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 52.65 19.00 -3.75 3.75 47.68 0.12 8.48 Vu <PhiVcI2 Not Reqd 1 8.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 52.78 19.00 -3.85 3.85 47.21 0.13 8.49 Vu <PhiVc!2 ' Not Reqd 1 8.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 52.90 19.00 -3.94 3.94 46.73 0.13 8.50 Vu <PhiVc!2 Not Reqd 1 8.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, 1 '2 53.02 19.00 4.03 4.03 46.25 0.14 8.52 , Vu <PhiVc/2 Not Reqd 1 8.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H, I 2 53.14 19.00 4.12 4.12 45.75' 0.14 8.53 Vu <PhiVc!2 Not Reqd 1 8.5 0.0 0.0 +1.20D+1.60L+0.505+I.60H, 1 2 53.27 19.00 4.21 4.21 45.24 0.15 8.54 ' Vu <PhiVc/2 Not Reqd 1 8.5 0.0 0.0 +1.20D+1.60L+0.505+I,60H, I 2 53.39 19.00 4.30 4.30 44.72 0.15 8.55 PhiVc/2 <Vu < Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.50S+1,60H, I 2 53.51 19.00 4.39 4.39 44.18 0.16 8.57 PhiVc/2 <Vu < Min 11.4.6 22.5 9.5 9.0 +1,20D+1.60L+0,505+1,60H. I 2 53.63 19.00 4.48 4.48 43.64 0.16 8.58 PhiVc/2 <Vu < Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.50S+1.60H. I 2 53.76 19.00 4.58 4.58 43.09 0.17 8.59 PhiVc/2 <Vu <= Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.50S+1.60H.1 2 53.88 19.00 4.67 4.67 42.52 0.17 8.61 PhiVc/2<Vu< Min 11.4.6 22.5 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 54.00 19.00 4.76 4.76 41.94 0,18 8.62 PhiVc/2 <Vu <= Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+0.50S+1.60H,1 2 54.12 19.00 4.85 4.85 41.35 0.19 8.64 PhiVcI2<Vu< Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+0.50S+I.60H, I 2 54.24 19.00 4.94 4.94 40.76 0,19 8.66 PhiVc/2 <Vu <= Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, 1 2 54.37 19.00 -5.03 5.03 40.14 ' 0.20 8.67 PhiVc/2 <Vu < Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+0.50S+1.60H,1 2 54.49 19.00 -5.12 5.12 39.52 0.21 8.69 PhiVc/2<Vu< Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, 1 2 54.61 19.00 -5.21 5.21 38.89 0.21 8.71 . PhiVc/2 <Vu < Min 11.4.6 22.6 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 54.73 19.00 -5.30 5.30 38.25 0.22 8.73 PhiVc/2 <Vu <= Min 11.4.6 22.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 54.86 19.00 -5,40 5.40 37.59 0.23 8.75 PhiVcI2 <Vu <= Min 11.4.6 22.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 54.98 19.00 -5.49 5.49 36.93 0.24 8.77 PhiVc/2 <Vu < Min 11.4.6 22.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H,I 2 55.10 19.00 -5.58 5.58 36.25 0.24 8.79, PhiVc/2<Vu<= Min 11.4.6 22.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 55.22 19.00 -5.67 5.67 35.56 0.25 8.81 PhiVc/2 <Vu <= Min 11.4.6 22.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 55.35 19.00 -5.76 5.76 34.86 0.26 8.84 PhiVc/2 <Vu <= Min 11.4.6 22.8 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 ' 55.47 19.00 -5.85 5.85 34.15 0.27 8.86 PhiVc/2 <Vu <= Min 11.4.6 22.8 9.5 9.0 +1.20D+1.60L+0,50S+1,60H. I 2 55.59 19.00 -5.94 5.94 33.43 0.28 8.89 PhiVc/2 <Vu <= Min 11.4.6 22.8 9.5 9.0 +1.20D+1.60L+0.50S+1.60H,I 2 55.71 19.00 -6.03 6.03 32.69 0.29 8.92 PhiVc/2<Vu<= Min 11.4.6 22.9 9.5 9.0 +1.20D+1.60L+0.50S+1.60H,1 2 55.84 19.00 -6.12 6.12 31.95 0.30 8.95 PhiVcI2<Vu<= Min 11.4.6 22.9 9.5 9.0 +1,20D+1.60L+0.505+1.60H,1 2 55.96 19.00 -6.22 ' 6.22 31.19 0.32 8.98 PhiVcl2<Vu< Min 11.4.6 22.9 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 56.08 19.00 -6.31 6.31 30.43 0.33 9.01 PhiVc/2 <Vu <= Min 11.4.6 22.9 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 56.20 19.00 -6.40 6.40 29.65 0.34 9.05 PhiVc/2 <Vu < Min 11.4.6 23.0 9.5 ' 9.0 +1,20D+1.60L+0,50S+1,60H. I 2 56.33 19.00 -6.49 6.49 28.86 0.36 9.08 . PhiVc/2 <Vu < Min 11.4.6 23.0 9.5 9.0 +1.20D+1.60L+0.50S+1.60H. I 2 56.45 19.00 -6.58 6.58 28.06 0.37 9.12 PhiVc/2 <Vu <= Min 11.4.6 23.1 9.5 9.0 +1.20D+1,60L+0.50S+1,60H, I 2 56.57 19.00 -6.67 6.67 27.25 0.39 9.17 PhiVc/2 <Vu < Min 11.4.6 23.1 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 2 56.69 19.00 -6.76 6.76 26.43 0.41 9.21 PhiVc/2 <Vu < Min 11.4.6 23.1 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 2 56.82 19.00 -6.85 6.85 25.59 0.42 9.26 PhiVc/2 <Vu < Min 11.4.6 23.2 9.5 9.0 +1.200+1.60L+0.50S+1.60H, I 2 56.94 19.00 -6.94 6.94 24.75 0.44 9.31 PhiVc/2 <Vu < Min 11.4.6 23.2 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 57.06 19.00. -7.04 7.04 23.89 0.47 9.37 PhiVc/2 <Vu < Min 11.4.6 ' 23.3 9.5 9.0 +1,206+1.60L+0.50S+1.60H, I 2 57.18 19.00 -7.13 7.13 23.02 . 0.49 9.43 PhiVc/2 <Vu < Min 11.4.6 23.4 9.5 9.0 +1,20D+1.60L+0.50S+1.60H, I 2 57.31 19.00 -7.22 7.22 22.15 0.52 9.50 PhiVc/2 <Vu <= Min 11.4.6 23.4 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 57.43 19.00 -7.31 7.31 21.26 0.54 9.58 PhiVc/2 <Vu < Min 11.4.6 23.5 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 57.55 19.00 -7.40 7.40 20.36 0.58 9.66 PhiVc/2 <Vu < Min 11.4.6 23.6 9.5 9.0 +1.200+1.60L+0.50S+1.60H, I 2 57.67 19.00 -7.49 7.49 19.44 0.61 9.75 PhiVc/2 <Vu <= Min 11.4.6 23.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H,I 2 57.80 19.00 -7.58 7.58 18.52 0.65 9.85 PhiVcI2<Vu< Min 11.4.6 23.8 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, 1 2 57.92 19.00 -7.67 7.67 17.59 0.69 9.96 PhiVc/2 <Vu < Min 11.4.6 23.9 9.5 9.0 +1,20D#1,60L+0.50S+1.60H, 1. 2 58.04 19.00 -7.77 7.77 16.64 0.74 10.08 PhiVc!2 <Vu < Min 11.4.6 24.0 9.5 9.0 +1,20D+1.60L+0.505+1.60H, I 2 58.16 19.00 -7.86 7.86 15.69 0.79 10.22 PhiVcI2 <Vu < Min 11.4.6 24.2 9.5 9.0 +1,20D+1.60L+0.505+1.60H, I 2 58.29 19.00 -7.95 7.95 14.72 0.85 10.38 PhiVc/2 <Vu < Min 11.4.6 24.3 9.5 9.0 +1.20D+1.60L+0.50S+1.60H,I , 2 58.41 19.00 -8.04 8.04 13.74 0.93 10.57 PhiVc/2<Vu< Min 11.4.6 24.5 9.5 9.0 +1.20D+1.60L+0.50S+1.60H,I ' 2 58.53 19.00 -8.13 8.13 12.75 1.00 10.76 PhiVc/2<Vu< Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 2 58.65 19.00 -8.22 8.22 11.75 1.00 10.76 PhiVc/2 <Vu < Min 11.4.6 24.7 9.5 9.0 ')flrl..4 ani ..fl AC...l gznw i .... ..... - -. ... -. . --- n,., ,,n -1. -- ........ - ' Title Block Line 1 Project Title: You can change this area Engineer: P1oiiI 0:35 using the "Set ' tings" menu item Project Descr: and then usin the "Printing & Tide Block selection. Concrete - - - File - oncre e Beam ENERCALC. INC. 1983-2016. 8uild:6.16.1.25.Ver.6.16.1.31 Description : Floor Joists rDetaiI1 ShearThfà ition ;•-::- Span Distance 'd' Vu (k) Mu dVu1Mu 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+1.60L+0.50S+1.60H, 1 2 59.02 19.00 -8.49 8.49 8.68 1.00 10.76 PhiVc/2 <Vu <= Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H, 1 2 59.14 19.00 -8.59 8.59 7.63 1.00 10.76 PhiVc/2 <Vu <= Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+O.503+1.60HI 2 59.27 19.00 -8.68 8.68 6.58 1.00 10.76 PhiVcI2<Vu< Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H, 1 2 59.39 19.00 -8.77 8.77 5.51 1.00 10.76 PhiVcI2 <Vu < Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H I 2 59.51 19.00 -8.86 8.86 4.43 1.00 10.76 PhiVcI2 <Vu <= Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H, 1 2 59.63 19.00 -8.95 8.95 3.34 1.00 10.76 PhiVcI2 <Vu <= Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+0.505+1.60H, I 2 59.76 19.00 -9.04 9.04 2.24 1.00 10.76 PhiVc!2 <Vu < Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H, I 2 59.88 19.00 -9.13 9.13 1.12 1.00 10.76 PhiVcI2 <Vu < Min 11.4.6 24.7 9.5 9.0 +1.20D+1.60L+0.50S+1.60H I 2 60.00 19.00 -9.22 9.22 0.00 1.00 10.76 PhiVcI2 <Vu < Min 11.4.6 24.7 9.5 9.0 Page 28 of 35 Wokcano Carlsbad Date: 10-18-2017 Design of Make-Up Air Unit Anchorage These Make-up Air Units are proposed within the designated area of future tenani equipment area and is designed for 65 psf uniform loading. Area covered by MUA unit (157 48' A:=i—•— A=52.333 ft2 12 12) Equivalent total load covered by MUA equipment := (65.0). (A) P equipment = 3402 lbs. Weight of equipment including curb W := 1200 lbs <3402 Lbs. OK 120 BASE PLATEEI ZThKPI.WD,NT. TJDCLTAT EE11&ftONLAG FIIE E C4MPM&AT ECCtERTP. if L1CATI _ - _- -- 0 0_i 0 0 oPMAf MANUFACTURER _\ \I B __ 430 .1114 X. L pTRAT1cr NOTES: 1AsscREWgEA. 1. &LL5HLLif SHAPED O ROOF SLOPE, ales Page 29 of 35 Wokcano Carlsbad Date: 10-18-2017 Page 30 of 35 Wokcano Carlsbad Date: 10-18-2017 94 I If ----n : & _ROOFTOPUNT ' MAX. t'lT.12Q I I I STEEL FACTORY CURB 1EGAMIN. 1!ThK. FWD , t, JEINE1ALDO1 r LT ____ O UNTRS1( L 3 X3 YM RIX B-B Page 31 of 35 Wokcano Carlsbad Date: 10-18-2017 Seismic Parameters SDS := 0.783 a := 2.5 R:=6.0 I:=l.O z:=1 h:=1 Weight of curb and unit W := 1200 lbs. 0.4.aP.SDS ( a := R h) Ip) apmax := I.6. SDS. IP apmin:= 0.3.SDS.IP a = 0.392 lbs. Governs apmax = 1.253 lbs. apmjn = 0.235 lbs. Allowable Strength Design F := 0.7ap.W F = 329 lbs. Fpv :0.l4SDSWp F= 132 lbs. Plan View -I -ei -- Page 32 of 35 Wokcano Carlsbad Date: 10-18-2017 ADDmONAL. RESTRAINS WHEN REQUIRED, CATEDA%.ONG WY W = Operating Weight of Equipment F1= Seismic Horizontal Force Fp,= SetsmTc Vertical Force = Distance between Seismic Restraints Along Y-Y bz = Distance between Seismic Restraints Along X-X h = Height to Center of Gravity N = Number of Seismic Restraints = Seismic Isolator or Anchor Location in1 tFpv e ECCENTRICITY ALONG X-X -' = ECCENTRICITY ALONG V-V -1 1W F, 1! b1- .I1 21 b1--- Anchorage location b1 := 31.0 in. b2:= 31.0 in. Plan eccentricity e:=0.0 in. ey :=O.O in. Number of anchor points N := 4 Height of equipment including curb H := 66.0 in. Height of C.G. including curb and framing height Hcg := 54.0 in. Page 33 of 35 Wokcano Carlsbad Date: 10-18-2017 N. (N + 2). b12 I =961 in4 XX 12.(N-2) XX N•b22 := = 961 in4 l.b1' t I xx b2 (e 85 :=atan— — e o e) s - Maximum tension Pt at location 2 0.6.W_ 0.6.W F 'I[bi (b2 P := - •i —•e +1— •e -e•el a. N b1• b2 )L2 X 2) y x Pta = 147.1 lbs. (b2 (b1 F .cos(Ot) Hcg) FP.sin(Ot).HC9jj-) Ptb:= Iyy lxx lbs. pt:= ta - tb -258 lbs. 9 Page 34 of 35 Wokcano Carlsbad Date: 10-18-2017 Maximum compression at location 4 Wp+Fp (W+F PV "I[bi 1 1— • e ca N - b. b2 ) -2 +L 2) Y— e x e)j ca = 332.9 lbs. (b2 (b1 F. cos(8t). Hcgi_) F. sin (Ot). Hcg) PCb:= + lyy 'xx lDcb = 405.1 lbs. Pc :=Pca +Pcb P=738 lbs. Maximum shear at location 2 F. COS( 0s)F. cos(05). e. b2 + F. sin( 85). ex. b1 P := + / SX N 2'l +1 xx yy Psx =82 lbs. p := Fp. sin( Os) + F.cos(O5).e.b1 + Fp.sin(Os). ex. b2 S/ N 2.(l+ l) P5 ,=0 lbs. := j + P5y = 82 lbs. LI Page 35 of 35 Wokcano Carlsbad Date: 10-18-2017 Check uplift each corner Tension capacity of 1/2" dia. x 4" penetration lag screws Tallow 378.(4.0) Tallow 1512 lbs. Shear capacity of 1/2" dia. lag screw Vallow: 130 lbs. 2 screws at each corner + —Pr P5 DCR:= 2-Tallow 2Vallow OCR = 0.402 OK 4x8 Connection to Exist Steel Beam. 0TIRUQ.tT CUN!EI5tL'LC .- 1. B-B (2)-5/8" dia thru bolt has enough strength to resist 258 lbs. uplift force and 82 lbs shear force. Minimum distance between holes A to B (center to center) is 2.5" RECEIVED OCT 23 2017 CITY OF C BUILDING DIVISION nnAC FAUCETS. LLC Wall'Mount Rough-in . Page 1 of 2 FA43-124, 125, 129, 130 All brass construction. Finish applies to components visible from above sink only. All dimensions in inches. Vertical Clearance: 12" Maximum, 6.5" Minimum 4" Maximum, 2" Minimum Minimum Diameter 1.275" Minimum Diameter 1.275" Hate '-'Zo DIoritr Cup for hat Is not supptleiA, FA43 Front View M1C FBUCETS. LL www.macfaucets.com Tel 866 558 3200 Fax 310 919 3073 Email Info@macfaucets.com NIAC FAUCETS. LLC Wall Mount Rough-in Page 2 of 2 FA43-124,125,129,130 Wall pipe and street elbow not supplied. 1/2" NPT street elbow must be fastened to wall frame. Wall frame 4" max. Thicker wall frame may require horizontal pipe or coupler. Please note: Spouts have 1/2" NPT inlet threads. Some models have male threads, others female. Wall spouts have varying length. Please view spec. of individual faucet. Sensor range/zone is field adjustable. 22" maximum distance required to accommodate sensor -cable length. Faucet Automator FA43 contains batteries (battery application) and must be accessible for battery replacement. OF 1/2' NPT FErinLe pIpes. threaded. Spout ALL in watt pipes are no /5upptled Sensor Zone I I Awiummtor and 1/' NPT pipe, Exposed 1/E'-1d''x1W /'___'• threads far Hose SuppLied. I . .. - hose connection. -.Sensor - Pipe not Faucet Automator 7' Wire Supplied .. Model FA43 - -j Side View ..... MC F2UETS. LLC . .... www.macfaucets.com Tel 866 558 3200 Fax 310 919 3073 Email Info@macfaucets.com . . . SATIN BRASS + AC ADAPTER nnA FAUCETS The Leader in Decorative Automatic Faucets World Wide Autoluxe Faucets are Available in Twenty Finishes Package Includes Faucet FA43 Automator Single Water Source Fitting Water Flow Valve With Built-in Particle Filter Stainless Steel Hose Mounting Hardware Batteries Pre-installed All the harthvare necessaiy for satisfaclo,y installation AutoluxeTM Model: FA43-124 Featuring: Brass Faucet. Solid Brass Valving System. Water Safe Control Electronics. Battery Powered, (4 Standard AA Batteries). Water Flow Adjustment Capability. Drain Sold Separately ANSI A112.18.1M CSA Standard B 125, 2.2 U.S. GPM Complies with NSF Standard 61, Section 9 Available in Twenty (20) Finishes. Vandal resistant aerator (as of 4/2012) The model FA43-124 is member of an expanding line of wallmounted hands free fauc~ available from MAC. This faucet is ideal for bathroom applications where modern wall mounted automatic faucets are desired. Don't let the good looks fool you, the model FA43-124 is a heavy duty faucet that is designedfor heavy traffic applications. It features the Faucet Automator model FA43. Manufactured to last, the FA43 employs the latest in plug and play digital electronics, and is equipped with a solid brass solenoid valve with integral filter and water flow adjustment. The faucet is shipped complete and is packaged for ease of installation. MAC Faucets is first to design and manufacture decorative automatic wall mount faucets world wide. SPECIFICATIONS AND DIMENSIONS I MODEL: FA43-124 SPOUT: SOLID BRASS POWER: 4 (AA) BATTERIES /AC ADAPTER OPTIONAL BATTERY LIFE EXPECTANCY: 1 20,000 CYCLES SOLENOID VALVE: 6 VOLT MAGNET LATCHING. WORKING WATER PRESSURE: 1 PSI -100 PSI SUPPLY INLET SIZE: 1/2" NPT MALE WATER TEMPERATURE CONTROL: OPTIONAL Pop-UP DRAIN KNOB: NONE SENSOR TYPE AND LOCATION: ACTIVE INFRARED, WALL MOUNT SENSOR MICROPROCESSOR: DIGITAL, PUG AND PLAY SENSING RANGE: 2" TO 1 0" ADJUSTABLE RESPONSE TIME: 0.3 SECOND SHUT-OFF DELAY TIME: 2 SECONDS MAXIMUM RUNNING TIME: 60 SECONDS PARTICLE FILTER SIZE: 50 MESH AERATOR: 1.5 6PM STANDARD, OPTIONS AVAILABLE Optional Equipment: Lavatory Drain, Grid and Pop-Up Type. • Wall Plates for 4" and 8" hole configuration. • Adjustable Under The Sink Mixing. • AC Adapters. All Dimensions are approximate and in Inches. 9.0 I 8.5 Spout / / Wall Lisc. Sensor 2 MFtC F2ueT. LLt www.macfaucets.com Tel 866 558 3200 Fax 310 919 3073 Email Info@macfaucets.com 4 rBaIariaoGuys 21228 Winterset Dr. Santa Clarita, CA 91350 (661) 312-4840 To: Building Mechanical / Health Departments Date: 3/8/2019 Re: Wokano - 2525 El Camino Real Ste. 200 Carlsbad, CA 92008 Air Balance Test An air balance test was conducted Mar 08, 2019 on five exhaust hoods and three a/c units at the above address in Carlsbad. The exhaust ventilators, make-up air and a/c units were tested and shown to meet state and local mechanical codes and are in balance. A detailed report is included. Please call (661)312-4840 for any questions. Sincerely, Certification #15-510-05 (Air Botancei Cod*15.6IO-25 Ex,e19'. ABBlan_Guys Project: Wokano Blower Fan Specifications KEF- 1 KEF-2 KEF-3 Service Hood #1 - Left Hood #2 - Middle Left Hood #3 - Middle Right Location Roof Roof Roof Manufacturer Captive Aire Captive Aire Captive Aire Model Number DU33HFA DUJ8OHFA DU180HFA Serial Number Design Actual % Design. Actual % Design Actual % C 600 613 102% 2,600 2,651 102% 2,200 2,217 101% F M S Discharge P Suction (-) Total SP (Inches w.g.) F A Manufacturer WEG WEG WEG N Horsepower 0.33 1.5 1 M RPM 1,725 1,725 1725 o Voltage 208 208 208 T Phase 3 3 3 o Amperage 1.3 6.8 3.8 R Service Factor 1.15 1.15 1.15 D Motor Sheave Direct Drive Direct Drive Direct Drive R % Closed n/a n/a n/a I Fan Sheave n/a n/a n/a V Fan RPM 1376 1172 1073 E Belt Size I Qty. n/a n/a n/a Center to Center n/a n/a n/a Adjustment In/Out I sW8aMflW Cwt1S.5!O.25 AlrElele-noo0myn Project: Wokano Blower Fan Specifications EF-4 EF-6 EF-7 Service Hood #4 - Right Dishwasher Men's Location Roof Roof Ceiling Manufacturer Captive Aire Captive Aire Greenheck Model Number DUAI6FA DUI8OHFA GS-200 Serial Number Design Actual % Design Actual % Design Actual % C 2,600 2,606 100% 1,300 1,337 103% 200 216 108% F M S Discharge P Suction (-) Total SP (Inches w.g.) F A Manufacturer WEG I WEG HSSA N Horsepower 1.5 0.75 0.12 M RPM 1,725 1,725 1725 o Voltage 208 115 120 T Phase 3 1 1 o Amperage 8.7 6.8 56W R Service Factor 1.15 1.15 1.00 D Motor Sheave Direct Drive Direct Drive n/a R % Closed n/a n/a n/a I Fan Sheave n/a n/a n/a V Fan RPM 1172 1021 n/a E Belt Size / Qty. n/a n/a n/a Center to Center n/a n/a n/a Adjustment In/Out I LWI !32Fli2O19 AIL Project: Wokano Blower Fan Specifications EF-8 EF-9 Service Women's Employee Restroom Location Ceiling Ceiling Manufacturer Greenheck Greenheck Model Number GS-25 GS-100 Serial Number Design Actual % Design Actual % Design Actual % C 250 261 104% 50 54 108% F M S Discharge P Suction (-) Total SP (Inches w.g.) F A Manufacturer HSSA HSSA N Horsepower 0.12 0.1 M RPM 1725 1725 o Voltage 120 120 T Phase 1 1 o Amperage 56W 48W R Service Factor 1.00 1.00 D Motor Sheave n/a n/a R % Closed n/a n/a I Fan Sheave n/a n/a V Fan RPM n/a n/a E Belt Size / Qty. n/a n/a Center to Center n/a n/a ____ Adjustment In/Out Project: Wokano EF-1 Grease Filter Air Measurements -Grease fJFilter Manufacturer Filter i v. El El __ I I. El El El El 1 El El IFI ommerciai tooiung noou ci -)ystem no Hood Open Sides: each 4.50 3.00 4.50 0.0 Distance from Hood to Cooking Surface: Hood Width: 4.5 X Hood Length: 3 = Formulas: #1 Q=300A/200A #2 Q=150A/100A #3 Q=100A/75A #4 Q=75A/50A Alternate Formulas: #1 Q=IOOPD #2 Q=100PD #3 Q=50PD #4 Q=50PD UL and ETL Listed Formulas: 200 per linear foot 12.0 13.5 600 Feet (P) Feet (D) Square Feet Formula Alt. Formula equired CFM Non-Canopy Type Hood: CFM X linear foot Required CFM #1 Duct Size: 8 in. X 7 in..+ 144= 0.39 Square Feet #2 Duct Size in. X in..—* 144= Square Feet Exhaust Air Volume Through Filters: 613 + duct size 0.39 1,572 Feet Per Minute Al,8Iant ArBreGuyB -.0000 AL Project: Wokano EF-2 Grease Filter Air Measurements No. Grease Filter Manufacturer Filter Size Net Area 1 Captrate 16"x16" 1.39 2 3 No. Size Average CFM 1 16"x16" 282 391.98 2 16"x16 314 436.46 3 16"x16" 338 469.82 4. 16"x16" 364 505.96 5 16"x16" •318 442.02 6 16"x16" 291 404.49 7 8 9 10 ii 12 13 ________ Commercial Cooking Hood & System Specifications Total 2,651 Hood Open Sides: each 4.50 12.00 4.50 0.0 Distance from Hood to Cooking Surface: Hood Width: 4.5 X Hood Length: 12 = Formulas: #1 Q=300A/200A #2 Q=150A/100A #3 Q=100A/75A #4 Q=75A/50A Alternate Formulas: #1 Q=IOOPD #2 Q=IOOPD #3 Q=50PD #4 Q=50 PD UL and ETL Listed Formulas: 200 per linear foot Non-Canopy Type Hood: CFM X linear foot #1 Duct Size: 12 in. X 20 in..-* 144= 1.67 #2 Duct Size in. X in..- 144= Exhaust Air Volume Through Filters: 2,651 + duct size 1.67 21.0 Feet (P) Feet (D) 54 Square Feet Formula Alt. Formula 216 Required CFM Required CFM Square Feet Square Feet 1,587 Feet Per Minute .riI,aotanrr -- c.,t* t5.5O45 rBakrnceGuyB' Project: Wokano EF-3 Grease Filter Air Measurements No. Grease Filter Manufacturer Filter Size Net Area 1 Captrate 16"x16" 1.39 2 3 No. Size Average CFM 1 16"x16" 222 30858 2 16"x16" 257 357.23 3 16'x16" 263 365.57 4 16"x16" 318 442.02 5 16"x16" 288 40032 6 16"x16" 247 343.33 7 8 9 10 11 12 13 Commercial Cooking Hood & System Specifications Total 2,217 Hood Open Sides: each 4.50 8.50 4.50 0.0 Distance from Hood to Cooking Surface: Hood Width: 4.5 X Hood Length: 8.5 = Formulas: #1 Q=300A/200A #2 Q=150A/I00A #3 Q=I00A/75A #4 Q=75A/50A Alternate Formulas: #1 Q=IOOPD #2 Q=IOOPD #3 Q=50PD #4 Q=50 PD UL and ETL Listed Formulas: 259 per linear foot Non-Canopy Type Hood: CFM X linear foot #1 Duct Size: 12 in. X 16 in..- 144= 1.33 #2 Duct Size in. X in..-- 144 Exhaust Air Volume Through Filters: 2,217 - duct size 1.33 17.5 Feet (P) Feet (D) 38.25 Square Feet Formula Alt. Formula 2,200 Required CFM Required CFM Square Feet Square Feet 1,667 Feet Per Minute - C.t*1&5fO25 AJrBilaaGuyB Project: Wokano Make-Up Air Specifications MUA-1 MUA-2 MUA-3 Service Hood #1-3 Hood #3-4 Dishwasher Location Roof Roof Roof Manufacturer Captive Aire Captive Aire Captive Aire Model Number A324D A324D AI G1.0 Serial Number Design Actual % Design Actual % Design Actual % C Supply Air @ Fan 4,000 4,041 101% 4000 4034 101% 1300 1307 101% F Supply Air @ Outlets M - Outside Air S Discharge (+) P Suction (-) - Total SP (Inches w.g.) F A Manufacturer WEG WEG WEG N Horsepower 3 3 1 M RPM 1725 1725 1725 O Voltage 208 208 208 TPhase 3 3 1 O Amperage 10.2 10.2 9.2 R Service Factor 1.15 1.15 1.15 D Motor Sheave Direct Drive Direct Drive Direct Drive R % Closed n/a n/a n/a I Fan Sheave n/a n/a n/a V Fan RPM 1012 1012 699 E Belt Size / Qty. n/a n/a n/a Center to Center n/a n/a n/a - Adjustment In/Out All 8IIM1r Project: Wokano MUA-1A Make-Up Air Measurements No. Make-Up Air Diffusers Size Net Area I Drop Down Diffuser (4) 4.5'x33" 3.75 2 3 r; J:f — - - — - Total: 606 Total Exhaust Air Volume: 613 C.F.M. Grease Duct Size: 0.39 Sq. Ft. Velocity Within Grease Duct: 1,572 F.P.M. Total Make-Up Air: 606 C.F.M. Certified Signature Approved Failed 0 3/8/2019 c.,t*,5.5io25 Air'DálenceGuyB - Project: Wokano MUA-1B Make-Up Air Measurements No. Make-Up Air Diffusers Size Net Area 1 Drop Down Diffuser (4) 4.5"x33" 3.75 2 .3 Total: 2,635 Total Exhaust Air Volume: 2,651 C.F.M. Grease Duct Size: 1.67 Sq. Ft. Velocity Within Grease Duct: 1,587 F.P.M. Total Make-Up Air: 2,635 C.F.M. Certified Signature Approved Failed fl 3/8/2019 sIrBftnW 15.50.25 AirBOlanceGuyB Project: Wokano MUA-2A Make-Up Air Measurements No. Make-Up Air Diffusers Size Net Area 1 Drop Down Diffuser (4) 4.5"x33" 3.75 2 3 Total: 2,212 Total Exhaust Air Volume: 2,217 C.F.M. Grease Duct Size: 1.33 Sq.Ft. Velocity Within Grease Duct: 1,667 F.P.M. Total Make-Up Air: 2,212 C.F.M. Certified Signature Approved Failed D 3/8/2019 AI?BOIONW - cà,tLf.5fc.25 E,3.ItW2O19 TEST DATE March 8, 2019 LOCATION Roof MANUFACTURER Carrier MODEL NUMBER 50TCQD14 SERIALNUMBER PROJECT Wokario SPACE SERVED Restaurant FAN DATA DESIGN 90999& DESIGN TOTAL CFM - FAN 5,000 TOTAL CFM - OUTLET/INLET 10,000 RETURN CFM 4,760 ADDRESS 2525 E. Camino Real #200 Carlsbad CA 92008 OUTSIDE AIR CFM 240 MOTOR DATA DESIGN DESIGN MOTOR MANUFACTURER WEG TEST TIME 6:00 PM MOTOR HP 1.5 - PHASE 1 VOLTAGE 208 AMPERAGE 5.63 READINGS BY Bryan Bair REGISTERS AND GRILLES C. < CV) cm w SP ULI CY cc (0 ammow JIIT11flI9 ö1flt1W. Men's HP-1 1 175 177 Women's '-IP-i 2 175 175 Kitchen HP-i 3 500 491 Kitchen HP-i 4 500 487 Kitchen HP-1 5 500 499 Kitchen HP-i 6 500 505 Kitchen HP-1 7 500 488 Kitchen HP-1 HP-i 8 150 148 Kitchen HP-1 9 350 344 Kitchen HP-1 10 150 152 Dining HP-1 ii 500 490 Dining HP-1 12 500 497 Dining HP-1 13 ______ 500 489 L "ANT lliG1IE P€iTj LOCATION Roof MANUFACTURER Carrier MODEL NUMBER 50TCQD14 SERIALNUMBER SPACE SERVED Restaurant - FAN DATA DESIGN DESIGN MUM TOTAL CFM - FAN 5,000 TOTAL CFM - OUTLET/INLET 10,000 RETURN CFM 4,240 OUTSIDE AIR CFM 760 MOTOR DATA DESIGN IJ DESIGN MOTOR MANUFACTURER WEG MOTOR HP 1.5 PHASE 1 VOLTAGE 208 AMPERAGE 5.63 REGISTERS AND GRILLES Dining HP-2 14 500 493 Dining HP-2 _1 500 503 Dining HP-2 _1 500 490 Dining HP-2 _1 500 490 Dining HP-2 _18 500 489 Dining HP-2 _19 500 467 Dining HP-2 20 1000 989 Dinina HP-2 21 1000 995 TEST DATE March 8, 2019 PROJECT Wokano 2525 E. Camino Real #200 Carlsbad CA 92008 TEST TIME 6:00 PM READINGS BY Bryan Bair b B9 TEST DATE March 8, 2019 LOCATION Roof MANUFACTURER Carrier MODEL NUMBER 50TCQD14 SERIALNUMBER PROJECT Wokano SPACE SERVED Restaurant FAN DATA DESIGN DESIGN TOTAL CFM - FAN 5,000 TOTAL CFM - OUTLET/INLET 10,000 om RETURN CFM 4,500 ADDRESS 2525 E. Camino Real #200 Carlsbad CA 92008 OUTSIDE AIR CFM 500 MOTOR DATA DESIGN ItffiJWYA DESIGN IAkffiJW MOTOR MANUFACTURER WEG TEST TIME 6:00 PM MOTOR HP 1.5 PHASE 1 VOLTAGE 208 AMPERAGE 5.63 READINGS BY Bryan Bair REGISTERS AND GRILLES : LO : .2 - s cc CM cm cc CM (I) am Dining HP-3 23 500 497 Dining HP-3 24 500 493 Dining HP-3 25 500 505 Dining HP-3 26 583 573 Dining HP-3 27 583 577 Dining '-IP-3 28 583 577 Dining HP-3 29 583 580 Dining HP-3 30 583 582 Dining HP-3 31 583 588 8MM-WrIal AirAllart r BRYAN BAIR Has successfully completed the required.. training and passed the written exam by the 3fiUI1 nth .iMthfr to perform HVAC commercial system balancing up to 20 tons, according to NCI practical standards and procedures Certified Since February 19, 2015 as administered and recognized by Expfms: 2079V2019. 1_nft ti National ,rt Rob Falke, President C,8C2.O1l - o'-17i ELISE ROTHSCHILD Director REc%VED OEC 11 2017 County of *an IdDi tego DEPARTMENT OF ENVIRONMENTAL HEALTH FOOD AND HOUSING DIVISION P.O:BOX 129261, SAN DIEGO, CA 92112.9261 Phone: (858) 505-6659 FAX: (858) 505-6824 1 (800)253-9933 www.sdcdeh.oro AMY HARBERT Assistant Director CITY OF CikRLSB/D DA%I2 DIVISION PLAN APPROVAL SHEET no SITE: 2525 El Camino Real Ste 200 Carlsbad BUSINESS OVNER: Michael Kwan Plans are approved contingent upon the following: DATE: 10/17/17 PC #: FFPP-008656 (DER rndlãhaH ivailable for review at the' iiñ'i€öf the iiSb(Fctioñ 2) Changes to equipment layout, menu, or application must be submitted for approval. Changes made without approval will make the plan approval null and void. 3) Obtam local Buildmg Department and all applicable agencies permits and approvals PRIOR TO FINAIi iNSPECTION AND APPROVAII'TO OPERATE BYTHIS 'DEPARTMENT. 4) All food and utensil-related equipment shall be certified to applicable sanitation standards by an ANSI accredited testing agency. 5) 5-10 business days before completion of 60%-80% of construction: call (858) 505-6660 to schedule a mid- inspection. In lieu of a plumbing inspection by DEH: Floor sinks shall be installed V2 exposed and equipped with an appropriate grill cover if no access is provided for cleaning. Drain lines shall slope V4" per foot to gravity, shall not exceed 15' in length and shall terminate a minimum of 1" above the floor sink with a legal air gap. Drain lines shall not intersect walkways or door ways. No condensate drainage of any kind can drain to the mop sink. The entire floor surface must be sloped to the floor drains approximately 1/8 inch per foot or a four feet diameter depression that slopes 1:50 (approximately Y4 inch per foot). Conduits of all types shall be installed within walls as practicable. When otherwise installed, they shall be mounted or enclosed in a chase so as to facilitate cleaning. 6) Owners and/or operators must pass an approved and accredited Food Safety Certification course. Proof of successful completion of this course is to be furnished at the final inspection. 7) At the time when the final inspection is requested, the facility shall have all utilities operational and all refrigeration shall have an ambient air temperature of 38°F or below and shall be equipped with a thermometer accurate to +1- 2°F in the warmest section of the unit. All equipment is to be in place and functional. 8) Seal all cracks, gaps and crevices in counters, cabinets, around metal flashing, sink backsplashes, around pipes and conduits with silicone sealant. revisions to the Department of Eñvironméntal Health plans. Plans reviewed by Nolberto Colon-Droz, REHS and Chris Cardwell, EHT CALL (858) 505-6660 AT LEAST 10 WORKING DAYS IN ADVANCE TO SCHEDULE MID AND FINAL INSPECTIONS. A FINAL INSPECTION SHALL BE CONDUCTED AND AN ENVIRONMENTAL HEALTH PERMIT SHALL BE ISSUED PRIOR TO OPENING AND OPERATING THIS FOOD ESTABLISHMENT. cc: File "Environmental and public health through leadership, partnership and science" SAN DIEGO REGIONAL OFFICE USE ONLY t°E71 I HAZARDOUS MATERIALS RECORD ID #___________________________________ PLAN CHECK#___________________ QUESTIONNAIRE BP DATE I I Business Name Business Contact Telephone # Wokcano Michael Kwan 323-780-9288 Project Address City State CA Zio Code 92008 APN# 2525 El Camino Real Suite 200 Carlsbad 156-302-09-00 Mana Address City Pass Road State Zip Code Plan File# 716 Monterey Monterey Park CA 91754 Project Contact Applicant E-mail Telephone # Brandy Yamamoto brandy@bjyarch.com 760-977-9128 The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT - HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards Flammable/Combustible Liquids 7. Pyrophoncs 11. Highly Toxic or Toxic Materials e None of These. Flammable Solids 8. Unstable Reactives 12. Radioactives If the answer to any of the Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES 9 (for new construction or remodeling projects) 0 Is your business listed on the reverse side of this form? (check all that apply). 0 L Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 Cubic feet? Will your business store or handle carcinogens/reproductive toxins in any quantity? Will your business use an existing or install an underground storage tank? Will your business store or handle Regulated Substances (CalARP)? Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act).___________________________ P9 5.0 KI 6.0 7.0 8. 0 CalARP Exempt Date Initials CalARP Required Date Initials 0 CalARP Complete Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a stamp tram APCD 10124 Old Grove Road, San Diego, CA 92131 aocdcomo(äsdcountv.ca.ov (858) 586-2650). [*No stamp required if QI Yes and Q3 Yes and Q4-Q6 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate burns; residences forming part of a larger project. [Excludes garages & small outbuildings.] YES N.9 0 Will the project disturb 160 square feet or more of existing building materials? 0 [N Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. See the of this form or APCD factsheet 0 Will the project or associated construction equipment emit air contaminants? reverse side (www.sdaocd.orq/info/facts/oermits.df) for typical equipment requiring an APCD permit. 0 12f (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school Briefly describe business activities: Briefly describe proposed project: Restaurant with patio tenant improvement in shopping center I declare under penalty of perjury that to the best of my knowledge and belief the responses made herein are true and correct. Brandy Yamamoto Name of Owner or Authorized Agent Signature of Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:____________________________________________________________________ BY: _______________________________________________________ DATE: I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTYHMD* APCD COUNTY-HMD APCD COUNTY-HMD APCD *A stamp in this box Only exempts businesses Trom competing or upoating a riazaruoua matwidib ouIIle r,a,,. 'J" '' P01111-11 5W 1 "' ' HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division k-city0f Carlsbad Print Date: 07/18/2019 Permit- No: PREV2Q18-0167 Job Address: 2525 El Camino Real, 200 Permit Type: BLDG-Permit Revision Work Class:. Residential Permit Revisi Status: Closed - Finaled Parcel No: 1563020900 Lot #: Applied: 06/22/2018 Valuation: $ 0.00 Reference #: Issued: 08/02/2018 Occupancy Group: Construction Type Permit - 07/18/2019 Finaled: # Dwelling Units: Bathrooms: Inspector: MCoIl Bedrooms: Orig. Plan Check #: CBC2017-0477 Final Plan Check #: Inspection: Project Title: Description: WOKCANO: KITCHEN REDESIGN Applicant: Owner: Contractor: GENE DIEP R P I CARLSBAD LP ABC RESTAURANT EQUIPMENT CO 174 S Orange St Orange, CA 92866-1424 1114 Avenue Of The Americas, Floor 45 2025 Lee Ave 714-926-6310 New York, NY 10036-7700 South El Monte, CA 91733-2505 214-660-5232 x215232 626-442-1821 FEE AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $225.00 Total Fees: $ 260.00 Total Payments To Date : $ 260.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 1 I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services ("City of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-15 www.carlsbadca.gov Original Plan Check Number CBC201 7-0477 Plan Revision Number FTZBI2.D19— Olth'l Project Address 2525 EL CAM INO REAL STE 200 CARLSBAD, CA 92008 General Scope of Revision/Deferred Submittal: KITCHEN REVISION CONTACT INFORMATION: Name GENE DIEP Phone 714-926-6310 : Fax Address 174 S. ORANGE ST city ORANGE Zip 92866 Email Address GENED@ARCHITECTSORANGE.COM Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: N Plans LI Calculations LI Soils LI Energy LI Other 2.. . V Describe revisions in detail V V 3. List page(s) where each revision is shown REARRANGED KITCHEN EQUIPMENT AT COOKLINE AND EXPO LINE V A2 A4.4, K1.1, I<1:2 K4.1, K5.2, ..P1, P2, P6, P7,E4,. E4A, E6 V - SEE ATTACHED NARRATIVE FOR MORE DETAILS. V . Does this revision, in any way, alter the exterior of the project? LI Yes No Does this revision add ANY new floor area(s)? LI Yes (N No Does this revision affectany fire related issues? LI Yes IX No V .7. Is this a complete set? V esIX No V £Signature Date WV 1635 Faraday Avenue, Carlsbad, CA 92008 h. 76O 02-2719 f: 760-602-8558 Email: building@carlsbadca.gov EsGil Corporation In PartnersIiip wit/i government for tBuilding Safety DATE: June 29, 2018 0 APPLICANT U JURIS. JURISDICTION: City of Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: PREV2018-0167/CBC2017-0477 SET:I PROJECT ADDRESS: 2525 El Camino Real Suite #200 PROJECT NAME: Tenant Improvement Wokcano Restaurant & Patio The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: Brandy Yamamoto EsGil Corporation staff did not advise the applicant that the plan check has been completed. LI EsGil Corporation staff did advise the applicant that-the plan check has been completed. Person contacted: Brandy Yarmoto Telephone #: 760-977-9128 Date contacted: ,." (by:) Email: brandy©bjyarch.com Mail Telephone Fax In Person REMARKS: Change in kitchen cookline equipment/arrangement. Original permit # 2017-0477. By: Eric Jensen Enclosures: EsGil Corporation GA Z EJ MB 0 PC 06/26 9320 Chesapeake Drive, Stiite 208 • San Diego, California 92123 • (858) 56)-1468 • Fax (858) 560-1576 City of Carlsbad PREV2018-0167/CBC2017-0477 June 29, 2018 (DO NOT PAY - THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: PREV2018- 0167/ CBC2O 17-0477 PREPARED BY: Eric Jensen DATE: June 29, 2018 BUILDING ADDRESS: 2525 El Camino Real Suite #200 BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICb 113y Ordinance 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee I v Type of Review Repetitive Fee - Repeats Based on hourly rate E Complete Review El Other El Hourly EsGil Fee El Structural Only 21 Hrs.@* ____ $90.00 I $180.00I Comments: Sheet 1 of 1 Architects Orange 174 North Orange Street Orange, California 92866 Ph 714.639.9860 Fax 714.639-5286 E-mail: gened@architectsorange.com Project: Wokcano (T.I. Restaurant) 2525 El Camino Real, Suite -200 Carlsbad, California 92008 Prepared by: Architects Orange A!) Revision Narrative Job No. :# 2017-175 Date: 06/22/2018 Page I of 2 Reference: City Approval! Permit # CBC20I7-0477 Health Approval/ Permit # DEH20I7-FFPP-008656 : Regarding: Main cookline and Expo line was rearranged per client's redesign. Below is a list of the sheets and the revisions made. Changes are clouded with Delta 3. Architectural S - Overall Floor Plan From cookline, removed the following items: (#122) 6 burner range, (#130) griddle, and (#134) fry dump. From cookline, revised configuration of Chinese range - reduced burners from 7 to 6 burners. From expo, removed 2- door garnish refrigerated base (#165). From expo, added 2doorgarnish refrigerated base (#154), 2-door refrigerator (#155), hot well (#168), and work table (#169), and prep sink (#160). Rearranged equipment at expo line - moved sushi case to the end next to new prep sink and (2) placed under-counter, refrigerator underneath. - Switched location of hand sink and prep sink. A-4.4 - Kitchen Elevations S S 1. Revised kitchen to reflect floor plan revisions. Kitchen S S KI.1 - Kitchen Equipment plan 1. Revised sheet to show updated kitchen revisions. K1.2 - Kitchen Equipment list Removed equipmeht# 1.22,#130,#134 5 Change quantity of equipment #160, #165. Add equipment #154, #155, 168, #169 ' S delta 3 narrative.doc ' S ' ' S , S Page 1 of 2 K4.1 - Electrical Requirements I. Updated for removal of heating lamps. K5.2 - Plumbing Requirements I. Updated for additional prep sink. Plumbing P1 - Plumbing SewerNent Floor Plan I. Revised floor sink/drain connection as a result of rearranged equipment P2— Plumbing Water/Gas Floor Plan I. Revised water/gas connection as a result of rearranged equipment. P6— Plumbing Sewer/ Vent Floor Plan 1. Revised gas isometric to reflect rearranged cookline. P7 - Plumbing Water Isometric 1. Revised water isometric to reflect rearranged cookline. Electrical E4—Power Plan I. Updated electrical circuiting and callouts to reflect rearranged cookline. E4A - Power Plan 1. Updated electrical circuiting and callouts for reduced number of heat lamps to reflect rearranged cookline and expo. E6 - Electrical Single Line Diagram, Schedules, and Notes 1. Revised single line diagram per owner revised island prep counter. If you have any comments or questions, please contact me via phone or email, Thank you. GENE DIEP Phone: 714.639.9860 x188 Email: GeneD @Architectsorange.com delta 3 narrative.doc Page 2 of 2 t (' kc ity. of Carlsbad. Print Date: 07/18/2019 Permit No: PREV2018-0201 2525 El Camino Real, 200 BLDG-Permit Revision 1563020900 $ 0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Work Class: Lot #: Reference #: Construction Type Bathrooms: Orig. Plan Check #: Plan Check #: Commercial Permit Revi5 Status: Closed - Finaled Applied: 07/23/2018 Issued: 08/09/2018 Permit 07/18/2019 Finaled: Inspector: MCoIl CBC2017-0477 Final Inspection: Description: WOKCANO: REVISE ELECTRICAL AND HVAC Applicant: Owner: Contractor: BRANDY VAMAMOTO . R P I CARLSBAD LP ABC RESTAURANT EQUIPMENT CO 1228 Avenida Amistad San Marcos, CA 92069-7386 1114 Avenue Of The Americas, Floor 45 2025 Lee Ave 760-977-9128 New York, NY 1Q036-7700 South El Monte, CA 91733-2505 214-660-5232 x215232 626-442-1821 FEE • . . V AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE V V $225.00 Total Fees: $ 260.00 Total Payments To Date: $ 260.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1'760-602-8560 f I www.carlsbadca.gov Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Develonment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number CBC201 7-0477 Plan Revision Number PPEVa0/8of31 Project Address 2525 EL CAMINO REAL STE 200 CARLSBAD, CA 92008 General Scope of Revision/Deferred Submittal: HVAC AND ELECTRICAL REVISIONS CONTACT INFORMATION: Name GENE DIEP Phone 714-9266310 Fax________________ Address 174 S. ORANGE ST citv ORANGE Zip 92866 Email Address GENED@ARCHITECTSORANGE.COM Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: N Plans El CalcUlations El Soils LI Energy [I Other 2. Describe revisions in detail 3. List page(s) where each revision is shown REVISED DUCT CONFIGURATION AND DIFFUSER LAYOUT, Ml, M1A, M2, M3, E4, E6 REMOVED EXHUAST FAN #5, REMOVED J-BOXES AND OUTLETS I Does this revision, in any way, alter the exterior of the project? El Yes No Does this revision add ANY new floor area(s)? El Yes fJ No Does this revision affect any fire related issues? El Yes No Is this a complete set? El Yes EXI No Signature Date L-1AI/AbIA' 1635 Faraday Avenue, Carlsbad, CA 920 - P 760-602-2719 E: 760-602-8558 Email: building@carlsbadca.gov - www.carlsbadca.gov EsGil Corporation In Partnership with government for Bui(ting Safety DATE: Aug. 8, 2018 U APPLICANT U JURIS. JURISDICTION: City of Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0477/prev2018-0201 SET: I PROJECT ADDRESS: 2525 El Camino Real Suite #200 PROJECT NAME: Wokcano Restaurant Mechanical Revision The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Brandy Yamamoto EsGil Corporation staff did not advise the applicant that the plan check has been completed. LI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Bragipady Yamoto Telephone #: 760-977-9128 Date contacted: , (by: Email: Email: brandy©bjyarch.com Mail Telephone Fax In Person REMARKS: Change in kitchen cookline equipment/arrangement. Original permit # 2017-0477. By: Connor Reuss Enclosures: EsGil Corporation Z GA EJ 0 MB 0 PC 07/23 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2017-0477/prev2018-0201 Aug. 8, 2018 [DO NOT PAY— THIS IS NOT ANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2017- 0477/ prev20 18-0201 PREPARED BY: Connor Reuss DATE: Aug. 8, 2018 BUILDING ADDRESS: 2525 El Camino Real Suite #200 BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb IBY Ordinance I 1997 UBC Building Permit Fee [IV 1997 UBC Plan Check Fee IV Type of Review: D Complete Review I I 0 Structural Only o Repetitive Fee Repeats Lnj Based on hourly rate El Other Hourly 2 Hrs. @ * EsGil Fee $90.00 I $180.001 Comments: Sheet 1 of 1 Architects Orange 174 North Orange Street Orange, California 92866 Ph 714.639.9860 Fax 714.639-5286 E-mail: gene@architectsorange.com Narrative Project: Wokcano Job No.:# 2525 El Camino Real, Suite -200 2017-175 Carlsbad, California 92008 Prepared by: Architects Orange Date: 07/22/2018 Page 1 of 2 Reference: City Approval/ Permit # CBC20I7-0477 Regarding: Coordination with field RFI. Changes are clouded with Delta 3. Mechanical MI - Mechanical Ceiling Plan Revised duct configuration from hvac unit serving main dining areas and diffuser layout. Revised duct configuration from hvác unit serving back kitchen areas and diffuser layout. MIA - Mechanical Hood Duct Ceiling Plan 1.. Eliminated Exhaust Fan #5 with hood & ductwork. M2 - Mechanical Roof Plan 1. Relocated make up air units on roof and associated duct work reconfiguration. M3 - Mechanical Calculations/ Tables Revised air balanced schedule and HVAC equipment schedule as a result of removing EF-5. Electrical E4 - Power Plan i. Removed (6) six j-boxes by the dish machine and replaced with (1) one 120v, l6amp outlet. Removed (2) two patio (interior) dining outlets Relocated outlets to new office location. Revised sub-panel callouts and locations. delta 3 narrative.doc Page 1 of 2 E6 - Electrical Single Line Diagram, Schedules and notes 1. Revised Panel BI as result of previously approved kitchen equipment changes. If you have any comments or questions, please contact me via phone or email, Thank you. • GENE DIEP Phone: 714.639.9860 x188 Email: GeneD @Architectsorange.com delta 3 narrative.doc • • Page 2 of 2 (iy of Carlsbad Print Date: 07/18/2019 Permit No: PREV2019-0075 2525 El Camino Real, 200 BLDG-Permit Revision 1563020900 $ 0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: Work Class: Commercial Permit ReviE Status: Closed - Expired Lot #: Applied: 04/03/2019 Reference #: Issued: Construction Type Permit Finaled: Bathrooms: Inspector: TFraz Orig. Plan Check #: CBC2017-0477 Final Plan Check #: Inspection: WOKCANO: REVISE ADA BAR LOCATION, CHANGE WALL CALL OUT AND NOTE EGRESS ROUTE IN MALL Applicant: Owner: Contractor: BRANDY YAMAMOTO R P I CARLSBAD LP ABC RESTAURANT EQUIPMENT CO 1228 Avenida Amistad San Marcos, CA 92069-7386 1114 Avenue Of The Americas, Floor 45 2025 Lee Ave 760-977-9128 New York, NY 10036-7700 South El Monte, CA 91733-2505 214-660-5232 x215232 626-442-1821 FEE AMOUNT Total Fees: Total Payments To Date: Balance Due: Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov CCityof Carlsbad OR PLAN CHECK Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number (L.a 1&Z' L7 007 Plan Revision Number PRcvo11_o:D75 ProjectAddress __ I? &ti fka r°d ( fe "40 eq General Scope of Revision/Deferred Submittal: iTh-4/ i*PA 5kw yKall 7/ S CONTACT INFORMATION: Name _Itiq N t"t'-1'5 Phone 7 r19 VW1101 Fax Address_ City zipq (7,(•tf Email Address r '1' ' 7 ( r C Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans LI Calculations LI Soils LI Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown SkJ Q CAr 55 2 7 $_iitDøcJ Lo CJ AT)1),aa1vt(1 1 4. Does this revision, in any way, alter the exterior of the project? LI Yes No Does this revision add ANY new floor area(s)? LI Yes No Does this revision affect any fire related issues? Yes LI No Is this a con2plete set? 0 Yes LI No Signature'_I4e-- Date _-19 1635 Faraday A?iue, Carlsbad, CA 92008 j: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov . www.carlsbadca.gov