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HomeMy WebLinkAbout2100 COSTA DEL MAR RD; ; CB111663; Permit08-23-2011 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Pool Permit Permit No: CBl 11663 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: 2100 COSTA DEL MAR RD CBAD POOL 2165900100 Lot#: 0 $97,612.00 Construction Type: NEW LA COSTA:1500 SF P00L//3 SPAS @ 150 SF, 210 SF, 150 SF & 150 SF Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Applicant: L C INVESTMENT 2010 INC Owner: L C INVESTMENT 2010 INC ISSUED 07/29/2011 JMA 08/23/2011 08/23/2011 1601 ELM ST DALLAS TX 75201 1601 ELM ST DALLAS TX 75201 Building Pennit Add1 Building Pennit Fee Plan Check Add'l Plan Check Fee Electrical Fee Plumbing Fee Strong Motion Fee Green BIdg Standards (SB1473) Fee Renewal Fee Add'l Renewal Fee Other Building Fee Additional Fees $636.83 $0.00 $413.94 $0.00 $20.00 $27.00 $9.76 $1.00 $0.00 $0.00 $0.00 $0.00 TOTAL PERMIT FEES $1,108.53 Total Fees: $1,108.53 Total Payments To Date: $1,108.53 Balance Due: $0.00 Inspector: FINAL Date ^L APPROVAL : A /2, Clearance: NOTICE: Please take NOTICE tl'.at approval of your project Includes the "Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactlons." Ycu have 90 days from the date this permit was issued to protest imposition of these fees/exactlons. 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/exacllons of which vou have previously been oiven a NOTICE similar to this, or as to which Ihe statute of limitations has oreviouslv olhen«ilse expired. 08-23-2011 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW110258 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: 2100 COSTA DEL MAR RD CBAD SWPPP Lot#: CBl11293 LA COSTA RESORT POOL, RETAINING WALLS Status: Applied: Entered By: ISSUED 06/14/2011 JMA Issued: 08/23/2011 Inspect Area: Tier: 1 Priority: Applicant: TOM MCCABE Owner: 760-207-5720 Emergency Contact: JEFF ROBERSON 760 498-6677 SWPPP Plan Check SWPPP Inspections Additional Fees $45.00 $54.00 $0.00 TOTAL PERMIT FEES $99.00 Total Fees: $99.00 Total Payments To Date: $99.00 Balance Due: $0.00 FINAL APPROVAL DAT SIGHATURE ^ CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717/2718/2719 Fax: 760-602-8558 www.carlsbadca.gov Plan Check No. Est. Value Plan Ok. Deposit ^7, fa I z- Date SWPPP JOB ADDRESS, SUITE#/SPACE#/UNIT# TENANT BUSINESS NAME I CONSTR. TYPE | OCC. GROUP CT/PROJECT # # BEDROOMS # BATHROOMS DESCRIPTION OF WORK: /Delude Square Feet of Affected Araa(s> EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YES • #_ NOD AIR CONDITIONING YES D NOD FIRE SPRINKLERS YES • NOO APPUCANT NAME (Prii APPUCANT NAME (Secondary Contact) ADDRESS ADDRESS CITY ^ _ STATE ZIP (jmh^H:> gpc ^"z^ CITY STATE ZIP EMAIL I iTTT I r~ PHONE FAX EMAIL PROPERTY OWNER NAME CONTRACTOR BUS.JIAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE PHONE EMAIL FAX EMAIL . ARCH/DESIGNER NAME & ADDRESS I STATE Lie. # STATE LIC.# CITV BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct alter, Innprove, demolish or repair any structure, priorto Its Issuance, also requires the applicant for such permit to file a signed statement that he Is licensed pursuant to the provisions ofthe Contractor's License Law {Cnapter 9, commending with Section 7000 of Division 3 ofthe 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)). •ENS ATI O) Workers' Compensation Declaration: / hereby affinn under penalty ofpeijury one ofthe following declarations: O I have and will maintain a certificate of consent to self-Insure for worliers' compensation as provided by Section 3700 of tiie Labor Code, fbr the perfomiance of the worli for which this permit is issued. O I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the perfomnance of the work for which this pemiit Is issued. My workers' compensation Insurance carrier and policy number are: Insurance Co. Policy No. Expiration Date This section need not be completed Ifthe pemiit is fbr one hundred dollars ($100) or less. Certificate of Exemption: i certily that in the perfomiance of the work for which Ihis pentiit Is Issued, I shall not empby any person in any manner so as to become suliject 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 chrll fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, Interest and attorney's fees. CONTRACTOR SIGNATURE |~| nAGENT DATE OWNER-SiliLOeR OeCLARATtOH I hereby affimi that I am exempt from Contractor's Ucense 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 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). [BC^ 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). O I am exempt under Section 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. • Yes • No 2.1 (have / have not) signed an application for a building pennit for the proposed wori<. 3.1 have contracted with the folkwing person (finn) to provide the proposed construction (Include name address / phone / contractors' license number): 4.1 plan to provide portions of the woH<, but I have hired the following person to coordinate, supen/lse and provide the major worit (Include name / address / phone / contractors' license number): 5.1 will provide some of the wori(, but I have contracted (hired) the following persons to provide the worit Indicated (Include name / address / phone / type of worit): VSTPROPERTY OWNER SIGNATURE KiLUtn(ki^iff^j/ui^i/i^ DATE C'OMPi-BTe THIS SECTION FOR N O N - R E S I D E N T I A L BUILDING PERMITS ONtY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration fonn or risk management and prevention program under Sectkins 25505,25533 or 25534 of the Prasley-Tanner Hazardous Substance Account Act? • Yes |^No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? O Yes lu^o Is the facility to be constnjcted within 1,000 feet of the outer boundary of a school site? • Yes 9^o 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 tENOING AGENCY I hereby afUrm that there Is a construction lending agency fbr the perfomiance of the work this pemiit Is issued (Sec. 3097 (I) Civil Code). Lender's Name Lender's Address APPUCANT CERTIFICATION I certif that I haw lead the applkatfcin and state that tlie ab(m lnfomiatk>n Is conect and thatthe Inlbrinatlon 0^ I hereby authorize representative ofthe Cl AGAINST ALL LIABILITIES, JUDGMf " OSHA An OSHA peimit Is fequire(til6r excavations EXPIRATION: Every pennit 180 days liom Ihe date of such >erAPPLICANT'S SIGNATUI i to enter upon the above mentkmed property fbr inspeclkxi purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CfTY OF CARLSBAD ND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT, plltkxi or constructkm of slnictures over 3 stories ii height. ns of ihis Code shall expire by imltatkx) and become nuH and vokl If the buikling or worit authorized by sudi peimit is not commenced within d or abapdoned at anyime ater the worit is commenced fbr a period of 180 days (Section 106.4.4 Unilbnn Building Code). City of Carlsbad BIdg Inspection Request For: 01/20/2012 Permit* CB111663 Title: LA COSTA:1500 SF P00L//3 SPAS Description: @ 150 SF, 210 SF, 150 SF & 150 SF Inspector Assignment: PD 2100 COSTA DEL MAR RD Lot: 0 Type: POOL Sub Type: Job Address: Suite: Location: OWNER L C INVESTMENT 2010 INC Owner: Remarks: Phone: 7603104764 Inspector:! Total Time: CD Description 59 Final Pool Act Comments Requested By: KEVIN Entered By: CHRISTINE Comments/Notices/Holds Associated PCRs/CVs/SWPPPs Original PC# Inspection Historv Date Description Act Insp Comments 11/10/2011 55 Fence/Pre-Plaster PA PD POOL LIGHT OK 11/03/2011 11 Ftg/Foundation/Piers AP PD POOL DECK BONDING 08/24/2011 51 Excav/Steel/Bondlng/Fence AP PD EsGil Corporation In (Partnership with government for (Buidfing Safety DATE: 8/22/2011 • APPLICANT • JURIS. JURISDICTlOk City of Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 111663 SET: III PROJECT ADDRESS: 2100 Costa Del Mar PROJECT NAME: La Costa Resort & Spa Clubhouse Adult Pool Addition XI The plans transmitted herewith have been corrected where necessary and substantially comply w*ih the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I Thp plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check Ijst transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I '"^^^e applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. —^ r~] The applicant's copy of the check list has been sent to: Tom MoCabe 2100 B San Elijo Avo. Cardiff by the Sea, CA 92007 1^ Esgil Corporation staff did not advise the applicant that the plan check has been completed. ri Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: 760 207 5720 Date contacted: (by: ) Email: tmcoabe@mccabearch.com Fax #: Mail Telephone Fax In Person XI REMARKS: Pen and ink over counter changes. ^-^^ AA^/^ &y:^<drie]i'Adamek Enclosures: EsGil Corporation lEl GA • EJ • PC 8/22/2011 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partnership with government for (Buififing Safety DATE: 8/8/2011 • AEELJCANT ^AIRISJ JURISDICTION: City of Carlsbad O-pLAlTREViEWER • FILE PLAN CHECK NO.: 111663 SET: I PROJECT ADDRESS: 2100 Costa Del Mar PROJECT NAME: La Costa Resort & Spa Clubhouse Adult Pool Addition I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. AI The applicant's copy of the check list has been sent to: Tom McCabe 2100 B San Elijo Ave. Cardiff by the Sea, CA 92007 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed. IXI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: 760-207-5720 Date contacted: S'f ^'M (by:v>- ) Email: tmcabe@mccabearch.com Fax #: t Mail ^ Telephone Fax In Person • REMARKS: By: David Yao Enclosures: EsGil Corporation IE! GA 13 EJ • PC 8/1 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 City OfCarlsbad 111663 8/8/2011 PLAN REVIEW CORRECTION LIST TENANT IIVIPROVEIVIENTS PLAN CHECK NO.: 111663 OCCUPANCY: A-2 TYPE OF CONSTRUCTION: III-A ALLOWABLE FLOOR AREA: SPRINKLERS?: Y REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 8/8/2011 JURISDICTION: City ofCarlsbad USE: clubhouse ACTUAL AREA: STORIES: HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 8/1 PLAN REVIEWER: David Yao FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in 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 2010 CBC, which adopts the 2009 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 2009 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) wtiere eacti correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked UP list when vou submit the revised plans. City of Carlsbad 111663 8/8/2011 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. . PLANS 1. 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. 2. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2010 California Building Code, which adopts the 2009 IBC, 2009 UMC, 2009 UPC and the 2008 NEC. 3. The scope of work under this permit shall be clearly identified on the plan. Any sheets of the plan not part of this permit shall not include in the set. (The restroom, storage, bar terrace ,retaining wall portion ofthe plan belong to plan check 111293?) 4. Provide total construction cost of this project. • SITE PLAN 5. Provide a fully dimensioned site plan drawn to scale. Sec. 107.2. Include the following: a) Cleariy dimension building setbacks from property lines, street centeriines, and from all adjacent buildings and structures on the site plan. b) Property lines/easements. c) Streets/alleys. 6. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." City of Carlsbad 111663 8/8/2011 7. Show dimensioned parking layout, including any required disabled access spaces. Section 107.2. STRUCTURAL 8. Provide complete structural construction detail for the pool and spa with structural calculation to justify it. ADDITIONAL 9. Refer to the following corrections for mechanical, plumbing, electrical and energy items. 10. To speed up the review process, 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. 11. 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: • Yes • No 12. 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. ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) 1. Include the electrical layout and circuiting plan for the pool equipment room with the plans. Be sure to include panel descriptions (locations, panel schedule, and panel rating in addition to the branch circuiting design. 2. Detail the equipotential bonding design at the pools and spas and the ground connection at the pool equipment room. 3. Switches (electrical) may not be installed any closer than 5' to an outdoor spa. Spa number 4 has a disconnect switch much closer than the 5' minimum. Note: Spa's 1 through 3 have (2) switches than commonly shut off all three spas. City of Carlsbad 111663 8/8/2011 4. Electrical specifications for all pool and spa pump motors is necessary for circuiting plan review as well as the requirement for GFCI protection for the motors. 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. PLUMBING AND MECHANICAL CORRECTIONS • PLAN REVIEW NUMBER: 11-1663 SET: I PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 1. None of the drawings are signed and sealed? 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. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. 2. Please correct the drawings to clearly show what is the scope of work under this permit, to match the Building Permit Application. The Building Permit Application list a 1,500 square foot Swimming Pool, 3 Spas (but the Application list 4 areas for Spas: 150 sf; 210 sf; 150sf; & 150 sf. the plans also show 4 Spas) 504 square feet of retaining wall and Pool Equipment Room. But the existing permit plan review #111293 includes the construction plans for the Pool equipment room (but not the pool equipment) and includes the retaining walls around the new pool area. 3. Please provide data on use and storage of chemicals to be used in the Spa's and Swimming Pools. Provide data on the proposed hazardous materials to be stored and used. IBC 414. Present the description ofthe hazardous materials in a format that coincides with the material classifications found in CBC Tables 307.1(1) and 307.1(2). a) Clearly show the fypes of hazardous materials being stored or used. Provide a list of the proposed hazardous materials; include the material safety data sheets (MSDS), if applicable. b) Clearly show the amounts for each type of hazardous material to be stored and in use. c) Clearly show the locations in the building where each type of hazardous material is being stored or used. City ofCarlsbad 111663 8/8/2011 d) Note: If hazardous materials are present in any amount, fonA/ard this information to the mechanical designer for design compliance with CMC Chapter 5. 4. The City Building Official to review evidence of Health Department approval for the proposed public Spa's and public Swimming Pools. 5. The existing permit plan review #111293 that includes the pool equipment room construction drawings do not address the plumbing piping for the Pool and Spa plumbing from the heaters, filters and pumps to each pool and spa the pass through or under the concrete walls and/or footings. Please address on the structural drawings for the pool equipment room. 6. Detail wheel chair access to the shower's restrooms and locker rooms serving the proposed public Spa's and public Swimming Pools. Note existing permit plan review #111293 does not show compliance. 7. Complete plan review and calculations will be done when the complete plans and calculations are provided. PLUMBING (2010 CALIFORNIA PLUMBING CODE) 8. Provide a plumbing material schedule on the plans describing the materials for gas lines and the piping materials for potable water piping and the pool fill lines to each spa and swimming pool. 9. Please provide site plumbing plans for the Pool and Spa plumbing from the heaters, filters and pumps to each pool and spa; and the fill lines to each pool and spa. 10. Sheet SP-9 show the gas demand for the eight 400,000 Btu gas heaters for the total gas demand of 3,200,000 Btu's for the pool equipment room. The existing permit plan review #111293 shows only 3,100 CFH gas demand allowed for the pool equipment room. Please provide a letter from SDG&E stating their natural gas rating to be supplied to this site will not be less than 1,033 Btu's per cubic foot. Or, correct the gas line sizing for the 5 psi gas system in existing permit plan review #111293 for the correct gas demand. 11. Provide gas line plans and sizing calculations from the 5 psi gas system shown in existing permit plan review #111293 to each ofthe eight 400,000 Btu gas fire pool heaters. CPC, Section 1217.0 12. Detail the gas regulator requirements: An accessible shut-off valve installed upstream of the regulator and vented to the exterior. CPC 1209.7 & 1211.10. 13. Include the gas piping sediment trap installed downstream of the appliance shutoff valve as close to the inlet of the appliance as practical. Exceptions: Appliances with an internal sediment trap,(or) ranges, clothes dryers, gas fireplaces, and outdoor grilles. UPC 1212.7. City of Carlsbad 111663 8/8/2011 14. Detail the proposed pool deck drainage systems. 15. Please provide plans and details for the "Approved Receptor" for backwash and pool drainage systems as required and noted on sheet SP-9. This may not be drained onto the landscaping and/or the golf course. MECHANICAL (2010 CALIFORNIA MECHANICAL CODE) 16. Please provide the cut-sheet and installation instruction for the proposed 400,000 direct vent pool heaters. Showing combustion air and flue gas venting systems and clearances. 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. END OF DOCUMENT City OfCarlsbad 111663 8/8/2011 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 111663 PREPARED BY: David Yao DATE: 8/8/2011 BUILDING ADDRESS: 2100 Costa Del Mar BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) 1 1 adult pool addition per city 97,612 Air Conditioning Fire Sprinklers TOTAL VALUE 97,612 Jurisdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance Plan Check Fee by Ordinance $636.83 $413.94 Type of Review: D Repetitive Fee Repeats Q Complete Review • Other |—I Hourly EsGil Fee • Structural Only Hr. @ * $356.62 Comments: Sheet 1 of 1 macvalue.doc + CITY OF CARLSBAD BUILDING PLANCHECK Pool/Retaining Wall CHECKLIST E-37 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for CB 11-1663 Review# 1 Date: 08/04/11 Project Address: 2100 Costa Del Mar APN: Project Description: POOU 3 SPAS/EQUIP ROOM/RET WALL Valuation: 97,612 ENGINEERING Contact: Kathleen Lawrence Phone: 760-602-2741 Email: kathleen.lawrence@carlsbadca.gov Fax: 760-602-1052 STOP/ Please Read X Please make the necessary Any outstanding Issues will be marked with corrections to the plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specification to the Building division for resubmittal to the Engineering Division. Items that conform to permit requirements are marked with ATTACHMENTS: Engineering Application Stomn Water Forms RIght-of-Way Application/Info. Sheet Reference Documents OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY: KATHLEEN LAWRENCE REMARKS: DATE: 08/04/11 Notification of Engineering APPROVAL has been sent to via on E-36 Page 1 of 4 REV 5/23/11 CB 11-1663 Review # 1 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: / I North an-ow Existing & proposed structures /I Property lines (show all dimensions) / I Easements Show on site plan: I / I Drainage pattems [~7~] Existing & proposed slopes / I Existing topography 1 Retaining Walls (location and height) ~~1 Indicate what will happen with soil excavated from pool area. Include on title sheet: ~/l Site address JLI Assessor's parcel number Legal description/lot number • Grading: Quantities of Cutrn Fill I 1 Import [ Export [ _J Project does not comply with the following engineering conditions of approval for project no: I I Conditions were complies with by: Date: Lot/Map No.: Subdivision/Tract: Reference No(s): E-37 Page 2 of 4 REV 5/23/11 CB 11-1663 Review # 1 2. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 11.06.030 of the Municipal Code. I Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" I Grading Permit required. NOTE: The grading pennit must be Issued and rough grading approval obtained prior to issuance of a building pennit. A separate grading plan prepared a registered civil engineer must be submitted together with the completed application fonn attached. /I A grading pennit has been applied for: DWG "~/} No grading permit required. 3. MISCELLANEOUS PERMITS r I RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. A separate right-of-way issued by the engineering division is required forthe following: Please complete attached right-of-way application form and return to the engineering department together with the requirements on the attached right-of-way checklist, at the time of resubmittal. Right-of-way permit and pool permit wili be issued simultaneously. E-37 Page 3 of 4 REV 5/23/11 CB 11-1663 Review # 1 4. STORM WATER Construction Compliance / Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete/incon'ect. Please make corrections, re-sign a new form and resubmit with next submittal. / I Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached fomn and retum (SW 11-258 ) Post-Development (SUSMP) Compliance "7"] stomi Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the con°ections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.aov/business/buildlno/Documents/EngStandsw-stds-vol4-ch2.pdf Disconnect discharges per SUSMP. Do not connect runoff from impervious surfaces to stomi drains without first discharging water over landscape areas. See SUSMP I ~j Minimize use of impervious surfaces per SUSMP. Redesign to reduce the excessive use of impervious area (pavement) on project. Use a balanced design of pervious surfaces (landscape area, planters, etc.) and impervious surfaces. See SUSMP 5. Additional Comments E-37 Page 4 of 4 REV 5/23/11 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB 11-1663 DATE 8/2/2011 ADDRESS 2100 COSTA DEL MAR RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING VILLAGE FAIRE SOLAR PANELS OTHER Pool for La Cost Resort and Spa - replaces putting green PLANNER Van Lynch UjA^ DATE 08/02/2011 ENGINEER DATE H;\ADMIN\COyNTER/PLANNINC/ENClNEERINC APPROVALS o 73 o i Ui O o z o o o 00 < I DO P Si Q m > > Q oFn 5 a 5 > O DO oO l— -O H O I :^ m 0) *\ Copy. IU o o - S 5- « (B 5". Q- ? o (Q 0 y-CD c — O (fl 0> ^ a> o ^ -h CD ° 3. 0) CD O) O O z o o o 00 ^;]:^ 5 -I H m o S n: 5 D n O 03 ° - O < r- -"^ -0 O H i 5 m S- 2: O ^ ^ 5; CD , H ><. < m " O w c 0:0 ID CQ CD §1 o: Oi tn o O Z o o o CO S Q- D O o o Q < CD _ CO > I D > O Pd 03 O m z D -< m 5 > 9 o o CD O X m 7^ > m o -< J: m r-D O > O O 7:0 2 fTl m > I O > O C 7^ m > o2 si •ico « o O 2 z 3 8 51 2 i 00 ! gills'! ^ m o ^' m ° > C 5 rn 1^ m O , ..r z nj c OmQ > 5 X 2 S z O m D o S2i o 70 71 o go o N5 o| cn Tl o DO! 01 3 1(5' 5' o o Q. I— o' ID cn O 00 CD APPROVED j o cn ch c» o 00 o CJl fo o STRUCTURAL CALCULATIONS LA COSTA RESORT & SPA ADULT POOL CARLSBAD, CA Prepared Fon LC TRS, INC. MEC Project Noi_1115a. Date Issued: 6/21/11 M Revision Dates: 8/3/11 Prepared By: f MCNEFF ENGINEERING & CONSULTING I A PROFESSIONAL CORPORATION 1991 VILLAGE PARK WAY SUITE 115 ENCINITAS, CA 92024 T (760) 479-9838 F (760) 479-9837 www.mcneffengineering.com M MCNEFF ENGINEERING & CONSULTING JOB. A PROFESSIONAL CORPORATION 1991 Village Park Way, Suite 115 Encinitas, CA 92024 Tel: (760) 479-9838 • Fax: (760) 479-9837 SHEETNO. CALCULATED BY_ \D50 LArO>ym M\)LT Pock. \ VMM 0F_ C»1ECKEDBY_ DATE. DATE. i i L i - m SV/ V u vJ ,- IT W r. IT] c T TH r 7 • AV/ Ll CD AC n . 1 ) A * u If V ia D 0 H d L . J 31-id Of f -A; ST' •Af : V JT. > Tri > — IC I v.' p T SI It"' I' 1" > — a. Tl I V r Ok / , \ r tf It"' I' 1" > — I ( ) 1 —'-to V >o -I M > il )- —i ?^ t ^— VI 1^ 11 r-IU-j ll * +^ \ Of > ' Al 1 0 PC Mi V i v — i 1 — \> — /I L.-? d SF 1 AT" ,J--Jo S-l" P< y) I C \/ , / —^ I f > V-" L • '/r N •'AN r\fc f ^ > 1 V / ?| vl Or N/ u STT > I I'l. fl) ""1 kij—-T * gtf. fe. ^. ^0 i&i ""1 kij—-T Ti 7 •i ^\ ""1 t ASo ""1 — ftui- u -- (A m 1 j TIC 0 11 . c i M MCNEFF ENGINEERING &c CONSULTING JOB. A PROFESSIONAL CORPORATION 1991 Village Parlc Way, Suite 115 Encinitas, CA 92024 Tel: (760) 479-9838 • Fax: (760) 479-9837 SHEETNO.. (»IJCUUTEDBY_ CHECKED BY OF DATE. DATE. i i i i .TV c\ AU Vv) -0 m 0 F pu M Tc r 1 1 • <Aj t w <? e. \^ J ^—1— 1 — -X. R« t —1— r : K %% .0 vJ > \D Vo A) 1 —1— i u- .! S -2 =^ S -2 / If 1' i • ! •^\{ If 1' i • ! h . -a ,n 1 1 A . t Sk. 'Lf s 1 r A \ J ' ys ^) i "if J 11 1 ol m Oo F=*-ZA lo 11 y • j,.- .... i . J 1 j i i ! 1 1 —j.— ! i tm 1 2 B) (O U. CQ rn 00 3 (D » W &• -n " " 5| ^ (O (tt o» E. * SI 4^ -* X tp cn ATI {a O s z m Z o 5 i 3 I c 5i M MCNEFF ENGINEERING & CONSULTING JOB. \oso SHEETNO.. 3A A PROFESSIONAL CORPORATION 1991 Village Park Way, Suite 115 Encinitas, CA 92024 Tel: (760) 479-9838 • Fax: (760) 479-9837 CALCULATED BY_ CHECKED BY: SCALE OF DATE. DATE. DL= 1= &^DO AT- W= iTL- 1^6 r....i^...k...ife VA= DL= L=..^,te,. M= R= .y...d(2 jaiirv/ii^e... MA=i VA=.I i;«Jpi»ffl^5ffl^ i t^p=6of9i^ R=! l^lk^j-; puma ax-i isn* •»•«« DK-I IP»MI )l/lcNeff Engineering & Consulting 1991 Village Part< Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnr: iVIM Date: 3:16PM, 23 MAY 11 Description: Pool Area Improvements & Sen/ice Areas Scope: Elevated concrete decks & retaining walls Rsv: SSOOOO User KW-0606712, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Enfllneering Softwere Multi-Span Concrete Beam Page CALCS.ECW:Calculatians Description Storage Room O.H. Slabs S1a&b General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 60,000.0 psi 4,000.0 psi I Concrete Member InformatioiT fc Spans Considered Continuous Over Supports StimjpFy 40,000.0 psi ACI Dead Load Factor 1.20 ACI Live Load Factor 1.60 Description West Span East Span Span ft 12.00 22.00 Beam Width In 12.00 12.00 Beam Depth in 8.00 8.00 End Fixity Pin-Pin Pin-Pin Reinforcing Center Area 0.21ln2 0.88in2 Reinforcing Center Bar Depth 6.75in 6.75in Left Afea 0.41 in2 0.59in2 Bar Depth 1.25in 1.25in Right Area 0.59ln2 0.21 in2 Right Bar Depth 1.25in 1.25in I Loads Using Live Load This Span ?? Yes Yes Dead Load k/ft 0.155 0.155 Live Load k/ft 0.100 0.100 I Results Beam OK Beam OK | Mmax @ Cntr k-ft 0.84 13.80 @X = ft 2.24 13.05 Mn * Phi k-ft 6.20 24.15 Max @ Left End k-ft 0.00 -15.74 Mn * Phi k-ft 11.86 16.76 Max @ Right End k-ft -15.74 0.00 Mn * Phi k-ft 16.76 6.20 Bending OK Bending OK Shear @ Left k 0.76 4.52 Shear @ Right k 3.39 3.09 I Reactions & Deflections DL@Left k 0.34 3.54 LL@Left k 0.22 2.29 Total @ Left k 0.56 5.83 DL @ Right k 3.54 1.38 LL @ Right k 2.29 0.89 Total @ Right k 5.83 2.28 Max. Deflection in 0.216 -0.961 @X = ft 8.32 12.03 Inertia: Effective in4 96.49 215.65 1 Shear Stirrups Stinup Rebar Area in2 0.400 0.400 Spacing @ Left in Not Req'd Not Req'd Spacing @ .2*L in Not Req'd Not Req'd Spacing @ .4*L in Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd 0.84 D.D . •1.72 -3.44 -S.1B fll nn -D .BO -B.BO •E -10.32 E o -12.03 S -13.75 •15.47 rw .. I! i.7S 5.BB LacBtion fftli 12.0 i.75 S.BQ Lacation rft1 ia.S8 10.7B 12.0 [K«flt€tioil 4.75 5.QB Location fftl 10.70 12.0 rv -. . r 1 .. B.71 10.53 LacBtion (ft) 22.Q ts JC tn Q (., 2.07 4.2B Berlin e.71 10 .Q3 Lacation rft1 1B.7B 22.0 -0.11 -0.21 -0.32 g -0.43 c -D.53 I -D.B4 E -D.75 Q -D.B5 -O.B0 .07 i .28 i i.5Q 8.71 ll I.Q3 1 3.14 i: .3B i; ^57 IE .7g 2! mil Location rftl McNeff Engineering & Consulting 1991 Village Paric Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 3:16PM, 23 MAY 11 Description : Pool Area Improvements & Sen/ice Areas Scope: Elevated concrete decks 8i retaining walls Rev: SBOOOO User KW-060e712, Ver 5.8.0,1-Oec-2003 (c)1983-2003 ENERCALC Enflineerinfl Software Multi-Span Concrete Beam Page 1 CALCS.ECW:Calculations Description Men's Restroom O.H. Slabs S2a&b I General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 k Fy fc 60,000.0 psi 4,000.0 psi Spans Considered Continuous Over Supports Stin^ipFy 40,000.0 psi ACI Dead Load Factor 1.20 ACI Live Load Factor 1.60 I Concrete Member Information Description West Span East Span Span ft 17.00 17.00 Beam Width in 12.00 12.00 Beam Depth in 6.00 8.00 End Fixity Pin-Pin Pin-Pin Reinforcing Center Area 0.31 in2 0.31 in2 Reinforcing Center Bar Depth 6.75ln 6.75in Left Area 0.21 in2 0.44in2 Bar Depth 1.25in 1.25in Right Area 0.44in2 0.21 in2 Right Bar Depth 1.25in 1.25in 1 Loads 1 Using Live Load This Span ?? Yes Yes Dead Load k/ft 0.155 0.155 Uve Load k/ft 0.100 0.100 1 Results Beam OK Beam OK | Mmax @ Cntr k-ft 7.03 7.03 @X = ft 6.35 10.65 Mn * Phi k-ft 9.09 9.09 Max @ Left End k-ft 0.00 -12.50 Mn • Phi k-ft 6.20 12.71 Max @ Right End k-ft -12.50 0.00 Mn * Phi k-ft 12.71 6.20 Bending OK Bending OK Shear @ Left k 2.21 3.68 Shear @ Right k 3.68 2.21 1 Reactions & Deflections 1 DL@Left k 0.99 3.29 LL @ Left k 0.64 2.12 Total @ Left k 1.63 5.42 DL @ Right k 3.29 0.99 LL@ Right k 2.12 0.64 Total @ Right k 5.42 1.63 Max. Deflection in -0.360 -0.360 @X = ft 7.14 9.86 Inertia: Effective in4 153.44 153.44 1 Shear Stirrups Stirrup Rebar Area in2 0.400 0.400 Spacing @ Left in Not Req'd Not Req'd Spacing @ .2*L in Not Req'd Not Req'd Spacing @ .4*L in Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd 01 E a 7.03 5.27 3.52 1.7B 0.0 ^ •2.01 -4.03 -0.04 -B.OB -10.07 -12.00 '1 I II .••am lllllllllllllllllllllillllliib. ao 3.31 5.02 Q.73 a.44 Locatlan rftt 10.15 II I m 11.87 13.58 15.29 17.0 B.73 8.44 Location fftl 13.58 1S.2B 17.0 QJBD -0.04 -0.08 •0.12 -D.1B c: ^0.20 ^ ^0.28 Ol Q •0.32 •0.30 1 .BO . 3.31 5.02 E 1.73 \ 1 |j.15 t .87 i: 3.58 i: i.2B 17 11^1 Location rttl r 1 B.73 8.44 Location rft1 3.03 3.15 2.B3 2.10 1.58 1.05 0.53 IL. IB 0.0 01 JC in -0.72 -1.44 •2.17 Berlin blifAl 3.31 5.02 B.73 8.44 10.15 11.87 13.58 1S.2B 17.0 Location fftl I -D.24 B -D.28 01 O -0.32 •D.3B 8,73 8.44 Location fftl McNeff Engineering & Consulting 1991 Village Parit Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 3:16PM, 23 MAY 11 Description : Pool Area Improvements & Sewice Areas Scope : Elevated concrete decks & retaining walls 10 Rev' 580000 User KW'O606712, Ver 5.8.0,1-0ec-2003 (0)1983-2003 ENERCALC Engineering Softvmre Multi-Span Concrete Beam Page 1 CALCS.ECW:CalculaUons Description O.H. Slabs S3a,b,c I General InformatioiT Code Ref: ACI 318^02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy fc 60,000.0 psi 4,000.0 psi Spans Considered Continuous Over Supports StimjpFy 40,000.0 psi ACI Dead Load Factor 1.20 ACI Live Load Factor 1.60 I Concrete Member information Description West Span Span 2 Span 3 East Span Span ft 21.00 7.50 12.00 16.00 Beam Width in 12.00 12.00 12.00 12.00 Beam Depth in 8.00 8.00 8.00 8.00 End Fixity Pin-Pin Pin-Pin PIn-PIn Pin-Pin Reinforcing Center Area 0.64in2 0.21 in2 0.21 in2 0.31 in2 Reinforcing Center Bar Depth 6.75in 6.75in 6.75ln 6.75in Left Arsa 0.21in2 0.59in2 0.21 in2 0.38ln2 Bar Depth 1.251n 1.25in 1.25in 1.25in Right Area 0.53in2 0.21 in2 0.44in2 0.21 in2 Right Bar Depth 1.25in 1.25in 1.25in 1.25in 1 Loads h Using Live Load This Span 77 Yes Yes Yes Yes Dead Load m 0.155 0.155 0.155 0.155 Live Load m 0.100 0.100 0.100 0.100 1 Results Beam OK Beam OK Beam OK Beam OK | Mmax @ Cntr k-ft 12.38 0.91 3.11 6.95 @X = ft 8.40 750 3.60 9.71 Mn * Phi k-ft 18.07 6.20 6.20 9.09 Max @ Left End k-ft 0.00 -14.81 0.91 -9.19 Mn * Phi k-ft 6.20 16.76 6.20 11.04 Max @ Right End k-ft -14.81 0.91 -9.19 0.00 Mn * Phi k-ft 15.15 6.20 12.71 6.20 Bending OK Bending OK Bending OK Bending OK Shear @ Left k 2.93 3.39 1.23 3.34 Shear @ Right k 4.34 0.60 2.92 2.19 1 Reactions & Deflections | DL@Left k 1.31 3.46 0.20 2.80 LL@Left k 0.85 2.23 0.13 1.81 Total @ Left k 2.16 5.70 0.32 4.61 DL @ Right k 3.46 0.20 2.80 0.98 LL@ Right k 2.23 0.13 1.81 0.63 Total @ Right k 5.70 0.32 4.61 1.62 Max. Deflection in -0.910 0.126 -0.034 -0.204 @X = ft 9.38 2.85 4.08 8.96 Inertia: Effective in4 184.37 104.01 247.76 261.36 1 Shear Stirrups 1 Stinup Rebar Area in2 0.400 0.400 0.400 0.400 Spacing @ Left in Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .2*L in Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .4*L in Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .6*L In Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Not Req'd Not Req'd 11 ai E • 12.38 0.01 7.43 4.B5 2.48 0.0 . •2.84 -5.08 •8.53 • •II.S? -14.21 mil nil I inBii I III \Wf II nil I 11 lllll iIITIB .B7 4.OB B.20 8.32 10.43 Location f1V\ 12.54 14 .BB 18.77 18.80 21.0 21.0 Location rttll 21.0 Location fftl Location fftl Berlin 2.B7 3.72 Location rft1 Location fftl Xb 3.11, 2.07 1.04 0.0 . -1.28 ft-k] -2 .SB -3.84 •E ai •5.12 E Q •B.4D •7.88 •B.BB I 1.13 2.34 3.54 r 1 4.75 S.BB Location fftl 7.17 11.3@ a .58 10.7B 12.0 4.75 S.BB Location fftl 12.0 c :| ^0.02 !^ ^0.02 01 a •D.QS •0.03 Def let ,jJIB Location fftl 10.78 12.0 t -3.08 0) E -5.51 o S .7.3S I!. . Wt B.34 7.BS Location fftl 10.0 Berlin >lie<ii B.34 7.B5 Location fftl 14.3B 1B.0 ,.,B,34^ Location fftl 1B.D McNeff Engineering & Consulting 1991 Village Pari( Way Suite 115 Encinitas CA 92024 1^ Title: La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 11:05AM, 2 AUG 11 Description: Pool Area Improvements & Service Areas Scope: Elevated concrete decks & retaining walls Rev 580000 User KW-0606712, Ver 5.8.0,1-De&'2003 (01983-2003 ENERCALC Engineerlnfl Software Muiti'-Span Concrete Beam Page 1 CALCSECW:Calculations Description O.H. Slabs S4a,b I General Information" Code Ref: ACI 318^)2,1997 UBC, 2003 IBC, 2003 NFPA 5000 | Fy fc 60,000.0 psi 4,000.0 psi Spans Considered Continuous Over Supports Stinup Fy 40,000.0 psi ACI Dead Load Factor 1.20 ACI Live Load Factor 1.60 I Concrete Member infomfiation Description West Span East Span Span ft 10.00 15.00 Beam Width in 12.00 12.00 Beam Depth in 8.00 8.00 End Fixity Pin-Pin PIn-PIn Reinforcing Center Area 0.21 in2 0.31 in2 Reinforcing Center Bar Depth 6.75in 6.75in Left Area 0.21 in2 0.31 in2 Bar Depth 1.25in 1.25in Right Area 0.31 in2 0.21 in2 Right Bar Depth 1.25in 1.25in 1 Loads 1 Using Live Load This Span 77 Yes Yes Dead Load k/ft 0.155 0.155 Live Load k/ft 0.100 0.100 1 Results Beam OK Beam OK | Mmax @ Cntr k-ft 1.37 6.31 @X = ft 2.80 9.00 Mn'Phi k-ft 6.20 9.09 Max @ Left End k-ft 0.00 -7.57 Mn*Phi k-ft 6.20 9.09 Max @ Right End k-ft -7.57 0.00 Mn*Phi k-ft 9.09 6.20 Bending OK Bending OK Shear @ Left k 0.97 3.10 Shear @ Right k 2.49 2.09 1 Reactions & Deflections 1 DL@Left k 0.44 2.50 LL@Left k 0.28 1.61 Total @ Left k 0.72 4.12 DL @ Right k 2.50 0.94 LL@ Right k 1.61 0.60 Total @ Right k 4.12 1.54 Max. Deflection in 0.009 -0.108 @X = ft 7.93 8.30 inertia: Effective in4 397.04 402.95 1 Shear Stirrups Stinup Rebar Area in2 0.400 0.400 Spacing @ Left in Not Req'd Not Req'd Spacing @ .2*L in Not Req'd Not Req'd Spacing @ .4*L in Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd 1 E o 1%., 10.0 Location fftl BJ 0.8? D.B5 0.32 0.0 • -0.35 -0.70 •1.0B •1.41 •1.7B -2.11 •2.4B I i[ I 11 D (., Q.B4 .BS 2.BS 3.BB 4.B7 Location fftl S.B7 B.BB 7.88 '••"wiyii .BB 10.0 ^ O.OO ^ 0.00 c 0.00 § D.00 B 0.0 O -0.00 •0.00 Dlflet: 10.0 Location fftl n I'iimi 5.84 .45 B.BB 10.47 .88 13.48 15.0 Location fftl .41 2.B2 4.43 S.B4 7.45 8.BB 10.47 11.B8 13.4B 1S.0 Location fftl S.B4 Location fftl ISJ McNeff Engineering & Consulting 1991 Village Paric Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 11:08AM, 2 AUG 11 Description: Pool /krea Improvements & Sen/ice Areas Scope; Elevated concrete decks & retaining walls Rev: 580000 User KW-0606712, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Multi-Span Concrete Beam Page 1 CALCS.ECW:CalculaUons Description Women's Restroom O.H. Slabs S5a,b I General InformatiorT Code Ref: ACI 318-02,1997 UBC, 2003 IBC. 2003 NFPA 5000 | Fy fo 60,000.0 psi 4,000.0 psi Spans Considered Continuous Over Supports StimjpFy 40,000.0 psi ACi Dead Load Factor 1.20 ACi Live Load Factor 1.60 I Concrete Member Infonnation Description West Span East Span Span ft 10.00 15.00 Beam Width in 12.00 12.00 Beam Depth in 8.00 8.00 End Fixity Pin-Pin Pin-Pin Reinforcing Center Area 0.21 in2 0.31 in2 Reinforcing Center Bar Depth 6.75in 6.75in Left Area 0.21 in2 0.31 in2 Bar Depth 1.25in 1.25in Right Area 0.31 in2 0.21 in2 Right Bar Depth 1.25in 1.25in 1 Loads 1 Using Live Load This Span ?? Yes Yes Dead Load k/ft 0.200 0.155 Live Load k/ft 0.020 0.100 1 Results Beam OK Beam OK | Mmax @ Cntr k-ft 0.75 6.46 @X = ft 2.33 8.90 Mn * Phi k-ft 6.20 9.09 Max @ Left End k-ft 0.00 -7.20 Mn * Phi k-ft 6.20 9.09 Max @ Right End k-ft -7.20 0.00 Mn * Phi k-ft 9.09 6.20 Bending OK Bending OK Shear @ Left k 0.64 3.07 Shear @ Right k 2.08 2.12 1 Reactions & Deflections 1 DL @ Left k 0.64 2.77 LL@Left k -0.08 1.15 Total @ Left k 0.56 3.91 DL @ Right k 2.77 0.92 LL@ Right k 1.15 0.63 Total @ Right k 3.91 1.55 Max. Deflection in 0.010 -0.103 @X = ft 7.53 8.20 Inertia: Effective in4 430.97 435.14 1 Shear Stirrups i Stimjp Rebar Area in2 0.400 0.400 Spacing @ Left in Not Req'd Not Req'd Spacing @ .2*L in Not Req'd Not Req'd Spacing @ .4*L in Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd (1 3.BB 4.87 Location fftl 10.0 0.B4 0.43 0.21 0.0 . •0.20 g -0.50 ^ •0.B8 IB U -1.11 ^ -1.47 •1.77 •2.QB Berlin SI iiiii iiu 0.64 HI .BS zlill 2.BS 3.BB 4.87 S.B7 B.BB BB B.BB 10.0 Location fftl E . HVIl Location fftl 7-0 B.4B n>.. I!. r 1 S.B4 7.45 Location fftl 15.0 Bfi<llii S.B4 7.45 Location fftl 13.48 15.0 15.0 Location fftl McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: U Costa Adult Pool Job # 1050 Dsgnn MM Date: 11:14AM, 2 AUG 11 Description: Pool Area Improvements & Service Areas Scope: Elevated concrete decks & retaining walls Rev: 560000 User KW-0606712, Ver 5.8.0,1-Dee-2003 (01983-2003 ENERCALC Engineering Software Multi-Span Concrete Beam Page 1 CALCS.ECW:Calculatjons Description Service Entrance O.H. Slab S6 General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 6000 \ Fy fc 60,000.0 psi 4,000.0 psi I Concrete Member informatioiT Spans Considered Continuous Over Supports ACi Dead Load Factor 1.20 StimipFy 40,000.0 psi ACI Live Load Factor 1.60 Description Main Span Span ft 17.50 Beam Width in 12.00 Beam Depth in 8.00 End Fixity Pin-Pin Reinforcing Center Area 0.53in2 Reinforcing Center Bar Depth 6.75ln Left Area 0.21 in2 Bar Depth 1.25in Right Area 0.21 in2 Right Bar Depth 1.25in 1 Loads 1 Using Live Load This Span 77 Yes Dead Load k/ft 0.155 Live Load k/ft 0.100 1 Results Beam OK \ Mmax @ Cntr k-ft 13.25 @X = ft 8.75 Mn * Phi k-ft 15.15 Max @ Left End k-ft 0.00 Mn * Phi k-ft 6.20 Max @ Right End k-ft 0.00 Mn * Phi k-ft 6.20 Bending OK Shear @ Left k 3.03 Shear @ Right k 3.03 1 Reactions & Deflections \ DL @ Left k 1.36 LL@Left k 0.87 Total @ Left k 2.23 DL @ Right k 1.36 LL® Right k 0.87 Total @ Right k 2.23 Max. Deflection in -0.824 @X = ft 8.75 Inertia: Effective in4 181.20 1 Shear Stirrups 1 Stirrup Rebar Area in2 0.400 Spacing @ Left in Not Req'd Spacing @ .2*L in Not Req'd Spacing @ .4*L in Not Req'd Spacing @ .6*L in Not Req'd Spacing @ .8*L in Not Req'd Spacing @ Right In Not Req'd 13.25 11.B2 10.00 0.27 7.05 ti B.B2 5.30 t m 3.07 E • 2.BS 1.32 •DUQ ImTfliil I \w r> - - 3M fiT JBS i.BB li.45 lJ.21 li.BB li.74 1^.5 Location fftl 3.03 2.52 2.02 1.51 1.01 „ 0.50 sS. 0.0 . B -0.75 03 m -1.40 -2.24 •2.QB Berlin .B4 3.41 5.17 HHtttn II llllll II II ihill iiiiiib. jimiuiiii iiiiiiiiii.. 1 lllll 1 llll lllll II 1 lilul "llll 1 lliui •"mm B.B3 e.BB Location fftl 10.45 12.21 13.B8 15.74 17.5 • Jl Q D fif let ittii 1 .B4 : 3.41 5.17 E .B3E .QB 1 3.4S i; 2.21 i: I.BB i; i.74 17 Location fftl McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 3:35PM, 23 MAY 11 Description : Pool Area Improvements & Sen/ice Areas Scope: Elevated concrete decks & retaining walls X3 RBV: 580000 User KW.0606712, Ver 5.8.0,1-Dec-2003 (01963-2003 ENERCALC Engineering Software Multi-Span Concrete Beam Page 1 CALCS.ECWiCalculations Description Service Entrance O.H. Slab S7 I General InformatioiT Code Ref: ACI 318-02.1997 UBC, 2003 IBC, 2003 NFPA SOOO | Fy fc 60,000.0 psi 4,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.20 Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.60 jConcrete Member Information Description Main Span Span ft 11.50 Beam Wklth in 12.00 Beam Depth in 8.00 End Fixity PIn-PIn Reinforcing Center Area 0.21 in2 Reinforcing Center Bar Depth 6.75in Left Area 0.21 in2 Bar Depth 1.25in Right Area 0.21 in2 Right Bar Depth 1.25in 1 Loads 1 Using Live Load This Span ?? Yes Dead Load k/ft 0.155 Live Load m 0.100 1 Results Beam OK | Mmax @ Cntr k-ft 5.72 @X = ft 5.75 Mn * Phi k-ft 6.20 Max @ Left End k-ft 0.00 Mn * Phi k-ft 6.20 Max @ Right End k-ft 0.00 Mn • Phi k-ft 6.20 Bending OK Shear @ Left k 1.99 Shear @ Right k 1.99 1 Reactions & Deflections I DL@Left k 0.89 LL@Left k 0.57 Totai @ Left k 1.47 DL@ Right k 0.89 LL @ Right k 0.57 Total @ Right k 1.47 Max. Deflection in -0.054 @X = ft 5.75 Inertia: Effective in4 512.00 1 Shear Stirrups | Stirrup Rebar Area in2 0.400 Spacing @ Left in Not Req'd Spacing @ .2*L in Not Req'd Spacing @ .4*L in Not Req'd Spacing @ .6*L in Not Req'd Spacing @ .8*L in Not Req'd Spacing @ Right in Not Req'd 0) E o .55 S.71 Location fftl Berlin >heHii 10.34 11.51 Location fftl 11.51 Location fftl IVIcNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 11:46AM, 2 AUG 11 Description : Pool Area Improvements 8i Senrice Areas Scope: Elevated concrete decks & retaining walls 95 Rev: SSOOOO User KW-0606712, Ver 5.8.0,1-De(>.2003 (0)1983-2003 ENERCALC Engineering Software Multi-Span Concrete Beam Page 1 CALCS.ECW:Calculations Description Pool Bar Terrace Siab S8 I General InformatioiT Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 | Fy fc 60,000.0 psi 4,000.0 psi I Concrete Member InformatioiT Spans Considered Continuous Over Supports StimjpFy 40,000.0 psi ACi Dead Load Factor 1.20 ACi Live Load Factor 1.60 Description Back Span Cantilever Span ft 9.00 10.00 Beam Width in 12.00 12.00 Beam Depth in 11.00 11.00 End Fixity Pin-Pin Pin-Free Reinforcing Center Area 0.44in2 0.44in2 Reinforcing Center Bar Depth 9.75in 9.75in Left Area 0.31 in2 0.88ln2 Bar Depth 1.25in 1.25in Right Area 0.88in2 0.31 in2 Right Bar Depth 1.25in 1.25in 1 Loads Using Live Load This Span ?? Yes Yes Dead Load m 0.180 0.180 Live Load k/ft 0.100 0.100 1 Results Beam OK Beam OK | Mmax @ Cntr k-ft 0.00 0.00 @X = ft 0.00 0.00 Mn * Phi k-ft 18.65 18.65 Max @ Left End k-ft 0.00 -18.80 Mn * Phi k-ft 13.27 36.02 Max @ Right End k-ft -18.80 0.00 Mn * Phi k-ft 36.02 13.27 Bending OK Bending OK Shear @ Left k 0.40 3.76 Shear @ Right k 3.78 0.00 1 Reactions & Deflections 1 DL@Left k -0.19 3.61 LL @ Left k -0.11 2.01 Total @ Left k -0.30 5.62 DL @ Right k 3.61 0.00 LL @ Right k 2.01 0.00 Total @ Right k 5.62 0.00 Max. Deflection in 0.040 -0.557 @X = ft 5.52 10.00 Inertia: Effective in4 590.87 590.87 1 Shear Stirrups Stimip Rebar Area in2 0.400 0.400 Spacing @ Left in Not Req'd Not Req'd Spacing @ .2*L in Not Req'd Not Req'd Spacing @ .4*L in Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd ii. . ri 3.SB 4.47 Location fftl um. -0.42 -Q.B4 -1.25 g -1.07 " -2.00 u -2.51 Cfl -2.02 -3.34 •3.7B Bf Alll ^he^ii .75 2.BB 3.5B 4.47 Location fftl I.3B .2§ 7.18 LOB B.0 0.04 0.04 0.03 0.03 0.02 c 0.02 • =6 0.01 B 0.01 u a Q.0D nm ).§s .75 2 LBB ; 1.47 5 .SB e i.2i ; MB E i.OB i Location fftl ^3 10.0 FV . . I!. . Wl . . Location fftl 3.78 3.3B 3.01 2.03 2.2B •L. 1.50 IB I 1.13 ^ 0.75 0.3B um Bf Alll blifAi .B4 2.B5 3.BB 4.B7 Location fftl 3.67 B.BB 7.BB B.BB 10.0 um. -0.03 -0.08 -0.09 & -D.12 c -D.1B I -0.10 ^ ^0.22 a -0.25 -0.28 _ I .04 .BS i LBS i .QB i .B7 I .07 e .Be 7 \B0 E .BB 11 Location fftl McNeff Engineering & Consulting 1991 Village Pari< Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 11:49AM, 2 AUG 11 Description: Pool Area improvements & Sen/ice Areas Scope: Elevated concrete decks & retaining walls Rev: 580000 User ICW-0606712. Ver 5.8.0,1-Oec-2003 (c)1983-2003 ENERCALC Enfllneering Software Multi-Span Concrete Beam Page 1 CALCS.ECW: Calculations Description O.H. Stairway Slabs I General informatioiT Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 | Fy fc 60,000.0 psi 4,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.20 Stinup Fy 40,000.0 psi ACi Live Load Factor 1.60 I Concrete IVIember information! Description Main Span Span ft 10.50 Beam Width in 12.00 Beam Depth in 6.00 End Fixity Pin-Pin Reinforcing Center Area 0.31 in2 Reinforcing Center Bar Depth 4.75in Left Area 0.13in2 Bar Depth 1.25in Right Area 0.13in2 Right Bar Depth 1.25in 1 Loads 1 Using Live Load This Span ?7 Yes Dead Load k/ft 0.155 Live Load kffl 0.100 1 Results Beam OK \ Mmax @ Cntr k-ft 4.77 @X = ft 5.25 Mn'Phi k-ft 6.30 Max @ Left End k-ft 0.00 Mn'Phi k-ft 2.69 Max @ Right End k-ft 0.00 Mn*Phi k-ft 2.69 Bending OK Shear @ Left k 1.82 Shear @ Right k 1.82 1 Reactions & Deflections 1 DL@Left k 0.81 LL@Left k 0.52 Total @ Left k 1.34 DL @ Right k 0.81 LL@ Right k 0.52 Total @ Right k 1.34 Max. Deflection in -0.146 @X = ft 5.25 inertia: Effective in4 132.71 1 Sliear Stirrups 1 stinup Rebar Area in2 0.400 Spacing @ Left in Not Req'd Spacing @ .2*L in Not Req'd Spacing @ .4*L in Not Req'd Spacing @ .6*L in Not Req'd Spacing @ .8*L in Not Req'd Spacing @ Right in Not Req'd Id .5 n .. I!. . r 1 .. Location fftl 1.B2 1.51 1.21 0.B1 0.B1 ^ 0.30 * 0.0 . o -0.4S m -O.DD -1.34 •1.7B r|Ti||W| I iiiii o ^ DQB ZQ4 3.10 4.1B 5.21 B.27 Bf AlllSllf Al Location fftl 1Q.5 ^ • . loii 10.5 Location fftl IVIcNeff Engineering & Consulting 1991 Village Pari( Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 12:05PM, 2 AUG 11 Description : Pool Area Improvements & Sewice Areas 30 Scope: Elevated concrete decks & retaining walls Rev: 580008 User KW-0606712, Ver 5.8.0,1-De<>-2003 (0)1983-2003 ENERCALC Enfllneering Softyrare Concrete Rectangular & Tee Beam Design Page 1 CALCS.ECW:Calculations Description Deck Beam B1 I General InformationT Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA SOOO | Span 20.50 ft Depth 16.000 in Width 12.000 in Flange @ One Side Flange Thickness 8.000 in Web Spacing 0.000 ft Beam Weight Added Intemally fc i=y Concrete Wt. Seismic Zone End Fixity 4,000 psi 60,000 psi 145.0 pcf 0 PInned-Plnned Live Load acts with Short Term [Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 3 6 12.00in Rebar @ Left End of Beam... Count Size 'd'from Top #1 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 in I Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACi 318-02 fbr concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 I Uniform Loads #1 Dead Load 0.500 k Live Load 0.100 k Short Temfi Start 0.000 ft End 20.500 ft Summary Beam Design OK Span = 20.50ft, Width= 12.00in Depth = IS.OOin T Beam with Flange= 8.00in thick @ One Side, Web spac= 0.00ft Maximum Moment: Mu 52.11 k-ft Allowable Moment: Mn*phl 69.77 k-ft Maximum Shear: Vu 9.19 k Allowable Shear: Vn*phi 37.92 k Shear Stirrups... Stinup Area @ Section 0.220 in2 Region 0.000 3.417 6.833 10.250 13.667 17.083 20.500 ft Max. Spacing 6.000 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 6.000 in MaxVu 9.192 6.833 3.416 3.335 3.335 6.752 9.111 k Maximum Deflection Max Reaction @ Left Max Reaction @ Right -0.2749 in 8.13 k 8.13 k I Bending & Shear Force Summary^ Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn*Phl 69.77 k-ft 0.00 k-ft 0.00 k-ft Vn'Phl 37.92 k 3792 k Mu, Eq. C-1 52.11 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-' 9.19 k 9.11 k Mu, Eq. C-2 39.08 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 6.89 k 6.83 k Mu, Eq. C-3 32.78 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-i 5.78 k 5.73 k I DeflectloiT Deflections... DL + [BmWt] DL+LL + [BmWt] DL + LL + ST + [BmWt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [BmWt] Upward Downward 0.0000 In 0.0000 in 0.0000 in @Left 7.107 k 8.132 k 8.132 k at at at 0.0000 ft 0.0000 ft 0.0000 ft -0.1831 in -0.2749 in -0.2749 in at at at 10.2500ft 10.2500ft 10.2500ft 0) Right 7.107 k 8.132 k 8.132 k McNeff Engineering & Consulting 1991 Village Pari( Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 12:18PM, 2 AUG 11 Description : Pool Area Improvements & Service Areas Scope; Elevated concrete decks & retaining walls 3^ Rev: 580000 User KW-06C6712, Ver 5.8.0,1-Deo-2003 (0)1983-2003 ENERCALC Enfllneering Software Multi-Span Concrete Beam Page 1 CALCS.ECW: Calculations Description Deck Beams B2A,B I General InformatioiT Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 | Fy fc 60,000.0 psi 4,000.0 psi I Concrete IVIember Information" Spans Considered Continuous Over Supports StinnpFy 40,000.0 psi ACI Dead Load Factor 1.20 ACI Live Load Factor 1.60 Description West Span East Span Span ft 17.00 17.50 Beam Width in 36.00 36.00 Beam Depth in 20.00 20.00 End Fixity PIn-PIn Pin-Pin Reinforcing Center Area 1.76in2 1.76in2 Reinforcing Center Bar Depth 17.00in 17.50in Left Area 1.24in2 2.40ln2 Bar Depth 2.00in 2.00in Right Area 2.40in2 1.24in2 Right Bar Depth 2.00in 2.00in 1 Loads 1 Using Live Load This Span ?? Yes Yes I3ead Load k/ft 2.300 2.300 Live Load k/ft 1.030 1.030 DL@Left m 0.360 0.360 DL @ Right k/ft 0.360 0.360 LL @ Left k/ft LL @ Right k/ft Start ft 0.000 0.000 End ft 15.500 15.500 1 Results Beam OK Beam OK | Mmax @ Cntr k-ft 96.35 105.79 @X = ft 6.35 10.85 Mn * Phi k-ft 130.87 134.83 Max @ Left End k-ft 0.00 -179.70 Mn * Phi k-ft 98.74 187.77 Max @ Right End k-n -179.70 0.00 Mn * Phi k-ft 187.77 98.74 Bending OK Bending OK Shear @ Left k 30.54 52.57 Shear @ Right k 51.09 31.27 1 Reactions & Deflections DL @ Left k 16.78 56.77 LL@Left k 6.50 22.21 Totai @ Left k 23.28 78.98 DL @ Right k 56.77 16.96 LL@ Right k 22.21 6.82 Totai @ Right k 78.98 23.78 Max. Deflection in -0.076 -0.091 @X = ft 7.14 10.03 inertia: Effective in4 10,036.35 10,168.01 1-00.07 ||11S.BB ^144.85 •173.84 rv -. 11 .B7 13.51 15.29 17.0 II.. Location fftl 30.54 22.B1 15.27 7.04 0.0 . S -B.43 jL. -10.10 IB 03 JC m '25.30 •33.73 •42. IB .50.58 nil lllllllTfIMB BfAIII ^ilfnll 3.31 S.D2 B.73 8.44 Location fftl i 10.15 B7 13 .SB IS .20 17.0 Dfflfc .,a.73 Location fftl 1187 13,5B 15.29 17,0 3^ fllllllllfflll 3.41 rv., . ri S.17 B.e3 a.BB Location fftl 10.45 12.21 13 .BB 15.74 17.5 Bf^iiii >!if<ii Location fftl -O.DB Dfflf €' 17 .a Location fftl McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 5:53PM, 21 JUN 11 Description : Pool Area Improvements & Service Areas 3^ Scope: Elevated concrete decks & retaining wails Rev: 580008 ii1^^^#.^^^l|gfl.!;S£g^ Concrete Rectangular & Tee Beam Design Page 1 CALCS.ECW: Calculations Description Deck Beam B3 I General InformatioiT Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 | Span 20.50 ft Depth 20.000 in Width 24.000 in Flange @ One Side Flange Thickness 8.000 in Web Spacing 0.000 ft Beam Weight Not Added fc Fy Concrete Wt. Seismic Zone End Fixity 4,000 psi 60,000 psi 145.0 pcf 0 Pinned-Pinned Live Load acts with Short Tenn I Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 4 8 17.00in Rebar @ Left End of Beam... Count Size 'd' from Top #1 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 in I Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 fbr concrete design. Factoring of entered loads to ultimate loads within this program is according to ACi 318-02 C.2 I Uniform Loads #1 #2 Dead Load 1.650 k 0.360 k Live Load 0.750 k k Short Tenn Start 0.000 ft 0.000 ft End 20.500 ft 20.500 ft Summary Span - 20.50ft, Width Maximum Moment: Mu Allowable Moment: Mn'phi Maximum Shear: Vu Allowable Shear: Vn*phi Shear Stirrups... Stimjp Area @ Section 0.800 in2 Region 0.000 Max. Spacing 8.500 MaxVu 31.988 Beam Design OK 24.00in Depth = 20.00in T Beam with Flange= S.OOin thick @ One Side, Web spac= 0.00ft 189.74 k-ft 236.95 k-ft 31.99 k 125.47 k 3.417 8.500 24.879 Maximum Deflection Max Reaction @ Left Max Reaction @ Right -0.2932 in 28.29 k 28.29 k 6.833 Not Req'd 12.440 10.250 Not Req'd 12.144 13.667 Not Req'd 12.144 17083 8.500 24.583 20.500 ft 8.500 in 31.692 k I Bending & Shear Force Summary I DeflectiorT Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn'PhI 236.95 k-ft 0.00 k-ft 0.00 k-ft Vn*Phl 125.47 k 125.47 k Mu, Eq. C-1 189.74 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-' 31.99 k 31.69 k Mu, Eq. C-2 142.31 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-: 23.99 k 23.77 k Mu, Eq. C-3 95.03 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. c; 16.02 k 15.87 k Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL+LL + ST + [BmWt] Reactions... DL+[BmWt]] DL+LL + [BmWt] DL+LL + ST + [BmWt] Uoward Downward 0.0000 in 0.0000 in 0.0000 In @l-eft 20.602 k 28.290 k 28.290 k at at at 0.0000 ft 0.0000 ft 0.0000 ft -0.1259 in -0.2932 in -0.2932 in at at at 10.2500ft 10.2500ft 10.2500ft fl). Right 20.602 k 28.290 k 28.290 k McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title : La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 5:53PM, 21 JUN 11 Description: pool Area Improvements & Sen/ice Areas Scope: Elevated concrete decks & retaining wails 35 Rev: 580008 User KW-060e712, Ver 5.8.0,1-Deo-2003 (0)1983-2003 ENERCALC Enflineerinfl Software Concrete Rectangular & Tee Beam Design Page 1 CALCS.ECW:Calculations Description Deck Beam B4 I General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000J Span 19.00 ft Depth 20.000 in Width 16.000 in Flange @ One Side Flange Thickness 8.000 in Web Spacing 0.000 ft Beam Weight Not Added fc Fy Concrete Wt. Seismic Zone End Fixity 4,000 psi 60,000 psi 145.0 pcf 0 Pinned-Pinned Live Load acts with Short Tenn I Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 3 8 17.00in Rebar @ Left End of Beam... Count Size 'd' from Top #1 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 in I Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 I Uniform Loads #1 Dead Load 1.650 k Live Load 0.750 k Short Term Start 0.000 ft End 19.000 ft Summary Beam Design OK Span = 19.00ft, Width= 16.00in Depth = 20.00in T Beam with Fiange= 8.00in thick @ One Side, Web spac= 0.00ft Maximum Moment: Mu 143.50 k-ft Allowable Moment: Mn'phi 177.33 k-ft Maximum Shear: Vu 25.86 k Maximum Deflection -0.3048 in Allowable Shear: Vn*phl Shear Stirrups... Stimjp Area @ Section Region Max. Spacing MaxVu 70.04 k 0.400 in2 0.000 3.167 8.500 8.500 25.860 20.301 Max Reaction @ Left Max Reaction @ Right 22.80 k 22.80 k 6.333 Not Req'd 10.151 9.500 Not Req'd 9.909 12.667 Not Req'd 9.909 15.833 8.500 20.059 19.000 ft 8.500 in 25.618 k I Bending & Shear Force Summaiy^ I DeflectiorT Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn*Phi 177.33 k-ft 0.00 k-ft 0.00 k-ft Vn*Phi 70.04 k 70.04 k Mu, Eq. C-1 143.50 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-' 25.86 k 25.62 k Mu, Eq. C-2 107.62 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-: 19.39 k 19.21 k Mu, Eq. C-3 67.01 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-: 12.08 k 11.96 k Deflections... DL + [Bm Wt] DL + LL + [BmWt] DL + LL + ST+[BmWt] Reactions... DL+[BmWt]] DL + LL + [BmWt] DL+LL + ST+[BmWt] Upward Downward 0.0000 In 0.0000 in 0.0000 in fliLeft 15.675 k 22.800 k 22.800 k at at at 0.0000 ft 0.0000 ft 0.0000 ft -0.1248 in -0.3048 in -0.3048 in at at at 9.5000ft 9.5000ft 9.5000ft fl). Right 15.675 k 22.800 k 22.800 k IVIcNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 5:53PM, 21 JUN 11 Description : Pool Area improvements & Sen/ice Areas Scope: Elevated concrete decks & retaining walls Rev: 580008 ro1fS«imilS..^nX^^ Concrete Rectangular & Tee Beam Design Page 1 CALCS.ECW:Calculations Description Deck Beam B5 I General Information^ Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Span 6.50 ft Depth 8.000 in Width 24.000 in Flange @ One SkJe Flange Thickness 8.000 in Web Spacing 0.000 ft Beam Weight Not Added fc Fy Concrete Wt. Seismic Zone End Fixity 4,000 psi 60,000 psi 145.0 pcf 0 Pinned-Pinned Live Load acts with Short Term I Reinforcing Rebar @ Center of Beam... Count Size 'd* from Top #13 5 S.OOin Rebar @ Left End of Beam... Count Size 'd' from Top #1 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 in I Load Factoring Note: Load fectoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 I Uniform Loads #1 Dead Load 1.845 k Live Load 1.030 k Short Term Start 0.000 ft End 6.500 ft Summary Depth: Span = 6.50ft, Width= 24.00in Maximum Moment: Mu Allowable Moment: Mn'phi Maximum Shear: Vu Allowable Shear: Vn'phi Shear Stirrups... Stinxip Area @ Section 0.400 in2 Region 0.000 Max. Spacing 3.000 MaxVu 10.644 Beam Design OK 8.00in T Beam with Flange- 8.00in thick @ One Side, Web spac= 0.00ft 20.40 k-ft 24.66 k-ft 10.64 k 56.28 k 1.083 3.000 8.435 Maximum Deflection Max Reaction @ Left Max Reaction @ Right -0.0078 in 9.34 k 9.34 k 2.167 Not Req'd 4.217 3.250 Not Req'd 4.117 4.333 Not Req'd 4.117 5.417 3.000 8.334 6.500 ft 3.000 in 10.543 k I Bending & Shear Force Summary Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn*Phl 24.66 k-ft 0.00 k-ft 0.00 k-ft Vn'Phl 56.28 k 56.28 k Mu, Eq. C-1 20.40 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-' 10.64 k 10.54 k Mu, Eq. c-2 15.30 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-: 7.98 k 7.91 k Mu, Eq. c-3 8.77 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-: 4.58 k 4.53 k I Deflection Deflections... DL + [BmWt] DL + LL + [BmWt] DL + LL + ST + [BmWt] Reactions... DL + [BmWt]] DL+LL+[BmWt] DL+LL + ST + [BmWt] 0.0000 in 0.0000 in 0.0000 in @Len 5.996 k 9.344 k 9.344 k at at at Downward 6.5000 ft 6.5000 ft 6.5000 ft -0.0050 in -0.0078 in -0.0078 in at at at 3.2500ft 3.2500ft 3.2500ft fl) Rioht 5.996 k 9.344 k 9.344 k ?7 McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: La Costa AduK Pool Job # 1050 Dsgnr: MM Date: 12:50PM, 2 AUG 11 Description : pool Area Improvements & Sen^lce Areas Scope: Elevated concrete decks & retaining walls Rev: 580008 User KW-0606712, Ver 5.8.0,1-Dee-2003 (0)1983-2003 ENERCALC Enfllneering Software Concrete Rectangular & Tee Beam Design Page 1 CALCS.ECW:Celculations Description Deck Beam B7 I General Information" Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 | Span 5.30 ft Depth 12.000 in Width 12.000 in Flange @ One Side Flange Thickness 8.000 in Web Spacing 0.000 ft Beam Weight Not Added fc Fy Concrete Wt. Seismic Zone End Fixity 4,000 psi 60,000 psi 145.0 pcf 0 Pinned-Pinned Live Load acts with Short Tenn I Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top #1 2 5 lO.OOin Rebar @ Left End of Beam... Count Size 'd' from Top #1 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 in I Load Factoring Note: Load fectoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACi 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 I Uniform Loads #1 Dead Load 1.550 k Live Load 1.000 k Short Tenn Start 0.000 ft End 5.300 ft Summary Beam Design OK Span = 5.30ft, Width- 12.00in Depth = 12.00in T Beam with Flange= 8.00ln thick @ One Side, Web spac= 0.00ft Maximum Moment: Mu 12.15 k-ft Allowable Moment: Mn'phi 27.39 k-ft Maximum Shear: Vu 6.31 k Maximum Deflection -0.0034 in Allowable Shear: Vn'phi 12.90 k Shear Stirrups... Stimip Area @ Section 0.400 in2 Region 0.000 0.883 Max. Spacing Not Req'd Not Req'd MaxVu 6.308 6.162 Max Reaction @ Left Max Reaction @ Right 6.76 k 6.76 k 1.767 Not Req'd 3.081 2.650 Not Req'd 3.007 3.533 Not Req'd 3.007 4.417 Not Req'd 6.088 5.300 ft Not Req'd in 6.235 k I Bending & Shear Force Summary^ Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn'PhI 27.39 k-ft 0.00 k-ft 0.00 k-ft Vn'PhI 12.90 k 12.90 k Mu, Eq. c-1 12.15 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-' 6.31 k 6.23 k Mu, Eq. c-2 9.11 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-: 4.73 k 4.68 k Mu, Eq. c-3 4.90 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-: 2.54 k 2.51 k I DefiectloiT "Bownwaff Deflections... DL + [Bm Wt] DL + LL + [BmWt] DL + LL + ST+[BmWt] Reactions... DL + [BmWt]] DL + LL+[BmWt] DL + LL + ST + [BmWt] 0.0000 in 0.0000 in 0.0000 in 0). Left 4.107 k 6.757 k 6.757 k Upward at at at 5.3000 ft 5.3000 ft 5.3000 ft -0.0021 in -0.0034 in -0.0034 in at at at 2.6500ft 2.6500ft 2.6500ft (3! Right 4.107 k 6.757 k 6.757 k 3S IMcNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 12:57PM, 2 AUG 11 Description : Pool Area improvements & Service Areas Scope: Elevated concrete decks & retaining walls Rev: 580008 _ _ ii^S8^!»i^^gLli^a;?gLare Concrete Rectangular & Tee Beam Design Page 1 CALCS.ECW:Calculatlons Description Deck Beam B8 I General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 | Span 5.30 ft Depth 8.000 in Width 12.000 in Flange @ One Side Flange Thickness 8.000 in Web Spacing 0.000 ft Beam Weight Not Added fc Fy Concrete Wt. Seismic Zone End Fixity 4,000 psi 60,000 psi 145.0 pcf 0 Pinned-Pinned Live Load acts with Short Term I Reinforcing Rebar @ Center of Beam... Count Size 'd'from Top #1 2 5 6.00in Rebar @ Left End of Beam... Count Size 'd' from Top #1 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 in I Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACi 318-02 fbr concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 I Uniform Loads #1 Dead Load 1.320 k Live Load 0.850 k Short Terni Start 0.000 ft End 5.300 ft I Summary f" Span = 5.30ft, Width= 12.00in Depth Maximum Moment: Mu Allowable Moment: Mn'phi Maximum Shear: Vu Allowable Shear: Vn'phi Shear Stirrups... Stimjp Area @ Section 0.000 In2 Region 0.000 Max. Spacing 0.000 MaxVu 7.741 Beam Design OK 8.00ln T Beam with Flange= 8.00in thick @ One Side, Web spac= 0.00ft 10.34 k-ft 16.30 k-ft 6.37 k 7.74 k 0.883 0.000 7.741 Maximum Deflection Max Reaction @ Left Max Reaction @ Right -0.0052 in 5.75 k 5.75 k 1.767 0.000 7.741 2.650 0.000 7.741 3.533 0.000 7.741 4.417 0.000 7.741 5.300 ft 0.000 in 7.741 k I Bending & Shear Force Summary I Deflection Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn'PhI 16.30 k-ft 0.00 k-ft 0.00 k-ft Vn'PhI 7.74 k 7.74 k Mu, Eq. c-1 10.34 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-' 6.37 k 6.30 k Mu, Eq. C-2 7.75 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-: 4.77 k 4.73 k Mu, Eq. c-3 4.17 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-: 2.57 k 2.54 k Deflections... DL+[BmWt] DL + LL + [Bm Wt] DL + LL + ST + [BmWt] Reactions... DL + [BmWt]] DL+LL+[BmWt] DL + LL + ST + [Bm Wt] Upward Downward^ 0.0000 in 0.0000 in 0.0000 in fl! Left 3.498 k 5.750 k 5.750 k at at at 5.3000 ft 5.3000 ft 5.3000 ft -0.0032 In at -0.0052 in at -0.0052 in at 2.6500ft 2.6500ft 2.6500ft fl). Right 3.498 k 5.750 k 5.750 k McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnr MM Date: 1:01PM, 2 AUG 11 Description: Pool Area Improvements & Sewice Areas Scope: Elevated concrete decks 8i retaining walls Rev 580008 User KW-0606712, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Enflineerinfl Software Concrete Rectangular & Tee Beam Design Page 1 CALCS.ECW:Calculations Description Deck Beam BS I General InformatioiT Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 \ Span 6.00 ft Depth 12.000 in Width 12.000 in Flange @ One Skle Flange Thickness 8.000 in Web Spacing 0.000 ft Beam Weight Not Added fc Fy Concrete Wt. Seismic Zone End Fixity 4,000 psi 60,000 psi 145.0 pcf 0 Pinned-Pinned Live Load acts with Short Tenn I Reinforcing^ Rebar @ Center of Beam... Count Size 'd' from Top #1 2 5 10.00in Rebar @ Left End of Beam... Count Size 'd' from Top #1 in Rek)ar @ Right End of Beam... Count Size 'd' from Top #1 in I Load Factoring Note: Load Motoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACi 318-02 for concrete design. Factoring of entered toads to ultimate loads within this program is according to ACI 318-02 C.2 I Uniform Loads #1 Dead Load 0.800 k Live Load 0.500 k Short Term Start 0.000 ft End 5.300 ft I Summary |" Beam Design OK Span = 6.00ft, Width= 12.00in Depth = 12.00in T Beam with Fiange= 8.00in thick @ One Side, Web spac= 0.00ft Maximum Moment: Mu 7.71 k-ft Allowable Moment: Mn'phi 27.39 k-ft Maximum Shear: Vu 3.87 k Allowable Shear: Vn'phi 12.90 k Shear Stirrups... Stirrup Area @ Section 0.400 in2 Region 0.000 1.000 Max. Spacing Not Req'd Not Req'd MaxVu 3.772 3.476 Maximum Deflection Max Reaction @ Left Max Reaction @ Right -0.0028 in 3.85 k 3.04 k 2.000 Not Req'd 1.702 3.000 Not Req'd 1.702 4.000 Not Req'd 1.804 5.000 Not Req'd 3.578 6.000 ft Not Req'd in 3.873 k I Bending & Shear Force Summary I Deflection Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End Mn'PhI 27.39 k-ft 0.00 k-ft 0.00 k-ft Vn'PhI 12.90 k 12.90 k Mu, Eq. C-1 7.71 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-' 3.77 k 3.87 k Mu, Eq. C-2 5.78 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-: 2.83 k 2.91 k Mu, Eq. C-3 3.15 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. C-; 1.54 k 1.58 k Deflections... DL + [Bm Wt] DL + LL + [BmWt] DL + LL + ST+[BmWt] Reactions... DL + [BmWt]] DL + LL + [BmWt] DL + LL + ST + [Bm Wt] Upward Downward 0.0000 in 0.0000 in 0.0000 in fliLeft 2.367 k 3.847 k 3.847 k at at at 6.0000 ft 6.0000 ft 6.0000 ft -0.0017 in at -0.0028 in at -0.0028 in at 2.9760ft 2.9760ft 2.9760ft ®- Right 1.873 k 3.043 k 3.043 k McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Hb Title: La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 2:14PM, 20 JUN 11 Description: Pool Area Improvements & Service Areas Scope: Elevated concrete decks & retaining wails Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580010 User KW-0606712, Ver 5.8.0,1-Deo-2003 (0)1983-2003 ENERCALC Enfllneering Software Restrained Retaining Wall Design Page 1 CALCS.ECW:Calculations Description Pump Room Retaining Walls Criteria Retained Height - 9.00 ft Wail height above soil = 0.00 ft Totai Wail Height - 9.00 ft Top Support Height = 8.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 12.00 in Soii Density * 0.00 pcf Wind on Stem - 0.0 psf Soli Data Allow Soii Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 60.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Footing||Soii Friction = 0.400 Soii height to ignore for passive pressure = 0.00 in Footing Strengths & Dimensions fc = 3,000 Min. As % Toe Width Heel Width Totai Footing Width Footing Thickness psi Fy 60,000 psi 0.0014 0.67 ft 1.33 15.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe - 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Surcharge Over Heel <e 0.0 psf >»NOT Used To Resist Sliding & Overtum Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning 1 Uniform Lateral Load Applied to Stem h I Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom 70.0 m 8.00 ft 0.00 ft Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 1,600.0 ibs > 1,100.0 ibs s 0.0 in Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line 0.0 ft Desigi^ummar|r^ Total Bearing Load ...resultant ecc. Soii Pressure @ Toe Soil Pressure @ Heel Allowable 3,819 ibs 0.04 in 1,892 psf OK 1,927 psf OK j[^ason^Stem^Con^rurtio^ 1 Thickness = 8.00 In fm Wall Weight = 84.0 pcf Fs Stem is FREE to rotate at top of footing Block Type = Nomiai Weight Solid Grouted 2,000 psi Short Tenn Factor = 1.000 24,000 psi Equiv. Solid Thick. = 7.600 in n Ratio (Es/Em) = 19.333 Use Special inspection Soii Pressure Less Than Allowable ACI Factored @ Toe = 2,812 psf ACi Factored @ Heel = 2,864 psf Footing Shear @ Toe = 12.4 psi OK Footing Shear @ Heel = 1.3 psi OK Allowable = 93.1 psi Reaction at Top = 1,191.3 ibs Reaction at Bottom = 0.0 ibs Sliding Calcs Slab Resists All Lateral Sliding Force = Sliding 1 Sliding Calcs Slab Resists All Lateral Sliding Force = 3.0 Ibs @ Top Support Mmax Between Top 8i Base @ Base of Wall Stem OK 8.00 ft # 5 24.00 in Center 3.81 in Stem OK 3.57 ft # 5 8.00 in Edge 5.25 in [^cgtin^Design^Resuj^^^^J leel Factored Pressure Mu': Upward = 633 Mu': Downward = 59 Mu: Design = 574 Actual 1-Way Shear = 12.42 Allow 1-Way Shear = 93.11 2,864 psf Oft-# 58ft-# 58ft-# 1.26 psi 93.11 psi Design height Rebar Size = Rebar Spacing ' Rebar Placed at - Rebar Depth 'd' ' Design Data ftj/FB + fa/Fa = 0.009 Moment....Actual = 10.0 ft-# Moment Allowable = 1,062.0 ft-# Shear Force @ this height = 0.0 ibs Shear.....Actuai = 0.00 psi Shear Allowable = 44.72 psi Rebar Lap Required = 25.00 in Rebar embedment Into footing = Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Not req'd, Mu < S * Fr Heel: None Spec'd -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined Stem OK 0.00 ft # 5 16.00 in Center 3.81 in 0.928 2,989.3 ft-# 3,221.2 ft-# 25.00 in 0.000 0.0ft-# 1,502.6 ft-# 1,798.8 Ibs 44.24 psi 44.72 psi 6.00 in McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnr MM Date: 2:15PM, 20 JUN 11 Description: Pooi Area improvements & Service Areas Scope: Elevated concrete decks & retaining walls Code Ref: ACi 318-02.1997 UBC, 2003 IBC. 2003 NFPA 5000 Rev: 580010 User KW-060e712, Ver 5.8.0,1-De<^2003 (0)1983-2003 ENERCALC Enflineerinfl Softwere Restrained Retaining Wail Design Page 1 CALCS.ECW:Calculations Description Restroom/Storage Area Retaining Walls Criteria Retained Height = 5.00 ft Waii height above soii = 6.00 ft Total Wall Height = 11.00ft Top Support Height - 10.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 12.00 in Soli Density - 0.00 pcf Wind on Stem = 0.0 psf Soil Data Allow Soil Bearing » 2,500.0 psf Equivalent Fluid Pressure Method Footing Strengths & Dimensions Heel Active Pressure Toe Active Pressure Passive Pressure FootingllSoii Friction Soii height to ignore for passive pressure 60.0 0.0 = 250.0 = 0.400 = 0.00 in fc = 3,000 psi Fy Min. As % = Toe Width Heel Width Totai Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe Cover @ Top = S.OOin 60,000 psi 0.0014 0.67 ft 1.33 zuer 15.00 in 0.00 in 0.00 in 0.00 ft @ Btm.= 3.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf »>NOT Used To Resist Sliding & Overtum Surcharge Over Toe = 0.0 psf NOT Used fbr Sliding & Overtuming ^ ^^mjii^rtwBl^^^^^^|dto^wi^J| Adjacent Footing Load 1 Lateral Load ...Height to Top ...Height to Bottom 70.0 #m 5.00 ft 0.00 ft Axial Load Applied to Stem Axial Dead Load = 1,900.0 ibs Axial Live Load = 1,200.0 Ibs Axial Load Eccentricity = 0.0 in Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line 0.0 ft Design Summary Total Bearing Load = 4.387 ibs ...resultant ecc. = 0.04 in Soii Pressure @ Toe = 2.173 psf OK Soil Pressure @ Heel = 2,213 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,221 psf ACI Factored @ Heel = 3.280 psf Footing Shear @ Toe = 14.4 psi OK Footing Shear @ Heel = 1.3 psi OK Allowable = 93.1 psi Reaction at Top = 212.5 Ibs Reaction at Bottom = 0.0 ibs Sliding Calcs Siab Resists All Sliding 1 Lateral Sliding Force = 0.0 ibs j|[^Mason^^^mCon^mctjo^ Thickness = 8.00 In fm Wail Weight = 84.0 pcf Fs Stem is FREE to rotate at top of footing Block Type = Nonnai Weight Solid Grouted 1,500 psi Short Tenn Factor = 1.000 24,000 psi Equiv. Solid Thick. = 7.600 in n Ratio (Es/Em) = 25.778 Use Special inspection @ Top Support Mmax Between Top & Base @ Base of Wall stem OK 10.00 ft # 5 24.00 in Center 3.81 in Stem OK 3.25 ft # 5 24.00 in Edge 5.25 in I Footing Design Results Factored Pressure = Mu': Upward = Mu': Downward = Mu: Design = Actual 1-Way Shear = Allow 1 -Way Shear = Toe 724 59 665 14.41 93.11 ^eel 3,280 psf Oft-# 58ft-# 68ft-# 1.26 psi 93.11 psi Design height Rebar Size : Rebar Spacing ' Rebar Placed at Rebar Depth 'd' ' Design Data ft)/FB +fa/Fa = 0.000 Moment....Actual = 0.0 ft-# Moment Allowable = 1,047.4 ft-# Shear Force @ this height = 0.0 ibs Shear.....Actual = 0.00 psi Shear Allowable = 38.73 psi Rebar Lap Required = 25.00 in Rebar embedment into footing = Other Acceptable Sizes 8> Spacings: Toe: None Spec'd -or- Not req'd, Mu < S * Fr Heel: None Spec'd -or- Not req'd, Mu < S' Fr Key: No key defined -or- No key defined Stem OK 0.00 ft # 5 24.00 in Center 3.81 in 0.869 1.273.6 ft-# 1.465.7 ft-# 26.07 in 0.000 O.Oft-# 1,047.4 ft-# 887.5 lbs 21.69 psi 38.73 psi 6.00 in McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pooi Job # 1050 Dsgnr: MM Date: 2:47PM, 20 JUN 11 Description : Pool Area Improvements & Sen/ice Areas Scope : Elevated concrete decks & retaining walls Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 RSK 560010 User. KW-060e712, Ver 5.8.0,1-Deo-2003 (0)1983-2003 ENERCALC Enfllneering Software Cantilevered Retaining Wall Design Page 1 CALCSECW:Calculat)ons Description 9' max (level) w/surch. Criteria Retained Height = 9.00 ft Wall height above soil = 3.50 ft Slope Behind Wail = 0.00:1 Height of Soil over Toe - 12.00 in Soii Density = 110.00 pcf Wind on Stem = 0.0 psf Soil Data Footing Strengths & Dimensions Allow Soii Bearing = 3.000.0 psf Equivalent Fluid Pressure Method ^^rafLoa^ppije^^^e^^J Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoii Friction Soil height to ignore fbr passive pressure Lateral Load 40.0 psf/ft 0.0 psf/ft 250.0 psf/ft 0.0 ft = 0.400 0.00 in 70.0 #m Design Summary Stem Construction Top Stem fc = 3,000 psi Fy = Min. As % = Toe Width Heel Width Totai Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover ©Top = 3.00 in ...Height to Top = ...Height to Bottom = 2nd 60,000 psi 0.0014 2.00 ft 3.00 —5:00" 18.00 in 12.00 in 16.00 in 2.00 ft @ Btm.= 3.00 in 9.00 ft 0.00 ft Total Bearing Load s ...resultant ecc. = Soil Pressure @ Toe = Soii Pressure @ Heel = Allowable 6,110 Ibs 11.80 in 2,686 psf OK Opsf OK 3.000 psf Soil Pressure Less Than Allowable ACi Factored @ Toe ACi Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Waii Stability Ratios Overtuming Sliding 2,916 psf 0 psf 20.8 psi OK 30.9 psi OK 93.1 psi 1.81 OK 1.51 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force less 100% Passive Forc^ less 100% Friction Force= Added Force Req'd = ....for 1.5:1 Stability = 2,835.0 ibs 1,836.8 ibs 2.443.8 ibs 0.0 ibs OK 0.0 ibs OK I Footing Design Results Toe Factored Pressure Mu': Upwand Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 2.916 6.164 1,187 4,977 20.76 93.11 None Spec'd None Spec'd None Spec'd Heel 0 psf Oft-# 8.261 ft-# 8,261 ft-# 30.92 psi 93.11 psi Stem OK Stem OK Design height fts 3.33 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 RebarSize = #5 #8 Rebar Spacing = 16.00 16.00 Rebar Placed at = Edge Edge Design Data ft)/FB +fa/Fa = 0.987 0.992 Totai Force @ Section ibs= 1,039.9 2,250.0 Moment-Actual ft-#= 2.340.4 7.695.0 Moment... Allowable ft-#= 2.371.7 7,755.3 Shear.... Actual psi= 16.9 22.7 Shear.... Allowable psi= 38.7 38.7 Bar Develop ABOVE Ht. in= 30.00 48.00 Bar Lap/Hook BELOW Ht. in = 30.00 12.10 Wall Weight psf= 84.0 133.0 Rebar Depth 'd' in= 5.75 9.50 Masonry Data f m psi = Fs psi = Solid Grouting 1.500 24.000 Yes Yes 25.78 1.000 7.60 1,500 24,000 Yes Yes 25.78 I. 000 II. 62 Special inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Normal Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: #4® 10.00 in, #5@ 15.50 in. #6® 21.75 in. #7® 29.75 in. #8® 39.00 in, #9® 4 Key: #4® 16.00 in, #5® 24.75 in, #6® 35. McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 M3 Title: La Costa Adult Pooi Job # 1050 Dsgnr: MM Date: 2:47PM, 20 JUN 11 Description: Pool Area Improvements & Service Areas Scope: Elevated concrete decks & retaining walls Code Ref: ACI 318-02,1997 UBC, 2003 IBC. 2003 NFPA 5000 Rev: 580010 UserKW-Oeoe (0)1983-2003 ENEftCALC Engineering Software User KW-060e712, Ver 5.8.0.1-Dao-2003 lERC " Cantilevered Retaining Wall Design Page 1 CALCSECW:CaloulaHons Description 7' max (level) w/surch. Criteria Retained Height ~ 7.00 ft Wail height above soil = 3.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe - 12.00 in Soil Density = 110.00 pcf Wind on Stem - 0.0 psf Soil Data Allow Soil Bearing = 3.000.0 psf Equivalent Fluid Pressure Method I [Fo^ln^^re^t^^^i^nslon^J ^atera^oa^pplle^^tetn^^J Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoii Friction Soil height to ignore for passive pressure Lateral Load 40.0 psf/ft 0.0 psf/ft 250.0 psf/ft 0.0 ft = 0.400 0.00 in 70.0 m Design Summary Total Bearing Load ...resultant ecc. 3,982 Ibs 10.47 in I I Stem Construction If Top stem • '-wmmmmm^^mmmmmmmm stem 0» fc = 3,000 psi Fy Min. As % = Toe Width = Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover® Top = 3.00 in i ...Height to Top = ...Height to Bottom = 2nd 60.000 psi 0.0014 2.00 ft 2.00 18.00 in 12.00 in 12.00 in 2.00 ft ! Btm.= 3.00 in 7.00 ft 0.00 ft Soil Pressure @ Toe = 2.355 psf OK Soii Pressure @ Heel = 0 psf OK Allowable " 3,000 psf Soli Pressure Less Than Allowable ACI Factored @ Toe = 2,554 psf ACI Factored @ Heel = 0 psf Footing Shear ® Toe = 15.3 psi OK Footing Shear @ Heel = 15.5 psi OK Allowable = 93.1 psi Wail Stability Ratios Overtuming = i.eg OK Sliding = i.61 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,935.0 ibs less 100% Passive Forces • 1,531.3 lbs less 100% Friction Forces . 1,592.9 Ibs Added Force Req'd = 0.0 ibs OK ... for 1.5:1 Stability = 0.0 ibs OK I Footing Design Results I Toe Heel Factored Pressure B 2,554 0 psf Mu': Upward S 5,031 0 ft-# Mu': Downward = 1,187 2,384 ft-# Mu: Design E 3,844 2,384 ft-# Actual 1-Way Shear S 15.29 15.45 psi /Ulow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing SS None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Stem OK 3.33 Masonry 8.00 # 5 24.00 Edge Design height Wail Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa = 0.646 Total Force ® Section ibs = 526.3 Moment... Actual ft-#= 801.0 Moment Allowable ft-#= 1,465.7 Shear....Actual psi = 9.2 Shear.... Allowable psi = 38.7 Bar Develop ABOVE Ht. in= 30.00 Bar Lap/Hook BELOW Ht in - 30.00 Wail Weight psf= 84.0 Rebar Depth'd' in= 5.25 Masonry Data f m psi = Fs psi = Solid Grouting ' Special Inspection ' Modular Ratio 'n' = Short Temn Factor = Equiv. Solid Thick. in = Masonry Block Type = Concrete Data f c psi = Fy psi = other Acceptable Sizes & Spacings Toe: Not req'd. Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd. Mu < S' Fr Stem OK 0.00 Masonry 12.00 # 6 16.00 Edge 0.766 1,470.0 4,001.7 5,294.8 15.2 38.7 36.00 8.69 133.0 9.00 1,500 24,000 Yes Yes 25.78 1.000 7.60 1,500 24,000 Yes Yes 25.78 I. 000 II. 62 Normal Weight McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 44 Title: La Costa AduK Pooi Job # 1050 Dsgnn MM Date: 2:47PM, 20 JUN 11 Description: Pool Area improvements & Sen^ice Areas Scope: Elevated concrete decks & retaining walls Code Ref: ACi 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580010 User KW-0606712, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Enfllneering Software Cantilevered Retaining Wall Design Page 1 1 CALCS.ECW:Calculations Description T max w/ 2:1 slope surch. Criteria Retained Height = 7.00 ft Wail height above soii = 0.00 ft Slope Behind Wail - 0.00:1 Height of Soii over Toe = 12.00 in Soii Density = 110.00 pcf Wind on Stem = 0.0 psf Soil Data I I Footing Strengths & Dimensions | Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Mettiod Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoii Friction Soil height to ignore for passive pressure 60.0 psf/ft 0.0 psf/ft 250.0 psf/ft 0.0 ft 0.400 = 0.00 in Design Summary Total Bearing Load ...resultant ecc. Soii Pressure @ Toe Soil Pressure @ Heel Allowable 3,668 Ibs 10.87 in 2,235 psf OK Opsf OK 3.000 psf Soii Pressure Less Than Allowable ACI Factored ® Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overtuming SIkling 2,445 psf 0 psf 14.2 psi OK 14.5 psi OK 93.1 psi 1.65 OK 1.60 (Vertical Co Stem Construction Design height Wail Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ftj/FB + fa/Fa Top Stem fc = 3,000 psi Fy Min. As % Toe Width Heel Width Total Footing Width = Footing Thickness - Key Widtti Key Depth = Key Distance from Toe = Cover® Top = 3.00 in 2nd 60,000 psi 0.0014 2.00 ft 2.00 4UD" 18.00 in 12.00 in 18.00 in 2.00 ft @ Btm.s 3.00 in Sliding Calcs (Vertical Component Used) Lateral Sliding Force less 100% Passive Force= less 100% Friction Force= Added Force Req'd » ....for 1.5:1 Stability = 2,167.5 Ibs 2,000.0 lbs 1,467.1 Ibs 0.0 lbs OK 0.0 Ibs OK LFo^ln^D^lgi^Resuj^^^^l Toe Heel Factored Pressure 2,445 0 psf Mu': Upward = 4,775 0 ft-# Mu': Downward = 1,187 2,222 ft-# Mu: Design = 3,588 2.222 ft-# Actual 1-Way Shear = 14.15 14.52 psi Allow 1-Way Shear s 93.11 93.11 psi Toe Reinforcing s None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing ss None Spec'd stem OK 3.33 Masonry 8.00 # 5 24.00 Edge Stem OK 0.00 Masoniy 12.00 # 6 24.00 Edge 0.307 404.1 494.3 1,611.8 6.4 38.7 30.00 30.00 84.0 5.75 Total Force @ Section ibs = Moment... Actual ft-#= Moment.... Allowable ft-# = Shear....Actual psi = Shear....Ailowabie psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW HL in = Wall Weight psf^^ Rebar Depth 'd' in = Masonry Data f m psi = Fs psi = Soitel Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. In = Masoniy Block Type •• Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd. Mu < S ' Fr Heel: Not req'd. Mu < S ' Fr Key: #4® 16.00 in, #5® 24.75 In, #6® 35. 0.902 1,470.0 3,430.0 3,804.4 14.1 38.7 36.00 10.37 133.0 9.50 1,500 24,000 Yes Yes 25.78 1.000 7.60 1,500 24.000 Yes Yes 25.78 I. 000 II. 62 Nonnai Weight McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: La Costa AduK Pool Job # 1050 Dsgnr: MM Date: 2.48PM, 20 JUN 11 Description : Pool Area Improvements & Service fiseas Scope: Elevated concrete decks & retaining walls Code Ref. ACI 318-02.1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580010 User KW-0606712, Ver 5.6.0,1-De&2003 (0)1983-2003 ENERCALC Enflineerinfl Software Cantilevered Retaining Wall Design Page 1 1 CALC8.ECW:Calcuiations Description 6' max (level) w/surch. Criteria I Soli Data I I Footing Strengths & Dimensions | Retained Height Wall height above soil Slope Behind Wail Height of Soil over Toe Soil Density Wind on Stem 6.00 ft 3.50 ft 0.00:1 12.00 in 110.00 pcf 0.0 psf Allow Soii Bearing 3,000.0 psf Equivalent Fluid Pressure Method Lateral Load Applied to Stem Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoii Friction Soil height to ignore for passive pressure Lateral Load 40.0 psf/ft 0.0 psf/ft 250.0 psf/ft 0.0 ft 0.400 0.00 in 70.0 #ffl Design Summary Total Bearing Load ...resultant ecc. Soli Pressure @ Toe Soii Pressure @ Heel Allowable 3,166 ibs 9.37 in 2,178 psf OK 0 psf OK 3.000 psf Jl k Stem Construction | Top stem '-^m^^mmmi^^^^mmm stem Of fc = 3,000 psi Fy Min. As % = Toe Widtti Heel Width Totai Footing Widtti Footing Thickness = Key Widtti Key Deptti = Key Distance from Toe = Cover® Top = 3.00 in ...Height to Top = ...Height to Bottom = 60.000 psi 0.0014 1.50 ft 2.00 3:5ir 15.00 in 12.00 in 9.00 in 1.50 ft @ Btm.= 3.00 in 6.00 ft 0.00 ft Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored ® Heel Footing Shear ® Toe Footing Shear ® Heel Allowable Wall Stability Ratios Overtuming Sliding 2.515 psf 0 psf 15.8 psi OK 18.3 psi OK 93.1 psi 1.71 OK 1.63 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force > 1.471.3 Ibs less 100% Passive Forc^ - 1,125.0 lbs less 100% Friction Force= - 1,266.6 ibs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 ibs OK L^ooting^esigi^esul^^^^J Heel Factored Pressure e 2,515 0 psf Mu': UpwanJ = 2,825 0 ft-# Mu': Downward s 578 2,592 ft-# Mu; Design = 2,247 2.592 ft-# Actual 1-Way Shear 15.76 18.30 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing None Spec'd Key Reinforcing = None Spec'd Stem OK 0.00 Masonry 8.00 # 6 16.00 Edge Design height fts Wall Material Above "Ht" = Thickness - Rebar Size = Rebar Spacing = Rebar Placed at = Design Data ft)/FB + fafl=a = 0.976 Total Force @ Section Ibs = 1,140.0 Moment.. Actual ft-#= 2,700.0 MomenL...AIIowable - 2,766.5 Shear.... Actual psi- 18.9 Shear.... Allowable psi = 38.7 Bar Develop ABOVE HL in= 36.00 Bar Lap/Hook BELOW HL in = 9.40 Wall Weight = 84.0 Rebar Deptti'd' in= 5.75 Masonry Data fm Fs Solid Grouting Special inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Concrete Data fc Fy psi = psl = in = 1,500 24,000 Yes Yes 25.78 1.000 7.60 Nonnai Weight psi: psi: other Acceptable Sizes & Spacings Toe: Not req'd, Mu<S'Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S' Fr McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 2:48PM, 20 JUN 11 Description: Pool Area Improvements & Sen/ice Areas Scope: Elevated concrete decks & retaining wails Code Ref. ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev. 580010 User KW-0606712, Ver 5.8.0,1-Deo2003 . (0)1983-2003 ENERCALC Enflineerinfl Software Cantilevered Retaining Wall Design Page 1 CALCS.ECW:Calculatlons Description 6' max w/ 2:1 slope surch. Criteria Retained Height ' 6.00 ft Wail height above soil = 0.00 ft Slope Behind Waii « 0.00:1 Height of Soii over Toe » 12.00 in Soii Density " 110.00 pcf Wind on Stem = 0.0 psf I I Soil Data 1 Footing Strengths & Dimensions | Allow Soii Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoii Friction Soii height to ignore for passive pressure 60.0 psf/ft 0.0 psf/ft 250.0 psf/ft 0.0 ft 0.400 0.00 in fc = 3.000 psi Fy = 60.000 psi Min. As % = 0.0014 Toe Widtti = 1.50 ft Heel Width = 2.00 Totai Footing Width - STBC Footing Thickness = 15.00 in Key Width Key Depth Key Distance from Toe Cover® Top = 3.00 in 12.00 in 12.00 in 1.50 ft @ Bbn.- 3.00 in Design Summary Total Bearing Load ...resultant ecc. Soii Pressure @ Toe Soil Pressure ® Heel Allowable 2,841 Ibs 8.84 in 1.870 psf OK 0 psf OK 3,000 psf k Stem Construction I Top stem '-mammmmmi^i^^mmmmim stem 0» Soil Pressure Less Than Allowable ACI Factored ® Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall SUblilty Ratios Overtuming Sliding 2.170 psf 0 psf 13.2 psi OK 17.4 psi OK 93.1 psi 1.76 OK 1.56 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force less 100% Passive FOTCF less 100% Friction Force= Added Force Req'd = ....for 1.5:1 Stability = 1,576.9 ibs 1.320.3 lbs 1.136.2 ibs 0.0 lbs OK 0.0 Ibs OK [_Footin^esignJR|^ult^^^^ Toe Heel Factored Pressure = 2,170 0 psf Mu': Upward = 2,463 0 ft-# Mu': Downward = 578 2,435 ft-# Mu: Design = 1,885 2,435 ft-# Actual 1-Way Shear s 13.24 17.44 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing s None Spec'd Key Reinforcing = None Spec'd Design height Wall Material Above "Ht" <= Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data flj/FB + fa/Fa = Total Force ® Section Ibs = Moment.. Actual ft-#= Moment...AIIowable = Shear.... Actual psi = Shear.... Allowable psi = Bar Develop ABOVE HL in = Bar Lap/Hook BELOW Ht. in = Wail Weight Rebar Depth'd' ln = Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Typo« Concrete Data fc Fy stem OK 0.00 Masonry 8.00 # 6 16.00 Edge 0.781 1,080.0 2,160.0 2,766.5 17.9 38.7 36.00 7.52 84.0 5.75 psi = psi = in = 1,500 24,000 Yes Yes 25.78 1.000 7.60 Nomnal Weight psi = psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd. Mu < S * Fr «1 McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnn MM Date: 2:48PM, 20 JUN 11 Description : Pooi fisea Improvements & Service Areas Scope: Elevated concrete decks & retaining walls Code Ref: ACi 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Rmr: 580010 User KW-0606712, Ver5.8.0.14}ee-2003 _(e)1963-2003 ENERCALC Enflineerinfl Software Cantilevered Retaining Wall Design Page 1 CALCS.ECW:Calculations Description 4' max (level) w/surch. Criteria Retained Height '° 4.00 ft Wall height above soii = 2.50 ft Slope Behind Waii = 0.00:1 Height of Soil over Toe = 12.00 in Soii Density = 110.00 pcf Wind on Stem = 0.0 psf Soil Data I I Footing Strengths & Dimensions | Allow Soii Bearing " 2,500.0 psf Equivalent Fluid Pressure Method Lateral Load Applied to Stem i J Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Foottng||Soil Friction Soii height to ignore fbr passive pressure Lateral Load 40.0 psf/ft 0.0 psf/ft 250.0 psf/ft 0.0 ft 0.400 0.00 in fc = 3,000 psi Fy = Min. As % = Toe Width Heel Width Total Footing Width = Footing Thickness = 60,000 psi 0.0014 1.00ft 2.00 —SOT" 15.00 in 70.0 #m Key Width » 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top » 3.00 in @ Btin.= 3.00 in ...Height to Top = 4.00 ft ...Height to Bottom = 0.00 ft Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure ® Heel Allowable 2,096 Ibs 6.59 in 1,469 psf OK 0 psf OK 2,500 psf Soil Pressure Less Than Allowable ACi Factored ® Toe ACI Factored @ Heel Footing Shear ® Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overtuming Sliding 1,771 psf 0 psf 7.6 psi OK 12.1 psi OK 93.1 psi 2.06 OK 1.77 (Vertical Co Stem Construction Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data flj/FB + fa/Fa Top Stem Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 831.3 Ibs less 100% Passive Forc^ - 632.8 lbs less 100% Friction Forces . 838.4 Ibs Added Force Req'd = 0.0 ibs OK ....for 1.5:1 Stability - 0.0 Ibs OK iFootin^esigi^esul^^^l^ Toe Heel Factored Pressure 1,771 0 psf Mu': Upward 1,041 0 ft-# Mu': Downwand 283 1,648 ft-# Mu: Design 758 1,648 ft-# Actual 1-Way Shear 7.57 12.07 psi Allow 1-Way Shear 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd ft= stem OK 0.00 Masonry 8.00 # 5 24.00 Edge Total Force @ Section ibs = Moment..Actual ft-# = Moment...Aiiowabie = Shear.... Actual psi = Shear.... Allowable psi = Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht in = Wall Weight Rebar Depth'd' in = Masonry Data 0.673 600.0 986.7 1,4657 10.5 38.7 30.00 6.45 84.0 5.25 fm Fs Solid Grouting Special inspection Modular Ratio 'n' Short Temi Factor Equiv. Solid Thick. Masonry Block Type < Concrete Data fc Fy PSM PS|: in' 1,500 24,000 Yes Yes 25.78 1.000 7.60 Nonnai Weight PSM psi: Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S * Fr Key: No key defined McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 ^6-Tttle: U Costa Adult Pool Job # 1050 Dsgnr: MM Date: 2:48PM, 20 JUN 11 Description: Pool Area Improvements & Service Areas Scope: Elevated concrete decks & retaining walls Code Ref. ACi 318-02,1997 UBC, 2003 IBC. 2003 NFPA 5000 Rev: 580010 User. KW-0606712, Ver 5.8.0,1-Deo-2003 (0)1983-2003 ENERCALC Enfllneerti^ Software Cantilevered Retaining Wall Design Page 1 CALCS.ECW:Calculatlons Description 4' max w/ 2:1 slope surch. Criteria Retained Height ~ 4.00 ft Waii height above soii = 0.00 ft Slope Behind Wall = 0.00:1 Height of Soii over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf I [Soil Data I I Footing Strengths & Dimensions | Allow Soli Bearing = 2,500.0 psf Equh/alent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoii Friction Soil height to ignore for passive pressure 60.0 psf/ft 0.0 psf/ft 250.0 psf/ft 0.0 ft 0.400 0.00 in fc = 3,000 psi Min. As % Toe Widtti Heel Width Totai Footing Widtti Footing Thickness Fy = 60,000 psi 0.0014 1.00 ft 2.00 3.00 15.00 in Key Widtti = 0.00 in Key Deptii = 0.00 in Key Distance fram Toe = 0.00 ft Cover @ Top = 3.00 In @ Btm.= 3.00 in Design Summary Total Bearing Load ...resultant ecc. 1.850 Ibs 4.82 In k I stem Construction | Top stem • ^-^mi^mmmm^mmmmm^m stem 01 Soil Pressure @ Toe s 1,111 psf OK Soil Pressure @ Heel » 122 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACi Factored ® Toe « 1,342 psf ACi Factored ® Heel s 147 psf Footing Shear ® Toe s 5.3 psi OK Footing Shear ® Heel e 11.6 psi OK Allowable = 93.1 psi Wall Stability Ratios Overtuming * 2.40 OK Sliding = 1.66 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force s 826.9 ibs less 100% Passive Force: . 632.8 lbs less 100% Friction Forces - 739.9 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 Ibs OK [^o^n^D^|gn^sui^^||j|j^ Toe Heel Factored Pressure = 1,342 147 psf Mu': Upward = 808 0 ft-# Mu': Downward = 283 1,665 ft-# Mu: Design E 524 1,565 ft-# Actual 1-Way Shear SS 5.26 11.62 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing None Spec'd Heel Reinforcing s None Spec'd Key Reinforcing E None Spec'd Design height Wall Material Above "Hr » Thickness = RebarSize = Rebar Spacing = Rebar Placed at = Design Data ft)/FB + fa/Fa = Total Force @ Section Ibs = Moment...Actual ft-#= Moment...Aliowabie = Shear.... Actual psi = Shear....Allowabie psi = Bar Develop/VBOVE Ht in- Bar Lap/Hook BELOW Ht. in = Wall Weight Rebar Depth'd' in = Masonry Data Stem OK 0.00 Masonry 8.00 # 5 24.00 Edge 0.437 480.0 640.0 1,465.7 8.4 38.7 30.00 6.00 84.0 5.25 fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Terni Factor Equiv. Solid Thick. Masonry Block Type • Concrete Data fc Fy psi=' psi< in: 1,500 24,000 Yes Yes 25.78 1.000 7.60 Nonnai Weight psi: psi: Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined IVIcNeff Engineering & Consulting 1991 Viiiage Park Way Suite 115 Encinitas CA 92024 Title : La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 1:23PM, 2 AUG 11 Description : pool Area Improvements & Service Areas Scope: Elevated concrete decks & retaining walls Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580010 User KW-0606712, Ver 5.8.0, l-Deo-2003 (0)1983-2003 ENERCALC Enfllneering Software Cantilevered Retaining Wail Design Page 1 CALCS.ECW:Calculations Description Typical Site Wail - 9' Max. Criteria Retained Height ~ 9.00 ft Wall height above soii = 0.00 ft Slope Behind Wail = 0.00:1 Height of Soil over Toe = S.OOin Soil Density = 110.00 pcf Wind on Stem - 0.0 psf Soil Data I I Footing Strengths & Dimensions | Allow Soil Bearing = 2,500.0 psf Equivalent FiukI Pressure Method Lateral Load Applied to Stem Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoii Friction Soii height to ignore fbr passive pressure Lateral Load 0.0 psf/ft 0.0 psf/ft 250.0 psf/ft 0.0 ft 0.400 0.00 in 16.0 #/ft Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soii Pressure @ Heel Allowable 1,989 Ibs 0.83 in 1,201 psf OK 788 psf OK 2,500 psf 1 1| I Stem Construction | Top stem • 'nMM^^MHMMilMMifl Stem 01 fc = 3,000 psi Fy Min. As % = Toe Width HeeiWWtii Totai Footing Width Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover® Top = 3.00 in ...Height to Top ...Height to Bottom 60,000 psi 0.0014 0.67 ft 1.33 2130' 12.00 in 0.00 in 0.00 in 0.00 ft @ Btm.= 3.00 in 9.00 ft 0.00 ft Soil Pressure Less Than Allowable ACI Factored @ Toe ACi Factored @ Heel Footing Shear ® Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overtuming SIkling 1,479 psf 970 psf 7.3 psi OK 14.4 psi OK 93.1 psi 3.33 OK 7.45 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force less 100% Passive Forc9= less 100% Friction Force= /Vdded Force Req'd = ....for 1.5:1 Stability = 144.5 ibs 281.3 ibs 795.4 Ibs 0.0 lbs OK 0.0 Ibs OK |^Footin^es|gn^esulte^^ Toe Factored Pressure = 1,479 Mu': Upwam = 493 Mu': Downward = 100 Mu: Design - 392 Actual 1-Way Shear = 7.27 Allow 1-Way Shear - 93.11 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Heel 970 psf Oft-# 819ft-# 819ft-# 14.36 psi 93.11 psi Design height Wail Material Above "Ht" Thickness = Rebar Size » Rebar Spacing = Rebar Placed at Design Data flj/FB + fa/Fa = Totai Force @ Section ibs = Moment...Actuai ftS~ Momsnt...Allowable = Shear Actual psi = Shear... Allowable psi = Bar Develop ABOVE Ht in - Bar Lap/Hook BELOW Ht in = Wail Weight « Rebar Depth'd' ins Masoniy Data f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. in = Masoniy Block Type •• Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined stem OK 0.00 Masonry 8.00 # 4 24.00 Center 0.941 144.4 649.2 689.8 3.5 38.7 24.00 7.22 84.0 3.81 1,500 24,000 Yes Yes 25.78 1.000 7.60 Nomnal Weight 16.psl V 9^ \l^^f>/. >(9\^VAJ (WO^^->6 787.61 psf 1200.9psf 4?C 8.00005in Mas w/ #4 @ 24.in o/c Solid Grout, Spc Insp #0@0.in .in Heel Designer select ail horiz. reinf. McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pooi Job # 1050 Dsgnr: MM Date: 2:02PM, 2 AUG 11 Description : Pool Area Improvements & Sen/ice Areas Scope: Elevated concrete decks & retaining wails Rev: 580002 User KW.O606712, Ver 5.8.0,1-0so-2003 (0)1983-2003 ENERCALC Enflineerinfl Software Circular Concrete Coiumn Page 1 k CALCS.ECW:Calculeaons | Description 01 deck columns I General InformatiotT Code Ref: ACi 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 | Diameter Number of Bare Bar Size Total Rebar Area Rebar Percent Bar Cover 12.000 in 1.860 in2 1.645% 2.500 in fc 4,000.0psi Fy 60,000.0 psi Seismic Zone 4 LL & ST Loads Act Separate Spiral Ties NOT Used Total Height Unbraced Length Eff. Lengtti Factor Column is BRACED 10.000 ft 10.000 ft 1.000 I Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 fbr concrete design. Factoring of entered loads to ultimate loads within this program is according to ACi 318-02 C.2 Dead Load Live Load Short Term Eccentricity Axial Loads 52.500 k 22.500 k k in Summary Coiumn Diameter= 12.00in, with 6 #5 Bars Column is OK ACI C-1 ACI C-2 ACI C-3 /^plled Pu: Max Factored 111.76 k 73.50 k 47.25 k Allowable Pn * Phi @ Design Ecc. 229.77 k 234.91 k 240.94 k M-critical 8.94 k-ft 5.88 k-ft 3.78 k-ft Combined Eccentricity 0.9600 in 0.9600 in 0.9600 in Magnification Factor 1.33 1.24 1.14 Design Eccentricity 1.2724 in 1.1923 in 1.0975 in Magnified Design Moment 11.85 k-ft 7.30 k-ft 4.32 k-ft Po ' 0.80 391.85 k 391.85 k 391.85 k P: Balanced 128.77 k 128.77 k 128.77 k Ecc: Balanced 4.8801 in 4.8801 in 4.8801 in I Slendemess perACI3IB-02 section 10.12 & 10.13 Actual k Lu / r 40.000 Elastic Modulus 3,605.0 ksi Beta ACI Ea. C-1 ACI Ea. C-2 ACI Ea. C-3 Neutral Axis Distance 10.1360 in 10.3360 in 10.5760 in Phi 0.6500 0.6500 0.6500 Max Umit ki/r 34.0000 34.0000 34.0000 Beta = M:sustained/M:max 0.6577 1.0000 1.0000 Cm 1.0000 1.0000 1.0000 Ei/1000 885.42 733.89 733.89 Pc:pi*2EI/(kLu)*2 606.86 503.00 503.00 alpha: MaxPu/(.75 Pc) 0.2455 0.1948 0.1252 Delta 1.3254 1.2420 1.1432 Ecc: Ecc Loads + Moments 0.9600 0.9600 0.9600 in Design Ecc = Ecc ' Delta 0.0000 0.0000 0.0000 in 0.850 I ACI Factors (per ACI318-02, applied intemally to entered loads) Seismic Add"l "0.9" Factor for Seismic ACI C-1 & C-2 DL 1.400 ACI C-1 & C-2 LL 1.700 ACI C-1 & C-2 ST 1.700 ....seismic = ST *: 1.100 ACI C-2 Group Factor 0.750 ACI C-3 Dead Load Factor 0.900 ACi C-3 Short Tenn Factor 1.300 1.400 0.900 318.374 288.537 254.689 222.862 191.024 159.187 Pu.Mu^q6-1 Pu,Mu(Eq9-l Pu.Mu (Eq9- : 111.7lt, 8.9k-« ' ' ): n.Sn, 5.8k-ft ' ' ): 47.2k, 3.7k.« ' * • • I .4 ^ .•1 -1' .6 2. .3 2 .0 2 .1 3 .1 SI 127349 85.512 83.874 31.837 Axial :Pn'phl(IO Moment: Mn'pnl (k-ft) McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pooi Job # 1050 Dsgnr: MM Date: 2:19PM, 2 AUG 11 Description: Pooi Area improvements & Service Areas Scope: Elevated concrete decks 8i retaining walls Rsv: 580000 User KW-a606712, Ver 5.8.0,1-Deo-2003 (0)1963-2003 ENERCALC Enflineerinfl Software Square Footing Design Page 1 CALCS.ECW:Calculetions Description 01 Column Footings I General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load Live Load Short Temn Load Seismic Zone Overisunlen Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Coiumn Dimension 52.500 k 22.500 k 0.000 k 4 0.000 psf 145.00 pcf 1.000 12.00 in Footing Dimension Thickness # of Bare Bar Size Rebar Cover fc Fy 6.000 ft 14.00 in 6 6 3.250 3,000.0 psi 60,000.0 psi Allowable Soil Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACi 318-02 fbr concrete design. Factoring of entered loads to ultimate loads within this program is acconJing to ACI 318-02 C.2 I Reinforcing Rebar Requirement Actual Rebar "d" depth used 10.375 in As to USE per foot of Width 0.304 in2 200/Fy 0.0033 Total As Req'd 1.824 in2 As Req'd by Analysis 0.0018 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0024 % 1 Summary | Footing OK 6.00ft square x 14.0in tiiick with 6- #6 bars Max. Static Soii Pressure 2,252.50 psf Vu: Actual One-Way 43.89 psi Allow Static Soil Pressure 3,000.00 psf Vn'Phi: Allow One-Way 93.11 psi Max. Short Term Soii Pressure 2,252.50 psf Vu: Actual Two-Way 117.02 psi Allow Short Tenn Soii Pressure 3,000.00 psf Vn'Phi: Allow Two-Way 186.23 psi Mu : Actual Mn ' Phi: Capacity 10.44 k-ft/ft 19.69 k-ft/ft Altemate Rebar Selections... 10 #4's 6 #5's 4 #7's 3 #8's 5 #6's 2 #9's 2 #10's IVIcNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pooi Job # 1050 Dsgnr: MM Date: 2:08PM, 2 AUG 11 Description : pool Area Improvements & Service Areas Scope: Elevated concrete decks & retaining wails Rev* 580002 User KW-0606712, Ver 5.8.0,1-0eo-2003 (0)1983-2003 ENERCALC Enflineerinfl Software Circuiar Concrete Coiumn Page 1 CALCS.ECW:CalculaUons Description 02 deck columns I General InformatiorT Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000^ Diameter Number of Bare Bar Size Total Rebar Area Rebar Percent Bar Cover 10.000 in 6 4 1.200 in2 1.528% 2.000 in fc 4,000.0psi Fy 60,000.0 psi Seismic Zone 4 LL & ST Loads Act Separate Spiral Ties NOT Used Totai Height 10.000 ft Unbraced Length 10.000 ft Eff. Length Factor 1.000 Column is BRACED I Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 fbr concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term Eccentricity Axial Loads 20.300 k 8.000 k k in Column Diameter= lO.OOin, with 6 #4 Bars I Slendemess perAcms-oz section 10.12 & 10.13 Column is OK ACI C-1 ACI C-2 ACI C-3 Applied Pu: Max Factored 42.02 k 28.42 k 18.27 k Allowable Pn ' Phi @ Design Ecc. 154.97 k 157.56 k 161.15 k M-critteal 3.15 k-ft 2.13 k-ft 1.37 k-ft Combined Eccentricity 0.9000 in 0.9000 in 0.9000 in Magnification Factor 1.24 1.19 1.11 Design Eccentricity 1.1161 in 1.0666 in 1.0005 in Magnified Design Moment 3.91 k-ft 2.53 k-ft 1.52 k-ft Po'0.80 267.96 k 267.96 k 267.96 k P: Balanced 92.67 k 92.67 k 92.67 k Ecc: Balanced 3.9112 in 3.9112 in 3.9112 in Actual k Lu / r 48.000 Elastic Modulus 3,605.0 ksi Beta ACI Ea. C-1 ACi Ea. C-2 ACi Ea. C-3 Neutral Axis Distance 8.3250 in 8.4450 in 8.6150 in Phi 0.6500 0.6500 0.6500 Max Limit kl/r 34.0000 34.0000 34.0000 Beta = M:sustained/M:max 0.6763 1.0000 1.0000 Cm 1.0000 1.0000 1.0000 El/1000 422.25 353.92 353.92 Pc:pi'^2EI/(kLu)«2 289.41 242.57 242.57 alpha: MaxPu/(.75 Pc) 0.1936 0.1562 0.1004 Delta 1.2401 1.1851 1.1116 Ecc: Ecc Loads + Moments 0.9000 0.9000 0.9000 in Design Ecc = Ecc ' Delta 0.0000 0.0000 0.0000 in 0.850 I ACI Factors (per ACi 318-02, applied intemally to entered loads) ACI C-1 & C-2 DL ACi C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST' 1.400 1.700 1.700 1.100 ACi C-2 Group Factor 0.750 ACi C-3 Dead Load Factor 0.900 ACI C-3 Short Temi Factor 1.300 Add"l "1.4" Factor for Seismic 1.400 Add"i "0.9" Factor for Seismic 0.900 217.720 195.948 174.176 152.404 Pu,Mu (Eq 9- Pu,Mu (Eq 8^ Pu,Mu(Eq8-; ): 42.0k, 3.1k-ft T ): 28.4k, 2.1k.ft ^ ' ): 18.2k, 1.3k-ft ^ * • i • ).0 2 0 6 0 8 U 1 108.860 87.088 65.316 43.544 21.772 Axial: Pn'phI (k) Moment: Mn'pnl (k-ft) 4? I McNeff Engineering & Consulting 1991 Village Park Way Suite 115 Encinitas CA 92024 Title: La Costa Adult Pool Job # 1050 Dsgnr: MM Date: 2:19PM, 2 AUG 11 Description : Pool Area improvements & Service Areas Scope: Elevated concrete decks & retaining walls Rev* 580000 User KW-0606712, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Enfllneering Software Square Footing Design Page 1 CALCS.ECW:Cakxdations Description 02 Ooiumn Footings [General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 20.300 k Live Load 8.000 k Short Tenn Load 0.000 k Seismic Zone 4 Overburden Weight 0.000 psf Concrete Weight 145.00 pcf LL 8i ST Loads Combine Load Duration Factor 1.000 Column Dimension 10.00 in Footing Dimension Thickness # of Bare Bar Size Rebar Cover fc Fy Allowable Soil Bearing 4.000 ft 12.00 in 4 5 3.250 3,000.0 psi 60,000.0 psi 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program Is according to ACI 318-02 C.2 I Reinforcing Rebar Requirement Actual Rebar "d" depth used 8.438 in As to USE per ft>ot of Width 0.259 in2 200/Fy 0.0033 Totai As Req'd 1.037 in2 As Req'd by Analysis 0.0009 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014 % 1 Summary | Footing OK 4.00ft square x 12.0in thick with 4- #5 bars Max. Static Soii Pressure 1,913.75 psf Vu: Actual One-Way 24.60 psi Allow Static Soii Pressure 3,000.00 psf Vn'Phi: Allow One-Way 93.11 psi Max. Short Tenn Soil Pressure 1,913.75 psf Vu: Actual Two-Way 62.01 psi Allow Short Term Soii Pressure 3,000.00 psf Vn'Phi: Allow Two-Way 186.23 psi Mu : Actual Mn * Phi: Capacity 3.55 k-ft/ft 11.35 k-ft/ft Altemate Rebar Selections... 6 #4's 4 #5's 2 #7s 2 #8's 3 #6's 2 #9's 1 #10's M MCNEFF ENGINEERING & CONSULTING JOB. XChO LA CgstA Ai>OuT A PROFESSIONAL CORPORATION 1991 Village Park Way, Suite 115 Encinitas, CA 92024 Tel: (760) 479-9838 • Fax: (760) 479-9837 SHEETNO. CALCULATED BY_ CHECKED BY SCALE OF_ DATE. OATE. CM.0 ML 3T1 37^ IT UJ iioo UL. /t4 <^ IH tM -—«^ -^r; V ^7 24. 1R2 -1 -S"^ r—^ U~S xl DM. 15* Zl fSfi LIZ. M MCNEFF ENGINEERING & CONSULTING JOB. \v5o LA CDS'^APOC^ ffa?L A PROFESSIONAL CORPORATION 1991 Village Park Way, Suite 115 Encinitas, CA 92024 Tel: (760) 479-9838 • Fax: (760) 479-9837 SHEETNO.. OF_ CALCULATED BY. CHaa<EDBY DATE. DATE. . 1 OO •> • mm r"i 11 fn r Tf >f Lt« » - L r * r i 'T-r j-V (*-\'b (IT c OC n o \ 1^ r $ ' .4:, 0^ —^ 4 •1 n ©-a 1 •s 1 > I.. ^. " 1 mm * 1 o , 6. ^.^ fc I A f/S \ s c 9 1-* VA ) y VP /*• •Y ly " # > \ 1 •Y ly " # > 1 > IK: IT, V t -/ N\ 1 1 i M MCNEFF ENGINEERING & CONSULTING JOB. A PROFESSIONAL CORPORATION 1991 Village Park Way, Suite 115 Encinitas, CA 92024 Tel: (760) 479-9838 • Fax: (760) 479-9837 )0^0 LA r^Sflft APJUT ?bi>L e\ SHEETNO. CALCULATED BY_ CHECKED BY SCALE OF_ DATE. OATE. MAX. /MP ^.1 "A pic*: •4 6«J »tTl^ 5S §0 + 1^ tea 3£ 74 • n,'T! '2 ft g ^ "'c . <a •qg' /•\/' 33 / / m / rn. _ - lilt' f f /lllif/' /- 'I/I? ,11' .-co / =iO/ / / /' / / m o LA C( CLUBHC 2100 CXMTAinL MAR CARLSBAD, CA 92009 rapwwwiraiiiiwiiii llllll i - rr.r- &> ^ 1 :^ 2 - . -, '1 —• < •s • -A •I •. T I O o - .,1 -"X —4 C" V- X V^fe C Si-TT-^-SS TOO c:^ -\a rnC o C\ o r