Loading...
HomeMy WebLinkAbout2303 OCEAN ST; ; CB150580; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 04-14-2015 Commercial/Industrial Permit Permit No: CBI 50580 Building Inspection Request Line (760) 602-2725 Job Address: 2303 OCEAN ST CBAD Permit Type: TI Sub Type: COMM Status: ISSUED Parcel No: 2030102200 Lot #: 0 Applied: 02/24/2015 Valuation: $10,000.00 Construction Type: 513 Entered By: JMA Occupancy Group: Reference # Plan Approved: 04/14/2015 Issued: 04/14/2015 Inspect Area Plan Check #: Project Title: OCEANS ST. CONDOS:POOL EQUIP AND TRASH ENCLOSURES Applicant: Owner: JIM MCMENAMIN OCEAN STREET 8 OWNER LLC STE A ATTN:GENERAL COUNSEL 700 2ND ST 3300 P G A BLVD #820 ENCINITAS CA 92024-4459 PALM BCH GDNS FL 33410 858-705-0242 Building Permit $114.19 Meter Size Add'l Building Permit Fee $0.00 Add'I Red. Water Con. Fee $0.00 Plan Check $79.93 Meter Fee $0.00 Add'I Building Permit Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $2.80 PFF (3105540) $0.00 Park Fee $0.00 PFF (4305540) $0.00 LFM Fee $0.00 License Tax (3104193) $0.00 Bridge Fee $0.00 License Tax (4304193) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $0.00 BTD #3 Fee $0.00 Traffic Impact Fee (4305541) $0.00 Renewal Fee $0.00 PLUMBING TOTAL $0.00 Add'I Renewal Fee $0.00 ELECTRICAL TOTAL $0.00 Other Building Fee $0.00 MECHANICAL TOTAL $0.00 Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Meter Size Sewer Fee $0.00 Add'I Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB1473) Fee $1.00 HMP Fee ?? Fire Expedidted Plan Review $0.00 Green Bldg Standards Plan Chk ?? TOTAL PERMIT FEES $197.92 Total Fees: $197.92 Total P1yments To Date: $197.92 Balance Due: $0.00 Inspector: FINAL APPROVAL ____________ Date: -5/i11L'o1 Clearance: NOTICE: Please take NOTICE tlb(approval of your project includes the imposition of fees, dedications, reservations, or other exactions hereafter collectively referred to as "feesIexactions. 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 ITHE FOLLOWING, APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 920CLANNING eENGINEERING 2fUILDING U94E DHEALTH DHAZMAT!APCD I 4rCY of Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ca_r email: building©carlsbadca.gov1sbid Ph: 760-602-2719 Fax: 760-602-8558 www.carlsbadca.gov Plan Check No. wocô Est. Value /13 !Ian Ck. Deposit Date 24-241)6i Iswppp I JOB ADDRESS Z03 --"---• )D"--- SUITU/SPACSS/UNITI APN - - - CT/PROJECT # LOT C PHASE'J OF UNITS # BEDROOMS C BATHROOMS TE NANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) 1" :2611 ;~rlfo J -r- eM-e5 CLs EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) kFIREPLACE SD# REPLACE NO[::] l YES DNO AIR CONDITIONING U I FIRE SPRINKLERS I '(ESEI NOU APPLICANT NAME Primary Contact ft - PROPEl WNER ADDRESS 7 ADDRESS STATE ZIP CITY _ 02,4 CITY 94 PHONE 2 FAX I PHONE FAX EMAIL EMAIL wee DESIGN EROFESSIONAL CONTRACTOR BUS. NAME ADDRESS ADDRESS CITY STATE ZIP PANE dw s-a 7 FAX I PHONE FAX EMAIL EMAIL S1 q ,#,_7 STATE UC.# CLASS CITY BUS. LIC.# (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 License Law {Chapter 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)). ®1D6 G®Op8&WD® Workers' Compensation Declaration: I hereby affirm under penally of perjury one of the following declarations: EJ I have and will maintain a certificate of consent to self-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. El 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 permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Policy No. Expiration Date This section need riot be completed tithe permit is for one hundred dollars ($100) or less. C e r tifi cate 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 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 (9100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, Interest and attorney's fees, CONTRACTOR SIGNATURE DAGENT DATE effirm that lam exempt from Contractor's License Law for the following reason: 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 U use Law does not apply loan 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 ale. 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 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). [J 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 DYes [:]No 2.1(have I 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 I address! phone! contractors' license number): twill 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 SIGNATUR( 4'\1'1"\S&._¼_.m_.._"l.__ffKGE N T - DATE MENOMONIE 1111111 Is the applicant or future building occupant required to submit a business p1 hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes Is the applicant or future building occupant required to obtain a permit from the air pollution control district or airpallily4tanigement district? Yes o Is the facility to be constructed within 1,000 feet of the outer boundary of a school she? Yes a IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. CONSTRUCTION •NLENDING AG ENCY II I hereby affirm that therelip a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address APPLICANT CERTIFICATION I certify that I have read the applicaflan and side thatthe above Irdbilmallon Is conectand Wthe Information on the plans Is accularte. I agreetD complywith all Cityoidinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned properly fur 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 CONSEQ'JENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is required for excavations over SO' deep and demolition or construction of structures over 3stories in height EXPIRATION: Every permit issued by the Building Official under the provisionsof this Code shall expire by imitation and become null and veld tithe building or work authorized by such permit is not commenced within 180 days from the date of such pen if the building or work authorized by such permit is suspended or abandoned at any time alter the work is commenced bra period of 180 days (Section 106.4.4 Unibrm Building Code). )'APPLICANT'S DATE 2.. 2... 12111111112 STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY (Commercial Pr o jects O nl y ) Fax (760) 602-8560, Email buiIdinacarIsbadCa.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANTS BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB" MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL! FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION .APPLICANT'S SIGNATURE DATE Inspection List Permit#: CB150580 Type: TI COMM OCEANS ST. CONDOS:POOL EQUIP AND TRASH ENCLOSURES Date Inspection Item Inspector Act Comments 05/10/2016 89 Final Combo PY AP 06/25/2015 14 Frame/Steel/BoltingiWeldin PB AP 06/23/2015 14 Frame/Steel/BoltingiWeldin PB NR 11 Wednesday May 11, 2016 Page 1 of 1 I L. "ri \? . CB16050 2303 OCEAN ST '•. ''' t ' '-t ,.•• $ .•!t LN 1NWCT1ON RECORD •: t' V\ 111t ' t: "ON %1 ; WO'Vi PAN tN.Nt'TL 1N i.'I 1%4 U 76O-L02-Z1Z5 ,• ' AND 4.U4..k )J ' to t n fltr4a0 i iI II y.5 Djtv Inspector Notes - :40 X A, f, V of ttnpctsn Tpu of inspection - __T Date ________________ - fltspctor ttULt - Dite Inspector !t% .t\tE '31 tU i .1LSflU - - $$ ILucflV - •'fl 't 33 LumCURVU • • TE'.' • 'ttLU ••j, r1WLT\ - -- W illy rtts - - . + it i1Tt\.$ '4S t'L$'t'3 1r1 'ROM 'LI -'fulst Rif.r''T'3 tit '3 S I AT-C'' SUM, $ - I 13 tU,$Rtfli'.US -4 I'tL -- tt $LLiU4 i fl;.IaLu ** L\'d'ti 13V * • - - - ii s i3' 1 - - - i r0tt'C% mll. do%is -- -- - - :" rsit 1YtL -$1 1 R Wt. fllU1 _'1-.L44' - - INiL fl\ U OCL P%\CY 1jQ ._ 39.491 C 'iI t) •Ilt.IlL1 -' •t . flCf i tt • • - - ' ••'• øii , S'tC ti. - - - i Tb P. ItWt :t'v • • - - •I,.1-•••%; ' % Sk. .'s ti lit 1i St\4.'tL .•'t ')I-&i. .10 1 .\ \ •t .600 P.A. I it, I s'ILiIi. Ii' I"1 ' t%t 'S,t 1 t V CU It'' ?d11I1 0 III i'.0 ?t %' *A ill, '••1t•1 - ittIlft %'VUt1%t Ht' V iflhi 01 *tl Mt •-I•• '. A. C L.L • EsGil Corporation In Partnership wit/i government for(Building Safety DATE: 3/27/2015 U APPLICANT JURISDICTION: City of Carlsbad bPLAN REVIEWER U FILE PLAN CHECK NO.: 15-0580 SET: II PROJECT ADDRESS: 2303 Ocean Street PROJECT NAME: Pool Equipment and Trash Enclosures 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI 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: 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: Telephone #: Date contacted (by: ) Email: Mail Telephone Fax In Person LI REMARKS: By: David Yao Enclosures: EsGil Corporation EGA DEJOMB [I PC 3/23 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In cPartners/iip wit/i government for(Building Safety DATE: 3/6/2015 U APPLICANT JURIS. JURISDICTION: City of Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: 15-0580 SET: I PROJECT ADDRESS: 2303 Ocean Street PROJECT NAME: Pool Equipment and Trash Enclosures 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. 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: Jim LII 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: Jim Telephone #: 858-705-0242 te contacted3/ ' (by- '+- Email: 4i@2ephpactneFseom all ~T~Iephone Fax In Person LII REMARKS: By: David Yao Enclosures: EsGil Corporation 0 GA 0 EJ 0 MB 0 PC 2/26 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 15-0580 3/6/2015 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 15-0580 JURISDICTION: City of Carlsbad OCCUPANCY: pool equipment enclosure USE: Trash enclosure TYPE OF CONSTRUCTION: ACTUAL AREA: 12x16/21x13 ALLOWABLE FLOOR AREA: STORIES: 1 HEIGHT: SPRINKLERS?: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 3/6/2015 OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/26 PLAN REVIEWER: David Yao FOREWORD (PLEASE READ): 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 2013 CBC, which adopts the 2012 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 2012 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 15-0580 3/6/2015 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: 1. 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. 2. Bring one 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. Provide the names, addresses and telephone numbers of the owner and the responsible design professionals on the Title Sheet. Sec. 107.2. 2. All sheets of-the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. 3. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2013 California Building Code, which adopts the 2012 IBC, 2012 UMC, 2012 UPC and the 2011 NEC. 4. Provide a fully dimensioned site plan drawn to scale. Sec. 107.2. Include the following: Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. North arrow. Property lines/easements. Streets/alleys. Existing and proposed buildings and structures. 5. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." 6. Provide vertical load calculations for framing members and footings. Section 107.2. 7. Provide lateral load calculations for the enclosures. Section 107.2. City of Carlsbad 15-0580 3/6/2015 Per Figure 1609A, the wind load calculations must use an ultimate wind speed of 110 mph. The following design loads shall be clearly indicated on the construction documents. (Section 1603.1) . Wind load. The following information should be provided, (Section 1603.1.4) Ultimate Wind speed (3-second gust), mph, and nominal design wind speed Risk category Wind exposure Applicable internal pressure coefficient Components and cladding (the design wind pressure in terms of psf to be used for the design of exterior component and cladding materials not specifically designed by the registered design professional) In Seismic Design Categories 0, E or F, the soils investigation must address liquefaction, and, if retaining walls are proposed, the soils investigation must address increased loading on the walls due to earthquake motions. Section 1803.5.12.(soil report data noted on SL-1) Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans (when required by the soil report). The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The foundation excavations comply with the intent of the soils report." 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 result of 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 Diegoi California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any City of Carlsbad 15-0580 3/6/2015 questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. City of Carlsbad. 15-0580 3/6/2015 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE • JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-0580 PREPARED BY: David Yao DATE: 3/6/2015 BUILDING ADDRESS: 2303 Ocean Street BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) enclosures per city 10,000 Air Conditioning Fire Sprinklers TOTAL VALUE 10,000 Jurisdiction Code Icb IBY Ordinance I Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance " I Type of Review: Li Complete Review E] Structural Only I $114.591 I $74.481 U Repetitive Fee I Repeats U Other 11 Hourly d Hr. @ * EsGil Fee I $64.171 Comments: . Sheet I of I macvalue.doc + CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 03/03/201PROJECT NAME: POOL EQUIP/ TRASH ENCLOSURE PROJECT ID: C8150580 PLAN CHECK 2 SET#:l ADDRESS: 2303 OCEAN ST. APN: VALUATION: $10,000 APPLICANT CONTACT: JIM@ZEPHYERPARTNERS.COM Q I—XI Tlis plan check review transmittal is to notify you of clearance by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by the Construction & Inspection Division is required: Yes _ No X Gn For status from a division not marked below, please call 760-602-2719 F-1 This plan check review is NCOMPLETE Items missing or incorict are listed on the attached checklist. Please resubmit amended plans as required. 1Ill@ LAND DEVELOPMENT ENG. 760-602-2750 1 Chris Sexton Kathleen Lawrence P Greg Ryan 760-602-4624 - 760-602-2741 - -. 760-602-4663 Chris.Sexton@carlsbadca.gov KathIeen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Gina Ruiz Linda Ontiveros ' Cindy Wong 760-602-4675 760-602-2773 - 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov 1-71 VALRAY MARSHALL Dominic Fieri 760-602-2741 ---- 760-602-4664 VALRAY.MARSHALL@CARLSBADCA.GOV Dominic.Fieri@carlsbadca.gov Remarks: WE WILL NEED TO SEE A ****SITE PLAN *****Tp EVALUATE THE LOCATION OF WHERE THE STRUCTURE WILL BE BUILT. TURNED IN SITE PLAN SHOWING THA TALL STRUCTURES WILL NOT ENCROACH ON ANY EASEMENTS. PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division 1635 CITY OF APPROVAL Faraday Avenue (760) 602-4610 CAR LS BAD P-29 DATE: 2-25-15 PROJECT NAME: PROJECT ID: PLAN CHECK NO: CB 15-0580 SET#: I ADDRESS: 2303 Ocean St APN: This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required Yes M No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: jim@zephyrpartners.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Z Chris Sexton Kathleen Lawrence Greg Ryan 760-602-4624 760-602-2741 760-602-4663 Chris.Sexton@carlsbadca.gov KathIeen.Lawrence©carlsbadca.ov Greorv.Ryan@carlsbadca.ov Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carIsbadca.gov Linda.Ontiveros@carIsbadca.gov cynthia.wonE@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: PLAN CHECK Conity.& conumIc D6lprnent Department REVIEW çj j . 1635 Faraday Avenue TRAN SM ITTAJ Carlsbad CA 92008 - www.carlsbadca.gov DATE: 3-1045 PROJECT NAME: Pool equip. / trash enclosure PROJECT ID: PLAN CHECK NO: C0150580 SET#: I ADDRESS: 2303 Ocean Street APN: This plan check review is complete and has been APPROVED by the Fire -Division. By: D Fled A Final Inspection by the Fire Division Is required Z Yes No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: You may also have corrections from one or more of the divisions listed. below. Approval from these divisions may be required prior to the Issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: ..... PLANNING ENGINEERING FIREPREVENTION 760 602 4610 760-602 2750 760 602 4665 F~ Chris Sexton Kathleen Lawrence . Greg Ryan 760602-4624 . . 760-602-2741 760-602-4663 ChrlsSexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov GregoryRyan@carlsbadcagov fl Gina Ruiz Linda Ontiveros . Cindy Wong 760-602-4675 760-602-2773 760-602-4662 GinaRuiz@carlsbadca.gov Linda.ontiveros@carlsbgdca.gov Cvnthia.Wong@carlsbadca.gov . . . Dominic Fled 760-602-4664 Dominic.Fleri@carlsbadca.gov Remarks: Carlsbad Fire Department BLDG. DEPT COPY Plan Review Requirements category. TI , COMM Date of Report: 03-10-2015 Reviewed by: Name: JIM MCMENAMIN Address: STE A 700 2ND ST ENCINITAS CA 92024-4459 Permit #: CB150580 Job Name: OCEANS ST. CONDOS:POOL EQUIP Job Address: 2303 OCEAN ST CBAD The item yol a ubmitted for 'ieyv to det imine Co piianct plans to this offic"for reie.w and Cond: CON0008101 [MET] IZA~PPROVED- THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS, THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 03/10/2015 By: df Action: AP time, the Attention: Subject: References: RECEIVED MAR' 1.9 2015 CITY OF CARLSBAD BUILDING DIVISION Gentlemen: Mr. Jim McMenamin Geotechnical Review of Structural Plans Ocean Street Residences Pool Equipment and Trash Enclosure Structure, City of Carlsbad, California Pool Equipment and Trash Enclosure Plans (sheets SL-1 & SL-2), Project Number 6285, Gouvis Engineering Consulting Group March 16, 2015 Supplemental Geotechnical Recommendations Ocean Street Residences (CD 12-09), City of Carlsbad, California, AGS P1W 1205-06, Report P/W1205-06-B-6, May 22, 2013. Grading Plan Review, Ocean Street Residences (CD 12-09), City of Carlsbad, California (CD 12-09), City of Carlsbad, California, AGS P,W 1205-06, Report P/W1205-06-B-3, March 19, 2013. Response to Cycle Review Comments Ocean Street Residences (CD 12-09), City of Carlsbad, California, AGS P1W 1205-06, Report P/W1205-06-B-2, October 30, 2012 ADVANCED GEOTECHNICAL SOLUTIONS, INC. 9707 Waples Street, Suite 150 (CO)AGS San Diego, California 92121 Telephone: (619) 867-0487 Zephyr Partners March 18, 2015 7002 nd Street P1W 1205-06 Encinitas, CA 92024 Report I 205-06-D-18 Advanced Geotechnical Solutions, Inc., (AGS) has reviewed the structural plans for the Pool Equipment and Trash Enclosure as prepared by Gouvis Engineering Consulting Group, Inc., dated March 16, 2015 (sheets SL-1 & SL-2). Based upon our review the plans have been prepared in general conformance with the recommendations presented in AGS's referenced geotechnical reports. Accordingly, from a geotechnical perspective the proposed structures as currently designed are suitable to the existing site conditions. Advanced Geotechnical Solutions, Inc. appreciates the opportunity to provide you with geotechnical consulting services and professional opinions. If you have any questions, please contact the undersigned at (619) 708-1649. Respectfully Submitted, Addotechni Solutions, Inc. JEFFREY A. CHANEY, President RCE 46544 I RGE 2314, Reg. Exp. 6-30-15 Distribution: (4) Addressee ORANGE AND L.A. COUNTIES INLAND EMPIRE SAN DIEGO AND IMPERIAL COUNTIES (714) 786-5661 (619) 708-1649 (619) 850-3980 SO WOW107r'A I a M Celebrating 55 Years - . A TRUSTED PARTNER IN INNOVATION, QUALITY & SERVICE STRUCTURAL CALCULATIONS (A 35 Unit Condominium Complex) Ocean Street Pool Equipment Enclosure and Trash Enclosure 2303 Ocean Street Carlsbad. County of San Diego, CA IIIi.. Gouvis Job No.: 62851 311612015 RECEIVED MAR 19 2015 CITY OF CARLSBAD BUILDING DIVISION Architect GMP Landscape Architect 949.752.1612 Dissakorn Eosakul, Director 4400 Campus Drive S5226 Exp. Date 6/30/2015 The attached calculations are valid only when bearing original or Newport Beach, CA electronic signature of Dissakorn Eosakul, Hereon. 92660 www.gouvisgroup.com Hayward, CA Palm Springs, CA Ho Chi Minh City, Vietnam c Is olvpeo cLi\'IS!; consulting group, inc. P)_gs I Job #: Date: 3 ,'j /is Page #: couvis consulting group, inc. Job #- Date; Page#: Title Bldck Line I Project Title: You can changes this area Engineer: Project ID: using the 'Settings' menu Item Project Descr and then using the 'Printing & Title Block' selection. Title Block line 6 Pdnte& IS MAR 2015. 3:30PM I. Licensee gOLIvis engineering Description: 1. 2-3x8 trellis (trash enclosure govern) Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb -Compr 900.0 psi Ebend-xx 1,800.0ksi Fc - PrIl 1,350.0 psi Eminbend - xx 580.0k! Wood Species : Douglas Fir - Larch Fc - Perp 825.0 psi Wood Grade : No.2 . Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Completely Unbraced Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0,010, Li = 0.0120 kIlt Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span Ii where maximum occurs Maximum Deflection = 0.3191 3x8 = 416.89psi = 1,305.61 psi 90+Lr4H, LL Comb Run ('Li = 7.68511 = Span #2 Maximum Shear Stress Ratio Section used for this span lv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.070:1 3x8 = 15.69 psi = 225.00 psi +D+Ij4H, LL Comb Run (LL') = 1.750ft = Span #1 Max Downward Translerit Deflection 0.124 in Ratio = 1495 Max Upward Transient Deflection -0.044 in Ratio = 946 Max Downward Total Deflection 0.281 in Ratio = 712 Max Upward Total Deflection -0.092 in Ratio = 456 Load Combination Span Max. '-" Defi Location In Span Load Combination Max. '+' Del Location in Span 1 0.0000 0.000 *O'Lr.H, U. Comb RUn ('LI -0.0920 0.000 +041r41, U. Comb Run (t') 2 3 0.2610 . 0.0000 7.815 7.815 40.ILr4H,LL Comb Run ('L') 0.0000 .0.0920 0.000 1.750 1J1 Support notation Far left is #1 Values In KIPS Load Combination Support I Support 2 Support 3 Support 4 Overall MAXimum 0.249 0.249 Overall MiNimum .0.001 .0.001 4041 0.134 0.134 .DL4H, Li. Comb Run ("L) 0.134 0.134 404L4H, LL Comb Run ('L') 0.134 0.134 Title BIok Line I Project The: You can changes this area Engineer: Project ID: using the 'Settings' menu item Prolect Descc and then using the 'Printing & Title Block' selection. TM ID PInr'I, I mo S P,liited: IS MAR 2015. 3:30PM Description: 1. 2-3x8 tielts (trash enclosure Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Support 3 Support 4 4041411, U. Comb Run (Ii) 0.134 0.134 4DII4H, U. Comb Run (L") 0.134 0.134 *0*1*11, LL Comb Run (L*.) 0.134 0.134 4041*11, U. Comb Run (IL') 0.134 0.134 *0+1411, LL Comb Run (ILL) 0.134 0.134 *D+Lr#I, IL Comb Run ("1) 0.132 0.156 *D+Lr*H, IL Comb Run (I.') 0.227 0.227 +Q*Lr*H, IL Comb Run ('U.) 0.225 0.249 '0+1(411, Lt. Comb Run (L") 0.156 0.132 4D4LF4H, IL Comb Run (L'l.) 0.155 0.155 *D'Lr9H, IL Comb Run (LL') 0.249 . 0.225 4041(411, IL Comb Run (LII) 0.246 0.248 *0+84H 0.134 0.134 *O*0.750Lr40.750L4H, U. Comb Run r 0.133 0.150 4040.750Lr'0.750L4$, LI. Comb Run 1' 0.203 0.203 .+0+0.750Lr*0.750L+H, U. Comb Run ( 0.202 0.220 .0.0.750Lr+0.750L'H, LL Comb Run (1 0.150 0.133 'D0.750Lr40.750LH, LL Comb Run (1 0.149 0.149 40'0.750Lr+0.750L#I, LL Comb Run (L 0.220 0.202 +0*0.750Lr+O.750L.H, LL Comb Run (L 0.219 0.219 +Q*0.7501+0.750841, LL Comb Run (" 0.134 0.134 +0i0.7501*0.750S*H, LL Comb Run ('L 0.134 0.134 +D40.750140.750S#l,LL Comb Run ('L 0.134 0.134 +0+0.750L*0.750S#I, LL Comb Run (1' 0.134 0.134 +D+0.7501*0.750S4H, LL Comb Run (L' 0.134 0.134 *D*0.7501.+0.750S+H, IL Comb Run (LI 0.134 0.134 .D+0.750L40.750S411, LL Comb Run (LI 0.134 0.134 '0+0.60W+H 0.134 0.134 #6*0.70E4H 0.134 0.134 *0*0.750Lr*0.7501.40.450W41, LL Can 0.133 0.150 4O*O.750Lr4.750L+0.450W+H, LI. Corr 0.203 0203 41340.7501r40.7501.40.450W41, LI. Coff 0.202 0.220 *D*0.750Lr*0.750L*0.450W#I, LL Corr 0.150 0.133 *O*0.7501r40.750L*0.450W+H, IL Con 0.149 0:149 .O*0.750Lr*0J50L*0.450W'H, LL Con 0.220 0.202 *0.0.750Lr*0.7501*0.450W*f, LI. Con 0.219 0.219 *D*0.750L*0.750S*0.450W41, LL Cam 0.134 0.134 *D*0.750L*0.750S*O.450W41, LL Cam 0.134 0.134 *D*O.750L*0.7505*0.450W41, LL Cam 0.134 0.134 *0+0.750L*0.750540.450W.H, IL Corn 0.134 0.134 *0*0.7501.0.750S0.450W*11, II Corn 0.134 0.134 +040.750L+0.750540450W*H. IL Corn 0.134 0.134 4040.750L40.750840.450W4H, LI. Corn 0.134 0.134 +D+0J501*0.750S*0.5250E#l, U. Con 0.134 0.134 *0*0.750L+0.750S*0.5250E+11 U. Con 0.134 0.134 +D*0.7501*0.750S.0.5250E41, U. Con 0.134 0.134 *D*0.750L*0.750S40.5250E+H, LL Can 0.134 0.134 4040.750L40.750S*0.5250E#H, LL Con 0.134 0.134 0+0.7501*0.750S*0.5250E411, LL Con 0.134 0.134 iD*0.7501*0.7506*0.5250E41, LL Con 0.134 0.134 *0.60D*0.60W*0.60H 0.080 0.080 *0.60D*0.70E40.60H 0.080 0.080 D Only 0.134 0.134 IrOnty, LL Comb Run ("I.) .0.001 0.022 Lr Only, II Comb Run ('I.') 0.093 0.093 Lr Only, IL Comb Run ('LL) 0.092 0.115 Lr Only, IL Comb Run (1") 0.022 .0.001 LrOnly. LI. Comb Run (LI.) 0.021 0.021 Li Only, LL Comb Run (IL') 0.115 0.092 Lr Only, IL Comb Run (LU.) 0.114 0.114 Title Blãdk Line 1 You can changes this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Tide: Engineer: Project Descc Project ID: Punted; 16tIAR 2015. Description: .1. 2-34 trellis (trash enclosure govern) Support notation: For left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 I Only, U. Comb Run (9.) LOnly, IL Comb Run('L I Only, U. Comb Run ('IL) I Only, U. Comb Run (L") I Only, IL Comb Run (L*.) I Only, U. Comb Run (LL') L Only, U. Comb Run (ILL) S Only W Only E Only. H Only Title Bli Line I Project Title: You can changes this area Engineer: Prolect ID: using the 'Settings' menu item Project Descr: and then using the 'Printing & Title Block' selection. Title Block line 6 P16R20l 330PM Lic. KW-06000093 Licensee gl engineering Description: 2. 2-302 beams (pool equip govern) Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7.10 Load Combination Set: ASIDE 7-10 Material Properties Analysis Method: Allowable Stress Design Flo - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASIDE 7-10 Fib - Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc - Pill 1,350.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir - Larch Fe - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pc1 Beam Bracing : Completely Unbraced 1)(0.0311)) L00.0360) ib aim A 12,250 ft Span = 2.25D ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans,.. Uniform Load on ALL spans: D=0.030, Lr = 0.0360 kIlt 0.219 1 Section used for this span 3x12 fl o: Actual = 237.97p51 FB : Allowable = 1,088.75 psi Load Combination sDitrsH, LL Comb Run ('LL') Location of maximum on span = 0.000 ft Span # where maximum occurs = Span #3 Maximum Deflection Maximum Shear Stress Ratio = 0.107 :1 Section used for this span 3x12 fv:Actual . = 24.18 psi Fv : Allowable = 225.00 psi Load Combination +Ditr+H, LL Comb Run CLL1 Location of maximum on span 9.000 ft Span # where maximum occurs = Span #2 Max Downward Transient Deflection 0.026 in Ratio = 5593 Max Upward Transient Deflection -0.016 in Ratio = 3292 Max Downward Total Deflection 0.045 in Ratio = 3259 Max Upward Total Deflection -0.027 in Ratio = 1978 Load Combination Span Max. '-' Dell Location In Span Load Combination Max. 'i" Deft Location in Span 1 0.0000 0.000 4D4Lr441, LL Comb Run ('LI.) .0.0076 0.000 4041.r4H, LL Comb Run ('L'L) 2 0.0096 3.987 sD.Lr.H, LL Comb Run (II.') .0.0089 5.810 40+Ir4H, LL Comb Run (LI.') 3 0.0451 6.668 00000 5.810 4 0.0000 6.668 .+0itr*H,I.I Comb Run (LV) -0.0273 2.250 IRWIN Support notation Far left is #1 Values In KIPS Load Combination Support I Support 2 Support 3 Support 4 Support 5 Overall MAXimum 0.440 0.952 0.551 Overall MiNImum 0.003 .0.013 0.002 404+1 0.199 0.465 0.270 .0*1*1, IL Comb Run ("L) 0.199 0.465 0.270 Title Blddk Line 1 You can changes this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project ID: Project Descr. Title Block Line 6 Pn1ed: 16 MAR 2015. 330PM rp c M4 1UANDflNEWOALiEce I. flAsminfion 2. 2-3x12 beams (000l eoulp qovem) Support notation: Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 .04L4'H,LL Comb Run ("L') 0.199 0.465 0.270 +D+I+41,Ll Comb Run (ii.) 0.199 0.465 0.270 +0.143, U. Comb Run ('1") 0.199 0.465 0.270 *0+141, U. Comb Run (VI) 0.199 0.465 0.270 +04141, IL Comb Run ('LL') 0.199 0.465 0.270 404141, U. Comb Run ('ILL) 0.199 0.465 0.270 401+11, Li Comb Run (L") . 0199 0.465 0.270 +0+141,11 CombRun (L"L) 0.199 0.465 0.270 .0+143,11 Comb Run (L'L') 0.199 0.465 0.270 +0+141, IL Comb Run (I'LL) 0.199 0.465 0.270 .04143, 11 Comb Run (I-L") 0.199 0.465 0.270 .04L+H, IL Comb Run (LL'L) 0.199 0.465 0.270 +04143,11 Comb Run (LII') 0.199 0.465 0,270 +0+143,11 Comb Run (LLLL) 0.199 0.465 0.270 +0+1r41, LL Comb Run ("1) 0.202 0.452 0.361 +0+lr#l, LL Comb Run ("1') 0.156 0.760 0.459 +D-.lr#(, U. Comb Run ("IL) 0.159 0.748 0.550 +D+Lr4(, LL Comb Run ('I") 0.344 0.658 0.258 +D+lr+H, LL Comb Run (VI) 0.347 0.644 0.348 +041r43, U. Comb Run ('IL') 0.301 0.952 0.447 +D+Lri+3, U. Comb Run ('ILL) 0.304 0.939 0.537 +0+Lr+H, LL Comb Run (I") 0.293 0.451 0.212 +DLr+H, LL Comb Run (L-L) 0.296 0.438 0.363 .0+Lr#l, U.. Comb Run (11.11) 0.249 0.746 0.461 .0+Lr41, U. Comb Run (I'LL) 0.252 0.734 0.551 +04j+H, IL Comb Run (U") 0.437 0.643 0.259 +0+Lr+H, IL Comb Run (IL'L) 0.440 0.630 0.350 +0+Lr+H, IL Comb Run (UI') 0.394 0.938 0.448 +0+Lr+H. LI. Comb Run (ILIL) 0.397 0.926 0.539 90+9911 0.199 0.485 0.270 4040.750Lr40.750L4H, LL Comb Run (' 0.202 0.455 0.338 +0+0.750Lr0.750L44, LL Comb Run (' 0.167 0.686 0.412 40.0.7501-r40.7501-411, IL Comb Run (' 0.169 0.677 0.480 40I0.750Ir40.750L43, IL Comb Run (' 0.308 0.608 0.261 +0+0.750Lr+0.750L+H, IL Cçmb Run (' 0.310 0.599 0.329 +0'0.7501r+0.750L+H, LL Comb Run (' 0.276 0.830 0.403 +O.0.750Lr+0.7501+H, U. Comb Run (' 0.278 0.821 0.470 0'0.750Lr0.751141, LL Comb Run (L 0.269 0.454 0.272 +00.750Lr+0.750L4H, LI Comb Run (L 0.272 0.445 0.340 *D0.750Lr40.75014H, 1.1 Comb Run (L 0.237 0.676 0.413 *040.750Lr40.750L+H, LL Comb Run (L 0.239 0.667 0.481 +0+0.750Lc+0.750L+H, LL Comb Run (L 0.378 0.598 0.262 +D..0.750Lr+0.7501#I, IL Comb Run (L 0.380 0.589 0.330 +D+0.750Lr+0.750L+H, IL Comb Run (L 0.346 0.820 0.404 +0#0.750Lr40.750141, LL Comb Run (L 0.348 0.810 0.472 4040.750L40.750S411, IL Comb Run (' 0.199 0.465 0.270 +0+0.750L+0.750S+fl, IL Comb Run (" 0.199 0.465 0.270 4040.750L40.750S+H, IL Comb Run (" 0.199 0.465 0.270 4040.750L40.750S+H. U. Comb Run ('L 0.199 0.465 0.270 4040.750L40.750S+H, LL Comb Run ('L 0.199 0.465 0.270 4De0.750L40.750S4H, IL Comb Run ('L 0.199 0.465 0.270 40+0.750L40.750S4H, IL Comb Run ('L 0.199 0.465 0.270 +D+0.7501+0.750S+H, LI. Comb Run (I' 0.199 0.465 0.210 40.0.750L+0.750S41, U. Comb Run (I' 0.199 0.465 0.270 4)+0.750140.750S41, LL Comb Run (L' 0.199 0.465 0.270 +0+0.750L+0.750941, LL Comb Run (1' 0.199 0.465 0.270 4D+0.7501+0.750S41, LL Comb Run (LI 0.199 0.485 0.270 .0+0.7501+0.750S41, LL Comb Run (U 0.199 0.465 0.270 +0+0.7501+0.750S41, IL Comb Run (U 0.199 0.465 0.270 +D+0.750L+0.7505+H, IL Comb Run (U 0.199 0.465 0.270 Title Bla& Line I Project Title: You can changes this area Engineer: Prolect ID: using the Settings menu item Project Descr: and then using the Printing & TiDe Block0 selection. THIP RInik I inp R Pntet I6MAR 2015. 3:30PM Description: 2.2-3x12 beams (pool equip govern) Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 .0.0.60W4H 0.199 0.465 0.270 0.199 0.465 0.270 4040.75OLr4O.750LeO.450W4H, IL Carr 0.202 0.455 0.338 4040.750Lr4O.750140.450W4H, LL Corr 0.167 0.666 0.412 4090.750Lr4ft750L4O.450W4H, LL Con 0.169 . 0.677 0.480 +D+0.75OLr4O.750L40.450W4H, LL Con 0.308 0.608 0.261 40+0.750Lr4O.750L40.450W*l, LL Con 0.310 0.599 0.329 +040.750Lr40.750L40.450W41, LL Con 0.276 0.830 0.403 40e0.7501r40.750L40.450W#l, LL Con 0.278 0.821 0.470 .D0.750Lr40.750L40.450W4H, LL Con 0.269 0.454 0.272 '040.750Lr4O.750L40.450W.H, LL Con 0.272 0.445 0.340 4D40.750Lr40.750L40.450W4H, LL Can 0.237 0.676 0.413 4040.750Lr90.750L40.450W4H, LL Con 0.239 0.667 0.481 40s0.75DLr40.750L40,450W4H, IL Con 0.378 0.598 0.262 40*0.750Lr40.750L40.450W4H, LL Con 0.380 0.589 0.330 +Ds0.750Lr40.750L-i0.450W4H. LL Con 0.346 0.820 0.404 4O+0.750Lr90.750L40.450W4H, LL Con 0.348 0.810 0.472 4040.750L90.750S40.450W+H, LL Corn 0.19.9 0.465 0.270 l0+0.750L.0.750S40.450W4H, IL Corn 0.199 0.465 0.270 'D40.750L40.750S.0.450W+H, LL Corn 0.199 0.465 0.270 '040.750L40.750S40.450W+H, LL Corn 0.189 0.465 0.270 .D#0.750L40.750S40.450W*l, IL Corn 0.199 0.465 0.270 .040.750L90.750S90.450W4H, LL Corn 0.199 0.465 0.270 'D.0.750L.0.750S40.450W'H, LL Corn 0.199 0.465 0.270 4D.e0.750L+0.750S40.450W4H, LL Corn 0.199 0.465 0.270 .D.O.75OL.0.750S90.450WH, LL Corn 0.199 0.465 0.270 4040.750L40.750S4O.450W.H, LL Corn 0.199 0.465 0.270 sD40.750L'0.750S40.450W4H, LL Corn 0.199 0.465 0.270 'O.0.750L40.750S.0.450W4H. LL Corn 0.199 0.465 0.270 'D'0.750L.0.750S.0.450W.H. II Corn 0.199 0.465 0.270 4040.750L40.750890.450W4H, LL Corn 0.199 0.465 0.270 .040.750L40.750S40.450W4H, IL Corn 0.199 0.465 0.270 4e0.750L.0.750S40.5250EH LL Can 0.199 0.465 0.270 *D40.750L40.750S40.5250E.H, LL Con 0.199 0.465 0.270 +040.750L40.750540.5250E#l, IL Con 0.199 0.465 0.270 4D40.7501.0.750S90.5250E41, IL Con 0.199 0.465 0.270 #040.750L40.750SI0.5250E1+I, IL Con 0.199 0.465 0.270 *040.750L00.750S40.5250E41 IL Con 0.199 0.465 0.270 *D+0.750L'0.750S+0.5250E#l, IL Con 0.199 0.465 0.270 +Di0.750L40.750840.5250E41, II. Con 0.199 0.465 0.270 4O#0.750140.750S.0.5250E4H, LL Con 0.199 0.465 0.270 ..40.75OL40.750S40.5250E4I, IL Con 0.199 0.465 0.270 'D.0.75OL40.750SO.5250E4l, IL Con 0.199 0.465 0.270 +040.750L40.750540.5250E411, Ii Con 0.199 0.465 0.270 4D40.750140.750540.5250Es+t, IL Con 0.189 0.465 0.270 4040.750140.750S40.5250E#I, IL Con 0.199 0.465 0.270 *0.0.750L40.750S40.5250E.H, IL Cc,, 0.199 0.465 0.270 40.60D40.60W40.60H 0.120 0.279 0.162 40.60D-.0.70E40.60H 0.120 0.279 0.162 DOnly 0.199 0.465 0.270 Lr Only, LL Comb Run ('II) 0.003 -0.013 0.091 Lr Only, IL Comb Run ('LI -0.043 0.296 0.189 Lr Only, IL Comb Run ('1.1) -0.040 0.283 0.279 Lr Only, LL Comb Run (V0) 0.145 0.192 -0.013 Lr Only, LL Comb Run (L0L) 0.148 0.179 0.078 Lr Only, IL Comb Run (LL) 0.102 0.487 0.176 Lr Only, IL Comb Run (*ii) 0.105 0.475 0.267 Lr Only, IL Comb Run (L 0.093 -0.014 0.002 Lr Only, U.. Comb Run (I"I) 0.096 -0.026 0.092 Lr Only, IL Comb Run (LV) 0.050 0.282 0.190 Title Block Une I Project Title: You can changes this area Engineer: Proleci ID: using the "Settings menu Item Project Descc and then using the Writing & Title Block selection. RK Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Support 3 Support 4 Support 5 LrOnly, IL Comb Run (LLL) 0.053 0.269 0.281 LrOnly, LL.Comb Run (LI") 0.238 0.178 -0.011 LrOnly, LL Comb Run (LL'L) 0.241 0.165 0.080 Lr Only, LL Comb Run (LLL) 0.195 0.473 0.178 LrOnly, LL Comb Run (LILL) 0.198 0.461 0.268 L Only, IL Comb Run ("IL) L Only, LI Comb Run ("L) L Only, I.I. Comb Run r*U) L Only, LL Comb Run (L") L Only, LI. Comb Run (VL) L Only, LL Comb Run (j) L Only, LL Comb Run (tLL) L Only, LL Comb Run (L") L Only, LI. Comb Run (L"L) L Only, LL Comb Run (LhL*) L Only, LL Comb Run (L'LL) L Only, LL Comb Run (LL") LOfty, LL Comb Run (LL'L) I Only. LL Comb Run (LIL*) I Only, LL Comb Run (LLLL) S Only W Only E Only H Only GOUVIS osirm e, consulting group, inc. job OAS #-. I 10 Date: 4/16 11 Page I Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [Axial Load Applied to Stem Axial Dead Load = 50.0 lbs Axial Live Load = 600.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary Wall Stability Ratios Overturning = 26.04 OK Slab Resists All Sliding I Total Bearing Load =. 2,342 lbs ...resultant ecc. = 0.58 in Soil Pressure @ Toe = 1,000 psf OK Soil Pressure @ Heel = 1,342 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,452 psf ACt Factored @ Heel = 1,947 psf Footing Shear @ Toe = 9.0 psi OK Footing Shear @ Heel = 7.4 psi OK Allowable = 75.0 psi Sliding Cabs Slab Resists All Sliding I Lateral Sliding Force = 95.5 lbs Lateral Load Applied to Stem Lateral Load = 0.0 #Ift ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Modular Ratio 'n' = 21.48 in= 7.60 = Medium Weight = LRFD Psi = psi = Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.800 1.600 1.600 1.000 Equiv. Solid thick. Masonry Block Type Masonry Design Method Concrete Data 1'c Fy Gouvis Engineering --htT Title : Al. Ext. CMU wail - gravity Job # : Dot. 7/SL- Dsgnr GE Page: Date: MAR 16.2015 4400 Campus Dr Description.... Newport Beach FTCR CA 92860 This Wall In File: c:worklng fiIes62851 ocean streetlandsc Retain Pro9@1989-2011 Vor. 9.21 8171 Registration #:RP-1181345 RP9.27 Cantilevered Retaining Wall Design Code: CBC .AO:l? FCriteria Retained Height = 1.00 it Wall height above soil = 9.25 It Slope Behind Wall = 0.00:1 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 It ISoil Data .1 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psfllt Passive Pressure = 442.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcI FootingilSoll Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Vjacent Footing Load I acent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00m Wall to Fig CLDist = 0.00 It Footing Type Line Load Base Above/Below Soil - 00 ft - at Back of Wall Poisson's Ratio = 0.300 I Stem Construction Top Stem Stem OK Design Height Above Ftg It = 0.00 Wall Material Above "Hr Masonry Thickness = 8.00 Reber Size = U 5 Reber Spacing 16.00 Reber Placed at = Center Design Data fbIFB + fo/Fa = 0.070 Total Force @ Section lbs = 48.4 Moment .... Actual ft.# 19.5 Moment .... Allowable = 3,446.5 Shear.....Actual psi= 1.1 Shear ..... Allowable psi= 69.7 Wall Weight = 78.0 Reber Depth 'd' in= 3.75 LAP SPLICE IF ABOVE in= 45.00 LAP SPLICE IF BELOW In= HOOK EMBED INTO FIG in = 7.00 Lap splice above base reduced by stress ratio Masonry Data I'm psi= 1,500 Fy psi= 60,000 Solid Grouting = Yes OK Eosakut Gouvis Engineering 4400 Campus Dr Newport Beach iA flA Title : Al. Ext. CMU wall - gravity Page: Job # Det. 7ISL- Dsgnr GE Date: MAR 16,2015 Description.... 'PI . This Wall In File: c:worklng files62851 ocean streetlandsc Retain Pro 901989.2011 Ver: 9.27 8171 Registration #: RP.1161345 RP9.27 Cantilevered Retaining Wall Design Code; CBC I) I Footing Dimensions & Strengths • Toe Width 0.75 ft Heel Width = 1.25 Total Footing Width = 2.00 Footing Thickness = 12.00 In Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 It t'c = 2,500 psi Fy = 60,000 psi Footing Conprete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 t Btm. 3.00 in r Footing Design Results I Toe Heel Factored Pressure = 1,452 1,947 psf Mu': Upward = 642 538 ft-# Mu': Downward = 131 120 ft-# Mu: Design = 510 -418 ft-# Actual 1-Way Shear = 8.95 7.40 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not roq'd, Mu <S • Fr Key: No key defined I Summary of Overturning & Resisting Forces & Moments . OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ft-# lbs it ft-# Heel Active Pressure = 70.0 0.87 Surcharge over Heel = 25.5 1.00 Toe Active Pressure = 0.56 Surcharge Over Toe - = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 95.5 O.T.M. = Resisting/Overturning Ratio = 26.04 Vertical Loads used for Soil Pressure = 2,342.0 lbs DESIGNER NOTES: 46.7 Soil Over Heel = 84.2 25.5 Sloped Soil Over Heel = Surcharge Over Heel = 23.3 Adjacent Footing Load = Axial Dead Load on Stem = 500.0 * Axial Live Load on Stem = 600.0 Soil Over Toe = 55.0 Surcharge Over Toe = Stem Weight(s) = 799.5 Earth @ Stem Transitions= 72.1 Footing Weighi = 300.0 Key Weight = Vert. component Total = 1,742.0 lbs R.M.a 1,877.9 * Axial live load NOT included in total displayed or used for overturning resistance, but is Included for soil pressure cscuietion. 1.71 1.71 1.08 1.08 0.38 1.08 1.00 109.6 39.9 541.7 650.0 20.6 866.1 300.0 Designer select 9ff 1-3" all horlz. relnf. 4 See Appendix A 4 13 DL= 500., LL= 600.#, Ecc= 0.in 4 1psf 95.455# 1341 .7psf 1.40 = tt 1.00 Total Bearing Load = 2,139 lbs ...resultant ecc. = 11.55 in Soil Pressure @ Toe = 2,654 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,660 psf Soil Pressure Less Than Allowable AOl Factored @ Toe . = 3,790 psf AOl Factored Heel = 0 psf Footing Shear @ Too 25.0 psi OK Footing Shear @ Heel = 5.2 psi OK Allowable = 75.0 psi Sliding Cabs Slab Resists All Sliding I Lateral Sliding Force = 810.5 lbs /S Is bKEosaliul C P.T 1,O !'.i Title : A2 Ext. CMU wall - gravlty+soll+sel Page: Gouvls Engineering Job # : Det. 1ISL- Dsgnc GE Date: MAR 16,2015 4400 Campus Dr Description.... Newport Beach F IT CA 92660 This Wall in File; c:worklng flles%62851 ocean sbeetiandsc Retain Pro 9 D 1969 .2011 Ver. 9.21 8171 Registration U: RP-1161345 RPS.27 Cantilevered Retaining Wail Design Code; CBC O 13 I Criteria Retained Height 3.25 ft Wall height above soil 6.25 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft I Surcharge Loads. Lateral Load Appi Surcharge Over Heel = 0.0 flSf aiiiiiiiiiiiiiiia Lateral Load Used To Resist Sliding & Overturning ...Helght to To; Surcharge Over Toe = 0.0 psf ...Height to Bottom Used for Sliding & Overturning The above lateral load I- I Axial. Load Applied to Stem has been increased I by a factor of A....l fl..._I I __J :' U.0 IUD Wind on Exposed Stem = 0.0 psf ccernriciy U.UU In Wall to Fig CL Dist = 0.00 ft Footing Typo Line Load Base Above/Below Soil = at Back of Wall 00 ft flAII l_IV I_UU .WU.V II Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Stem Weight Seismic Load • F I W Weight Multiplier = 0.400 g 3 Added seismic base force 296.4 lbs 004-V.- CLV4 I Design Summa I Stem Construction • Top Ste ,,L,'vA- Stem OK Wall Stability Ratios Design Height Above Ft6 ft = 0.00 Overturning 1.22 Ratio < 1.51 Wall Material Above 'Ht" = Masonry Slab Resists All Sliding! Thickness = 8.00 Rebar Size = # 5 Reber Spacing = 16.00 Reber Placed at = Center Design Data IbIFB + fa/Fa = 0.646 Total Force @ Section lbs = 790.2 Moment .... Actual ft4= 2,104.5 Moment ..... Allowable = 3,446.5 Shear .... Actual psi= 17.6 Shear .... Allowable psi= 69.7 Wail Weight 78.0 Reber Depth 'd' in= 3.75 LAP SPLICE IF ABOVE In= 45.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = 7.00 Lap splice above base reduced by stress ratio Masonry Data I'm psl= 1,500 Fy psi = 60,000 Solid Grouting = Yes Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Modular Ratio 'n = 21.48 Equiv. Solid Thick. in= 7.60 Masonry Block Type In Medium Weight Masonry Design Method = LRFD Concrete Data t'c PSI = Fy psi = bK Eosakul Title : A2 Ext. CMU wall - gravlty+soll+sei Page: Gouvis Engineering . Job # : Dat. 7ISL4 Dsgnr: GE Date: MAR 16,2015 4400 Campus Dr Description.... Newport Beach CA 92660 This Walt In File; c;worklng f'i1est62851 ocean streetlandsc Retain Pro @1989-2011 Von 9.27 5171 Registration #:RP-1161345 RP9.27 Cantilevered Retaining Wail Design Code: CBC [footing Dimensions & Strengths • I Footing Design Results. Toe Width 1.50 It Toe Heel Heel Width = 1.50 Factored Pressure 3,790 0 psf Total Footing Width = 3.00 Mu: Upward 3,509 0 ft-0 Footing Thickness = 12.00 in Mu': Downward = 434 355 ft4 Mu: Design = 3,075 355 ft-# Key Width = Key Depth = 0.00 in 0.00 in Actual 1-Way Shear = 24.99 5.19 psi Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 It Toe Reinforcing = None Spec'd ft = 2.500 psi Fy = 60'000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pci Key Reinforcing = None Speed Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ lop 2.00 @ Btm= 3.00 in Toe: #4@ 13.25 in, #5@ 20.50 in, #6@ 29.00 In, #7@ 39.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu <S * Fr Key: No key defined I Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING.... Force Distance Moment Force Distance Moment Item lbs It f14 lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 297.9 2.58 769.6 Surcharge over Heel Sloped Soil Over Heel = Toe Active Pressure = 0.56 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem= 240.0 1.83 440.0 Added Lateral Load 198.0 2.90 574.2 Axial Live Load on Stem = 300.0 1.83 550.0 Load © Stem Above Soil = Soil Over Toe = 110.0 0.75 82.5 Surcharge Over Toe = Seismic Stem Self Wt = 296.4 5.75 1,704.3 Stem Weight(s) = 741.0 1.83 1,358.5 Earth @ Stem Transitions= Total 810.5 O.T.M. = 2,728.3 rooting Weigh] = 450.0 1.50 675.0 Resisting/Overturning Ratio 1.22 Key Weight = Vertical Loads used for Soil Pressure = 2,138.9 lbs Veil. Component = Total = 1,838.9 lbs R.M.m 3,325.6 If seismic included the mm. OTM and sliding * Axial live load NOT included In total displayed, or used for overturning '09, ratios may be 1.1 per IBC 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: Designer select all horlz. relnf. See Appendix A 4% DL= 240., LL= 300.#, Ecc= 0.in FV 810.49# 2653.7psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. OK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA 92660 '; / ;- t' - ~>' cr(.) pec' I Title : BI. Pilaster - gravlty+seismic Job U : Oct. 8ISL- Dsgnr GE Description.... ski nuwlil nv cw moD &uii VUF D.r Cit I Registration U: RP-1161345 RPS.27 Cantilevered Retaining Wall Design Total Bearing Load = 2,682 lbs ...resultant ccc. = 11.74 In Soil Pressure @ Toe = 2,447 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,536 pet ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 29.4 psi OK Footing Shear @ Heel = 4.0 psi OK Allowable = 75.0 psi Sliding Coles Slab Resists All Sliding I Lateral Sliding Force = 478.6 lbs Page: Date: MAR 16,2015 ocean streetlandsc Code: CBC Criteria Retained Height 1.00 ft Wall height above soil = 8.25 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 2,666.0 pet Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 pet/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 442.0 pet/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootlnglSoil Frition = 0.350 Soil height to igflore for passive pressure = 12.00 in 20 *'Corlp l::.: ~$ •_i Adjacent rooting Load ' I Surcharge Loads Lateral Load Applied to Ste Surcharge Over Heel = 0.0 psf Lateral Load = 120.0 U/ft Adjacent Focting Load . = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 9.80 ft I Footing Widtr = 0.00 It Surcharge Over Toe = 0.0 pat ...Height to Bottom = 8.80 ft ' Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 It I Axial Load ApplIed to Stem has been incjeased 1.00 by a factor o Footing Type Line Load Base Above/eIow Soil - 0.0 ft Axial Dead Load = 600.0 lbs Wind on Expoed Stem = 0.0 psf - at Back of Wall Axial Live Load = 600.0 lbs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Stem Weight Seismic Load I W, Weight Multiplier = 0.400 g Added seIsrTic base force 2886 lbs I Design Summary Stem Contruction Top Stern Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.30 Ratio c 1.51 Wail Material Above 'H = Masonry Slab Resists All Sliding! Thickness = 8.00 Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Eavth,H 1.600 Wind, W 1.600 Seismic, E 1.000 Rebarize = U 5 Reber qpacing = 8.00 Reber Placed at = Center Design Data fb/FB + fa/Fa = 0.468 Total Force @ Section lbs = 436.6 Moment .... Actual ft4= 2,460.1 Moment ..... Allowable = 5,939.0 Shear.....Actual psi = 97 Shear ..... Allowable psi = 69.7 Wail Weight = 78.0 Reber t$pth 'd' In= 3.75 LAP SPLICE IF ABOVE In= 45.00 LAP SPLICE IF BELOW in = KOOK EMBED INTO FTG in = 7.00 Lap splice above base reduced by stress ratio Masonry Data Fm psi = 1,500 Fy psi = 60,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Equiv. Solid Thick, in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data ft psi= Fy psl= OK Eosakui Title : BI. Pilaster - gravity+selsmic Page: I3 Gouvis Engineering Job # Det. 81SL4 Dsgnr: GE Date: MAR 16,2015 4400 Campus Or Description.... Newport Beach CA 92660 This Wail In File: c:worklng f11es162851 ocean streetUandsc Retain Pro 901989 -2011 Yen 9.27 Bill Reglstratlon# RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC'O4 3 [Footing Dimensions & Strengths • Toe Width = 1.50 it Heel Width = 1.92 Total Footing Width = 3.42 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As% = 0.0018 Cover (M Top 2.00 © Btm 3.00 in Footing Design Results Toe Heel Factored Pressure = 3,536 0 psf Mu': Upward = 3,666 2 ft-# Mu': Downward = 434 365 ft4 Mu: Design = 3,232 364 ft-# Actual 1-Way Shear = 29.39 3.99 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec Heel Reinforcing = None Spec'd Key Reinforcing = None Specd Other Acceptable Sizes & Spacings Toe: #4@ 13.25 In, #5@ 20.50 In, #6@ 29.00 in, 47@ 39.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu <S Fr Key: No key defined I Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item - lbs it ft-# lbs ft ft4 Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = 288.6 5.63 1,623.4 Total 478.6 O.T.M. = 2,906.0 ResistinglOverturning Ratio = 1.30 Vertical Loads used for Soil Pressure = 2,681.6 lbs If seismic included the mm. OTM and sliding ratios maybe 1.1 per IBC '09, 1807.2.3. * Axial live load NOT included in total displayed or used for overturning resistance, but Is included for soil pressure calculation. DESIGNER NOTES: 70.0 0.67 .46.7 0.56 120.0 10.30 1,238.0 Soil Over Heel = 137.5 2.79 384.0 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 600.0 1.83 1,100.0 *Axial live Load on Stem = 600.0 1.83 1,100.0 Soil Over Toe = 110.0 0.75 82.5 Surcharge Over Too = Stem Weight(s) = 721.5 1.83 1,322.8 Earth @ Stem Transitions= Footing Weighl = 512.6 1.71 875.7 Key Weight = Vert. Component = Total = 2,081.6 lbs R.M. 3,764.9 Designer select all horlz. relnf. See Appendix A DL= 600., LL= 600.0. Ecc= oin 120.psu I upppp. 478.6# 2447.3psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. I Surcharge Loads Surcharge Over Heel = 40.0 pet Used To Resist Sliding & Overturning Surcharge Over Toe 40.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load = 300.0 lbs Axial Live Load = 400.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary I Wall Stability Ratios Overturning' = 21.49 OK Slab Resists All Sliding I Total Bearing Load = 1.897 lbs ... resultant ecc. = 0.59 in Soil Pressure @ Toe = 838 pet OK Soil Pressure @ Heel 1,141 pet OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACi Factored @ Toe = 1,208 pot ACt Factored @ Heel = 1,645 psf Footing Shear @ Toe = 6.2 psi OK Footing Shear @ Heel = 5.1 psi OK Allowable = 75.0 psi Sliding Cabs Slab Resists All Sliding I Lateral Sliding Force = 95.5 lbs Lateral Load Applied to Stem Lateral Load = 0.0 #Ift ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 pal Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.600 Seismic, E 1.000 Modular Ratio 'n' = 21.48 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data ft Fy in= 7.60 = Medium Weight = LRFD PSI = psi = OK Eosakul L - Title : CI. INT. CMU wail - gravity Page: Gouvis Engineering Job # : Dot. 9/SL-,' Dsgnr GE Date: MAR.16,2015 4400 Campus or Description.... Newport Beach qrcky A Oct I Ii CA 92660 c: This Wall in File: working flles62851 ocean streetllandsc Retain Pro 901989 .2011 Ver: 9.21 8111 Reglstratlon#: RP-1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC 1A01 3 I Criteria Retained Height = 1.00 It Wall height above soil = 8.25 It Slope Behind Wall 0.00:1 Height of Soil over Toe = 12.00 In Water height over heel = 0.0 It I Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 pet/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 442.0 pet/ft Soil Density, Heel = 110.00 pot Soil Density, Toe = 110.00 pot FootinglSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in I Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Diet = 0.00 It Footing Type Line Load Base Above/Below Soil - at Back of Wall - 00 It Poisson's Ratio = 0.300 [Stem Construction Top Stem Design Height Above Ftg ft= Stem OK 000 Wail Material Above Ht" = Masonry Thickness = 8.00 Reber Size = U 5 Reber Spacing 16.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.044 Total Force @ Section lbs = 48.4 Moment .... Actual ft-#= 19.5 Moment ..... Allowable = 3,446.5 Shear ..... Actual psi = 1.1 Shear ..... Allowable psi= 69.7 Wall Weight = 78.0 Reber Depth 'd' in= 3.75 LAP SPLICE IF ABOVE in= 45.00 LAP SPLICE IF BELOW In HOOK EMBED INTO FTG in = 7.00 Lap splice above base reduced by stress ratio Masonry Data I'm psi= 1,500 Fy psi= 60,000 Solid Grouting = Yes DI( Eosakui Gouvis Engineering 4400 Campus Dr Newport Beach (A QaCfl Title : ci. INT. CMU wail - gravity Page: Job # : Dot. 91SL- Dsgnr. GE Date: MAR 16,2015 Description.... This Wall in File: 0woi1cing files82851 ocean streetiandsc Retain Pro 9 © 1989 .2011 Var: 9.27 8171 Regietrallon#: RP.1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBC O3 I Footing Dimensions & Strengths I Toe Width = 0.75 ft Heel Width = 1.17 Total Footing Width = 1.92 Footing Thickness = 12.00 in Key Width = 0.00 In Key Depth = 0.00 in Key Distance from Toe = 0.00 It fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm 3.00 in I -Footing Design Results • Toe Heel Factored Pressure = 1.208 1.645 psf Mu': Upward = 537 363 ft-# Mu': Downward = 180 95 ft-# Mu: Design = 357 -268 ft-# Actual 1-Way Shear = 6.20 5.09 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd,Mu<SFr Heel: Not req'd, Mu <S * Fr Key: No key defined I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTiNG..... Force Distance Moment Force Distance Moment Item lbs If ft4 lbs It 1W! Heel Active Pressure = 70.0 0.87 40.7 Soli Over Heel = 55.0 1.67 91.7 Surcharge over Heel = 25.5 1.00 25.5 Sloped Soil Over Heel = Toe Active Pressure = 0,67 Surcharge Over Heel = 20.0 1.67 33.4 Surcharge Over Toe = 1:00 Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 300.0 1.08 325.0 Added Lateral Load = Axial Live Load on Stem =. 400.0 1.08 433.3 Load @ Stem Above Soil = Soil Over Toe = 82.5 0.38 30.9 Surcharge Over Toe = 30.0 0.38 11.3 Stem Weight(s) = 721.5 1.08 781.6 Earth @ Stem Transitions Total 95.5 O.T.M. = 72.1 Footing Weighi = 287.6 0.96 275.6 Resisting/Overturning Ratio = 21.49 Key Weight = Vertical Loads used for Soil Pressure = 1,896.6 lbs Vert. Component Total = 1,496.6 lbs RM.= 1,549.5 Axial live load NOT included In total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Designer select I 9" 1'-2" I all horlz. relnf. DOI See Appendix Al 1.-Il" DL= 300., LL= 400.#, Ecco 0.in 8!Psf 95.455# 1140.9psf Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.800 Seismic, E 1.000 Modular Ratio 'n' = 21.48 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data Ic psi = Fy psi = Title : 62.lNT. CMU wail - gravlty+SEISMiC Page: IXT Job # : Oct. 9/SL- Dsgnr. GE Date: MAR 16,2016 Description.... OK Eosakul L - Gouvls Engineering 4400 Campus Dr Newport Beach Is e1 . CA 92660 This Wail in File: c;working files62851 ocean streettandsc Retain Pro 901989 -2011 Ver: 9.21 8171 Registration ft RP-1181345 RP9.27 Cantilevered Retaining Wall Design Code: CBC t(cj Criteria Retained Height = 0.67 it Wail height above soil = 8.25 it Slope Behind Wail = 0.00:1 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 it ISoil Data Allow Soil Bearing = 2,666.0 psi Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psI/ft Toe Active Pressure = 0.0 psI/ft Passive Pressure = 442.0 psI/ft Soil Density, Heel = 110.00 pcI Soil Density, Toe = 110.00 pcI FootingllSoii Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in I Surcharge Loads I Lateral Load Applied to Stem 1 I Adjacent Footing Load Surcharge Over Heel = 20.0 pal Lateral Load = 0.0 #fit Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.06 ft Footing Width = 0.00 it Surcharge Over Toe = 20.0 psI ...Height to Bottom = 0.00 ft Eccentricity 0.00 in Used for Sliding & Overturning The above lateral load Wall to Fig CL Dist = 0.00 it I Axial Load Applied to Stem has been increased 1.00 by a factor of Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 300.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wail Axial Live Load = 400.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in [Stem Weight Seismic Load ')dded F I W, Weight Multiplier = 0.400 g seismic base force 278.3 lbs L Design Summary I I -Stem Construction Top Stem coa Stem OK (iJ Wall Stability Ratios Design Height Above Ftg ft = 0.00 Overturning = 1.26 Ratio < 1.51 Wall Material Above 111-ir = Masonry Slob Resists All Sliding I Thickness = 8.00 Reber Size # 5 Total Bearing Load = 1,922 lbs Rebar Spacing = 16.00 ...resuitant ccc. = 8.67 in Reber Placed at = Center Soil Pressure @ Toe = 2,637 psI OK Soil Pressure © Heel = 0 psI OK Allowable = 2,666 psI Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,802 psI ACI Factored @ Heel = 0 psI Footing Shear @ Toe = 21.0 psi OK Footing Shear @ Heel = 2.3 psi OK Allowable = 75.0 psi Sliding Caics Slab Resists All Sliding I Lateral Sliding Force = 337.7 lbs -- fb/FB + fe/Fe 0.398 Total Force @ Section lbs = 297.7 Moment .... Actual ft4= 1,246.3 Moment ..... Allowable = 3,446.5 Shear ..... Actual psi= 6.6 Shear.....Allowable psi = 69.7 Wail Weight = 78.0 Reber Depth 'd' in= 3.75 LAP SPLICE IF ABOVE in= 45.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 7.00 Lap splice above base reduced by stress ratio Masonry Data psl= 1,500 Fy psi- 60,000 Solid Grouting =• Yes 55.3 2.04 112.9 15.0 2.04 30.6 300.0 1.33 400.0 400.0 1.33 533.3 73.3 0.50 36.7 20.0 0.50 10.0 695.8 1.33 927.7 362.6 1.21 436.1 DK Eosakul Gouvis Engineering 4400 Campus Dr Newport Beach CA aRefl Title : C2.lNT. CMU wall - gravity+SElSMiC Page: _____ Job # : Dot. 9/SL- Dsgnr: GE Date: MAR 162015 Description.... This Wail in File: c:working fi1est62851 ocean streetiandsc Retain Pro 901989 .2011 Var: 9.27 8171 RegIstrationS: RP.1161345 RP9.27 Cantilevered Retaining Wall Design Code: CBCOtt I Footing Dimensions & Strengths I Toe Width = 1.00 ft Heel Width = 1.42 Total Footing Width = 2.42 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = '0.00 ft rc = . 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pot Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm 3.00 In I -Footing Design Results • Toe Heel Factored Pressure = 3,802 0 psf Mu': Upward = 1,897 0 ft-# Mu'; Downward = 235 145 ft-# Mu: Design = 1,662 145 ft-# Actual 1-Way Shear = 20.96 2.27 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu <S * Fr Key: No key defined I Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 48.8 0.56 Surcharge over Heel = 10.6 0.84 Toe Active Pressure = 0.56 Surcharge Over Toe = 0.83 Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = 278.3 5.46 Total 337.7 O.T.M. Resisting/Overturning Ratio = 1.26 Vertical Loads used for Soil Pressure = 1,921.9 The If seismic included the mm. OTM and sliding ratios maybe 1.1 per IBC 09, 1807.2.3. Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weighl = Key Weight = Vert. Component = 27.2 8.9 1,519.5 1,555.6 Total = 1,521.9 lbs R.M. 1,956.0 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Designer select all t,oriz relnf. See Appendix A DL= 300., LL= 400.11, Ecc= Min 20.psf V/A 20.psf Sliding Restraint ir 337.74#[ 2637.29sf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading.