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HomeMy WebLinkAbout2601 AVENIDA DE ANITA; ; PC120068; Permit12-09-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Permit No: PC120068 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No; Valuation; Reference #; Project Title; 2601 AVENIDA DE ANITA CBAD PLANCK 1670306400 Lot#: $0.00 Construction Type; VILLA REAL APTS- INSTALL CAISOON & GRADE BEAMS BEHIND EXISTING APT BLDS 4 Status Applied Entered By: Plan Approved Issued Inspect Area FINAL 11/09/2012 LSM 12/08/2014 02/14/2013 Applicant; MIKE MOLINARO Owner: HELIX ASSCS 212 AGATE AV NEWPORT BEACH CA 92662 714-612-0971 305 HIHILL WAY EL CAJON CA 92020 Plan Check Fee $500.00 Additional Fees $0.00 Total Fees; $500.00 Total Payments To Date: $500.00 Balance Due: $0.00 Inspector: FINALAPPROVAL Date: ., Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter coiiectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. Ifyou protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions ofwhich vou have oreviouslv been given a NOTICE similar to this, or as to which the statute of limitations has Dreviouslv othenvise expired. 02-13-2013 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW120491 Job Address: Permit Type; Parcel No; Reference #; CB#: Project Title; Applicant; MIKE MOLINARO 2601 AVENIDA DE ANITA CBAD SWPPP 1670306400 Lot#; PC 120068/9 VILLA REAL APTS- INSTALL CAISSONS AND GRADE BEAMS BEHIND 4 BUILDINGS AND Priority; M Owner; HELIX ASSCS Status: Applied: Entered By: Issued: Inspect Area: Tier: ISSUED 11/09/2012 LSM 12/27/2012 PB 1 212 AGATE AV NEWPORT BEACH 714-612-0971 CA 92662 305 HIHILL WAY EL CAJON CA 92020 Emergency Contact: MIKE MOLINARO 714-612-0971 SWPPP Plan Check SWPPP Inspections Additional Fees $51.00 $216.00 $0.00 TOTAL PERMIT FEES $267.00 Total Fees: $267.00 Total Payments To Date: $267.00 Balance Due: $0.00 CITY OF CARLSBAD Building Permit Appiication 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: bulldlng@carlsbadca.gov www.carlsbadca.eov PlanCheckNo. Pd taooG^'S^ Est. Value Plan Ck. Deposit Date SWPP JOB ADDRESS SUITE#/SPACE#/UNIT# ICl -020 -QO CT/PROJECT# # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE OCC. GROUP DESCRIPTION OF WORK: /ncfude Sguare Feet of Affected Areafs) X^^h*!/ 0<A,\iSvr^ L Ct^rt^^t /Ar«^5 fi ^ \) ^IH/jNTM^ ^ X T A / r^T^:^^-^^^ r^TT^TT^-r^ ' MR COh "" EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YES • #_ NOD AIR CONDITIONING YES • Noa FIRESPRINKLERS YES • NO • APPLICANT NAME (Primary Contact) (V\,'Kf n^o I.' ACKny APPLICANTNAME (Secondary Contact) ADDRESS ADDRESS XIX i^*\v<H f^vr CITY HHONE ' STATE ZIP CITY STATE ZIP iONE f FAX 7/y 6ih'0^ii 17^7 $iy''S''(,<^i PHONE FAX EMAIL EMAIL PROPERTY OWNER NAME ADDRESS Ol U/tLSkUx AlvJ. ^o,'h vT^o CONTRACTOR BUS. NAME Pl 3BES! ;iA' ADDRESS PHONE ' STATE ZIP OTY ^ STATE ZIP" 3/v y/J- yg^/ FAX PHONE 7/^ 6/?-oJll IJlj Gl^-S-^CJ EMAIL ' FAX EMAIL ARCH/OKIGNER NAME i ABBRKS STATE LlC. # STATE LlC.# CLASS CITY Bus. LlC.# ?^9^/<ll (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicantfor such permit to file a signed statement that he is licensed pursuantto the provisions ofthe Contractor's License Law (Cnapter 9, commendingwlth Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis forthe alleged exemption. Any violation of Section 7031.5 by any applicantfor a permit subjects the applicant to a Civil penalty of not more than five hundred dollars ($500)). WORKSRS' COMPENS ATION Workers' Coinpensation Declaration: / hereby affirm under penalty of perjury one of the following declarations: O I have and will maintain a certificate of consent to self-Insure for workers' compensation as provided by Section 3700 of the Labor Code, for the perfornnance of the warl< for which this pernnit Is issued. I have and will maintain workers' compensation, M required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co \^'ft\l^ rl/A^ Policy No. / 9 ^ O T ^ ^ * > O // Expiration Date ^/i //3 Thissection need not be completed ifthe permit is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Wori<ers' Compensation Laws of California. WARNING: Failure to secure workers'compensation caverage is uniawful, and shall subject an employerto criminal penalties and civii fines up to one hundred thousand doiiars (&100,000), in addition to the cost of compensation, damages as provided facJcSection 3706 of the Labor code, interest and attomey's fees. ^CONTRACTORSIGNATURE ''~^.^^y^£,y.^ ^^^^^-"'^-^^"^ nAGENT DATE / ^/S~ / I'K :i>'iii^"if rii- &'U I mn c i A 17 A T:! O N / hereby affirm that I am exempt from Contractor's License Law for the following reason: O 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). • I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions C^ode: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). • I am exempt under Section Business and Professions Code for this reason: 1.1 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 permit for the proposed work. 3.1 have contracted with the following person (fimnj to provide the proposed construction (include name address / phone / contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supereise and pravide the major work (include name / address / phone / contrxtors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): jeTpROPERTY OWNER SIGNATURE •AGENT DATE :G:0-f>tMrB THIS sEcrt^oH'ppm''^ti^i»M..'R.'^s>W BUII.I».IN6 PERMITS O^'V¥- Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form o r risk management and prevention program under Sections 25505,25533 or 25634 of the Presley-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? • Yes • No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 13 Yes • No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. OIISItROCTION Itw O ING A «i f N^ Y I hereby affirm that there is a construction lending agency for the performance of the work this pennit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address 1^ CERTIFICATION I certify that I have read tlie application and state that the above intbmiation is conectand that the infbmiation on the plans is accurate. I agree to complywith all City otdlnances and State laws relating to building constmction. I hereby authorize representative of the City of Cartsbad lo enter upon the above mentioned propetty tor Inspection puiposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or constiuctKin of stiuctures over 3 stories in height EXPIRATION: Every pemiit issued by Ihe Buikiing (Mclal under the provisions ofthis Code shall expire by limitation and become null and void if the buikJing or wxk authorized by such permit is not commenced within 180 days ttom the date of such pernilt or If the buikiing or •mk authoiized by such penriK Is suspended or abandoned at any time after the VKxk is commenced for a period of 180 days (Sectbn 106.4.4 Unifbrm Building (Dode). ^APPLICANT'S SIGNATURE ^L-'^^"""'^ " / R. P. I. Deputy Inspections, Inc. (949) 291-3912 rax!949i 4.H.1-5.Hfifi WWW. deputyinspector. com 1903 Via Pimpollo San Clemente, CA 92673 REGISTERED INSPECTOR'S REPORT OF: • REINFORCED CONCRETE 0 REINFORCED STEEL • POST TENSION CONCRETE • REINFORCED MASONRY • STRUCT STEEL WELDING • EPOXY • FINAL REPORT • BOLTING • OTHER_ JOBNAME Villa Real Apts -Relevel Foundation JOBADDRESS 2601 Avenida De Anita BLDG. PERMIT* CBI22509 CITYOF PERMIT Cahst>ad CONTRACTOR Trumph Management Co. ARCHITECT SUB CONTRACTOR Pacific Westem ENGINEER Coast Engineering LAB TESTING SAMPLES Observed (24) rebar caisson cages out of drilled holes. (#4) 135 degree hooks, spacing was at 6" at top 6' and 12" at reminder, 24" diam. 6 #8 vert.. Ready for placement in drilled caisson holes. As per Section XI-XI and 1/S-1 on approved plans. All wiork was found to comply '/vith the approved plans and specifications & appiicabie building codes. ! HEREBY CERTiFY THA 1 1 HAVE NKPLUihU ALL Dr THL AbOV-L HLPUK i LU WUHK UNLLISb? UTHLRWIi: !E NOTED, AND TO THE BEST OF MY AHiLi 1 Y, i HAVt rOUNL) ; HiS WO .liy^ i f, .'^.f-.S.^.lpLY -.^ OVtU PLANS, SPtCit-ICAi iONS & APPL iViAl tiHIAL it "J: CON -.-,1—r-f=i ,-,r ^f lL- i £1 { J .J.r OUTO MC ruAnU WLLDEH CEHT SUPPI IFR: MIX NO.: AOMIX: C'AiL«r)i tro f^AC'T'. onrrr-- n - i •-»!" f" = v-».t. DLUfViP. \.'- r-^ - rs! rKf^irv--. AIR-TFMP: CONC TFMP: MIXING TIMF: DATE START STOP REG. HOURS O.T. HOURS 02.'25/1.3 AM AM 4 / 1 / jf I 1 \ /1 A 1 / 1 / jf I 1 \ /1 A 1 ' \/ f /u / Sti moeatons based on a mmmum of 4 hovr^ ond orer 4 hoiffs - B hnuf Pif/iifny/n, i /] / hmir wil) fjfi nn S hom mimmum All late fircounrt will tm thn'tjed ihf hiqhe^ Ifgnl rnfe .r.f -•--SKHSN.ATUf?^ OA-*<EGrt$TERED INSPECTOR intersst, mduding alt coilectiGii cos/s anfl attorney fees. All returned chetks wili be sabjed to a $26.i^ fee. 1100030-49 Approved By DATE OF REPORT REGISTER NUMBER R. P. I. Deputy Inspections, Inc, (949)291-3912 Fax(949) 481-5866 WWW. deputyinspector. com 1903 Via Pimpollo San Clemente, CA 92673 REGISTERED INSPEaOR'S REPORT OF: [3 REINFORCED CONCRETE • STRUCT STEEL WELDING [7] REINFORCED STEEL n EPOXY • POST TENSION CONCRETE • FINAL REPORT • REINFORCED MASONRY n BOLTING H OTHER JOBNAME Villa Real Apts -Relevel Foundation BLDG. PERMrr # CrrY OF PERMrr CBI22509 Carisbad JOBADDRESS 2601 Avenida De Anita CONTnACTOH Trumph Management Co. ARCHrrECT SUB CONTRACTOR Pacific Westem ENGINEER Coast Engineering LAB TESTING SAMPLES Observed concrete placement for (24) rebar caissons as per Section XI-XI and 1/S-1 on approved plans. 3000 psi,0.50 W/C concrete was placed with minimum rebar clearance as per approved plans. All concrete was consolidated with a mechanical vibrator and hand tamping. 4" slump was maintained, water control at trucks and temp test was preformed. All work was fbund to comply with the approved plans and specifications & applicable building codes. I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED, AND TO THE BEST OF MY ABILITY, i HAVE FOUND THIS WORK TO COMPLY WfTH THE APPROVED PLANS, SPECIFICATIONS & APPLICABLE BUILDING LAWS. MATERIAL INFORMATION: CONCRETE • GROUT O MORTAR • WELDER CERT SUPPLIER: Robertson's MIX NO.: 52303 ADMIX: SAMPLES CAST: Yes SPEC. P.S.I.: 3000 TYPE: V SLUMP: YDS. PLACED: 50+ AIR-TEMP: 65 CONC TEMP: 67 MIXING TIME: 30+ DATE START STOP REG. HOURS O.T. HOURS 03/01/13 AM PM /U/iispadiiMS hntil M a mimmm rf 4 twn ^ aitomriig fnst MM IKW will be oil 8 hwr min^^ Approved ^^''^Ju JJT^W-'^^-^—•'^^ 03/01/13 DATE OF REPORT ISTERED INSPECTOR 1100030-49 REGISTER NUMBER 2601 Avenida de Anita $70,110.00 Cfl^ ^S^f 2713 Avenida de Anita $58,920.00 2721 Avenida de Anita $44,760.00 2723 Avenida de Anita $70,110.00 EsGil Corporation In (PartnersRip witR government for (BuiCding Safety DATE: 11/20/2012 • APPLICANT JURISDICTION: City of Carlsbad • PCATTT^VlEWER • FILE PLAN CHECK NO.: pcl2-0068 SET: I PROJECTADDRESS: 2601-2723 Avenida De Anita PROJECT NAME: Villa Real Apartments Foundation Repair Transmitted herewith are plans for proposed foundation repairs, to attempt to mitigate continued settlement ofthe existing foundation and to further prevent resulting structural damage. Provide a letter from the geotechnical consultant that the remedial foundation and drainage plan have been reviewed. Esgil Corporation cannot offer any guarantees that the proposed system will resolve the present problems, nor should the City offer such representation. However, acceptance of the proposed remedies may result in an enhanced foundation support system from the current situation. At the time of permit issuance, the following should be noted on the plans: "Prior to the City building inspector approving final inspection, the responsible design professional shall notify the building official, in writing, that the proposed foundation repairs have been installed in accordance with the design". Sincerely, ESGIL CORPORATION By: David Yao 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLANCHECKNO.: pcl2-0068 PREPARED BY: David Yao DATE: 11/20/2012 BUILDING ADDRESS: 2601-2723 Avenida De Anita BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) 1 1 caisson & garde beams Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance • [ Plan Check Fee by Ordinance ^•J Type of Review: • Complete Review r~l Repetitive Fee Repeats Based on hourly rate • Other • Hourly EsGil Fee $1,250.00 • Structural Only 10 $100.00 Hrs. @ $1,000.00 Comments: Sheet 1 Of 1 macvalue.doc + 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 NJ^ CITY OF PLAN CHECK Community & Economic NJ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carisbadca.gov DATE ^y^ROJECTN^ME: fj^ PLAN CHECK NOj^ 12'SET*:!! ADDRESS: VALUATION: ROJECT ID: APN: / You may have corrections from one or more of the divisions listed in the table below This plan check review transmittal is to notify you of clearance by: LAND DEVELOPIVIENT ENGINEERING DIVISION Final Inspection by the Construction & Inspection Division Is required: Yft No X @ For status from a division not marked below, please call 760-602-2719 This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: PLANNING 760-602-4610 LAND DEVELOPMENT ENG. 760-602-2750 FIRE PREVENTION 760-602-4665' Chris Sexton j 760-602-4624 ; Chris.Sexton@cai1sbadca.gov i Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Greg Ryan J 760-602-4663 j G re go ry .Rya nvma r! s b a dca. go v J Gina Ruiz J 760-602 1675 j Giiia.Riji;!©carisbr5Cc.' eov ' \/ Linda Ontiveros /\ 760-602-2773 Llnda.Ontlveros@carlsbadca.gov Cindy Wong J 760-602-4662 j C¥fUhiiiVVoiig#car!sbadca.gov J Dominic Fieri 1 760-602-4664 J Doniiiiic.Fseria-carlsbacica.gov J Remarks: Linda Ontiveros From: Sent: To: Cc: Subject: Attachments: Linda Glen Van Peski Monday, November 26, 2012 3:12 PM Linda Ontiveros Mike Peterson FW: Villa Real / 2601 Avenida De Anita 11-121122-0002.pdf I spoke with Casey, and he agreed they don't really need much in the way of plans. But we do want a minor grading permit so that CM&I is out there keeping an eye on things. They will have to get a building permit for the foundations, so we should be able to attach it to that, right? From: Glen Van Peski Sent: Wednesday, November 21, 2012 10:58 AM To: Casey Arndt Subject: FW: Villa Real / 2601 Avenida De Anita Casey- Could you please call me on this? I am thinking we need to require a minor grading permit just so we get you some inspection time out there. Plans are pathetic, just not sure if we need more than that, if Inspector can provide direction on BMPs. --Glen From: Linda Ontiveros Sent: Wednesday, November 21, 2012 10:55 AM To: Glen Van Peski Subject: Villa Real / 2601 Avenida De Anita Attached is the copy of the site plan for the proposed work at the Villa Real Apartments at 2601 Avenida De Anita. A total of 89 caissons and foundation repairs. The first page is the applicant's site plan. The second page is our original precise grade. Thank you. ^ CITY OF CARLSBAD Community & Economic Development Linda Ontiveros Engineering Technician Land Development Engineering www.carisbadca.gov P: 760-602-2773 PLAN CHECK Community & Economic CITY OF REVIEW Development Department 1635 FaradayAvenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 wfww.carlsbadca.gov DATE: 11 /27/12 PROJECT NAME: Villa Real Apartments PROJECT ID: PLAN CHECK NO: PC 12-68 SET#: I ADDRESS: 2601 - 2723 Avenida De Anita APN: 167-030-64 VALUATION: $195,270 You may have corrections from one or more of the divisions listed in the table below. To determine status by one or more of these divisions, please contact 760-602-2719. This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & Inspection Division is required Yes No X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: mikeamoiinaro@aoi.com PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov I |\/| Linda Ontiveros V-A 760-602-2773 Llnda.Ontlveros@carlsbadca.gov . 1 Remarks: Vilta Real Apartments PLAN CHECK NO # PC 12-68 STOP ff Please Read Any outstanding issues will be markeci with X . Make the necessary corrections for compliance with applicable codes and standards. Submit corrected plans and/or specifications to the Building division for re-submittal to the Engineering division. Items that conform to permit requirements are marked with / 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: X K. X North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements Right-of-way width & adjacent streets Driveway widths ; Existing or proposed sewer lateral ' Existing or proposed water service Submit on signed approved plans: DWG No. Shiow on site pian: X : X 1 ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. Drainage patterns and topography: a) What is the source of topography shown b) Provide spot elevations c) Provide cross sections of drainage. Show how drainage ties into area drains and/or swales without causing a hazard on-site. d) Provide (2) additional copies of the geotechnical report/recommendations as states on the plans e) Identify existing pervious and non-pervious surfaces inciude on titie siieet: X X Site address Assessor's parcel number Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Siiow ail existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No Subdivision/Tract: Reference No(s): DWG 186-8A SEC 32-ll-4W*LOTS 3-5*PAR B PER DOC93-285936\ E-36 Page 2 of 6 REV 6/01/12 Villa Real Apartments PLAN CHECK NO # PC12-68 2. DISCRETIONARY APPROVAL COMPLIANCE / Project does not comply with the following engineering conditions of approval for project no. N/A 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. / Dedication required as follows: N/A 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100,000.00. pursuantto Carlsbad Municipal Code Section 18.40.040. / Public improvements required as follows: N/A Construction of the pubiic improvements must be deferred pursuant to Carlsbad Municipai Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee nf $ 441 nn so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. / Future public improvements required as follows: N/A E-36 Page 3 of 6 Villa Real Apartments PLAN CHECK NO # PC 12-68 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. X X X Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fiil, import, export and remedial). This information must be included on the pians. if no grading is proposed write: "NO GRADING" Based on the preliminary earthwork calculations, a grading permit is required. Per Chapter 15.16 ofthe Grading & Erosion Control ordinance, proposed cut or fill exceeding 200 cubic yards triggers a building permit. Please provide earthwork quantities - include export for the caissons, remedial for drainage, etc.: Cut cy Export cy Fill cy Remedial cy Grading permit fees will be calcuated at 50% of the current grading pian check and inspections fees. See current fee schedule: www.caHsbadca.gov/development-fees Also, please complete grading permit application (E-24) attached and return along with items required per this checklist. Minor Grading Permit required. 6. MISCELLANEOUS PERMITS ^ RiGHT-OF-WAY PERIVliT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: E-36 Page 4 of 6 REV 6/01/12 Villa Real Apartments PLAN CHECK NO # PC 12-68 7. STORM WATER PLEASE INCLUDE A SITE PLAN SPECIFICALLY FOR BIVIP's/EROSION CONTROL RELATED TO THIS PROJECT. SHOW STAGINGS STOCKPILE, ETC. GUIDELINES ATTACHED. X Construction Compliance Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW 12-491 ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSIMP) Compiiance PLEASE IDENTIFY ANYOFTHE EXISTING LOW IIVIPACT DESiGN FEATURES THAT EXISTING ON THE SITE. FOR IVIORE INFORIVIATION REGARDING ANY OFTHE LiSTED FEATURES, PLEASE VISIT OUR WEBSITE OR FOLLOW THE DIRECT LINK > X X / Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, 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://wvwv.carlsbadca.qov/buslness/buildinq/Documents/EnqStandsw-stds-vol4-ch2.pdf Project needs to incorporate low impact development strategies throughout in one or more of the following ways: ; Rainwater harvesting (rain barrels or cistern) ; Vegetated Roof ; Bio-retentions cell/rain garden : Pervious pavement/pavers Flow-through planter/vegetated or rock drip line : Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: http://vvww.carlsbadca.gov/business/building/Documents/LID.pdf E-36 Page 5 of 6 REV 6/01/12 Villa Real Apartments PLAN CHECK NO # PC 12-68 9. WATER METER REVIEW Domestic (potable) Use / ; What size meter is required? FYI Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. FYI For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be V* . 8. FEES X Required fees have been entered in building permit. •••PENDING - MORE INFORMATION REQUIRED*** Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility Fire sprinklers required yes Upgrade ] yes No fees required yes yes yes yes no no no no no (is addition over 150' from center line) no 10. Additional Comments Attachments: / Engineering Application E-36 Storm Water Form Rigtit-of-Way Application/info. / Reference Documents Page 6 of 6 REV 6/01/12 CITY OF CARLSBAD i APPLICATION GRADING PERMIT E-24 Development Services Land Deveiopment Engineering 1635 Faraday Avenue 760-602-2750 www.carisbadca.gov PERIVliT NUiVIBER: Project Name: Project Number: Project Location: Drawing Number: Assessor Parcel Number(s): Project Description: Owner- Address: City: State: Suite: Zip: Fax Number: Phone Number: I certify that I am the legal owner ofthis property and I authorize the grading associated with this permit. OWNER SIGNATURE: DATE: Civil Engineer: Address: City: State: Suite: Zip: Phone Number: Fax Number: Soils Engineer: Address: City: State: Suite: Zip: Phone Number: Fax Number: Grading Contractor: Address: City: State License No.: City Business License No.: Grading Quantities: cut remedial cy cy State: fill export Suite: Zip: cy cy import cy Qualified contact person trained in NPDES requirements: Phone Number: Basis of Permit Fees: cy Totai Permit Fees: $ Verified By: Balance Due: $ I hereby acknowledge that I have read the application and information provided is correct. I agree to comply with all federal, state, and city laws, ordinances, regulations and policies relating to excavation and grading including, but not limited to, the Federal Endangered Species Act of 1973 and any amendments thereto. I will also comply with OSHA Permit requirements for trenches over five feet deep and the provisions and conditions of any permit issued pursuant to this application. Applicant Name: Address: City: State: Suite: Zip: Phone Number: APPLICANT'S SiGNATURE: Fax Number: DATE: E-24 Page 1 of 1 REV 4/30/10 N BMP SITE PLAN REQUIREMENTS: Scale of map Site Map Features displayed on the map must include: An outline of the entire property Location and brief description of construction activity areas (e.g. grading, building, trenching, fueling areas, waste container area, wash racks, hazardous material storage areas, etc.) Location and flow direction arrows for existing drainage facilities (ditches, channels, inlets, storm drains, etc.) Location of existing storm water BMP controls (sediment basins, oil/ water separators, sumps, etc.) Location of proposed storm water BMP controls with brief description or legend reference E-29 Page 3 of 3 •:^W$> CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 This form is required for all pools, retaining walls or whenever a building footprint is enlarged. Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carisbadca.gov STORM WATER COMPLIANCE CERTIFICATE My project is not in a category of permit types exempt from the Construction SWPPP requirements My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). <^ My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 ofthe Carlsbad Municipal Code) 1^ My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following criteria: • located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area Is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. OWNER(S)/OWNER'S AGENT NAME (PRINT) OWNER(S)/OWNER'S AGENT NAME (SIGNATURE) DATE STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES PROJECT INFORMATION , ——--^^Ai/^^d^ ^ Site Address: o/fepQ / " /cTO 4.^, fQi^ Assessor's Parcel Number: /<^~) O^O (^^4^C> Project ID: I Construction Pennit No.: Estimated Construction Start Date Projeci Duration Months Emergency Contact: Name: tr ^ Kr Alp I ,^/\ (V'o 24 hour Phone: 7^7 ^Z^"" ^ T Perceived Ttireat to Storm Water Quality Medium • Low If medium box Is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only CITY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By:. Date: E-29 Page 1 of 3 REV 4/30/10 Erosion Control BMPs Sediment Control BMPs Best Management Practice (BMP) Description Geotextiles & Mats Wood Mulching Earth Dikes and Drainage Swales Slope Drains Silt Fence Sediment Trap I Check Dam Fiber Rolls Gravel Bag Benn Street Sweeping and Vacuuming Sandbag Barrier Storm Drain Inlet Protection Stabilized Construction Ingress/Egress Stabilized Construction Roadway Water Consen/atlon Practices . Paving and Grinding Ooerations Potable Water/Irrigation Vehicle and Equipment Cleanina Material Delivery and Storaae Material Use Stockpile Management Spill Prevention and Solid Waste Manannmpnt Hazardous Waste Manaaement Concrete Waste CASQA Designation -> Construction Activity EC-7 EC-8 EC-9 EC-11 SE-1 SE-3 1 SE-4 SE-5 SE-6 SE-7 SE-8 SE-10 TR-1 TR-2 NS-1 NS-3 NS-7 NS-8 WM-1 WM-2 WM-3 WM-4 WM-5 WM-6 WM-8 Grading/Soil Disturbance Trenching/Excavation Stockpiling ' Drilling/Boring Concrete/Asphalt Saw cutting Concrete flatwork Paving Condult/Pipe Installation Stucco/Mortar Work Waste Disposal Staging/Lay Down Area Equipment Maintenance and Fueling Hazardous Substance Use/Storage Dewatering " Site Access Across Dirt Other (list); Tracking Control BMPs Non-Storm Water Management BMPs Waste Management and Materials Pollution Control BMPs Instructions: Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction. Add any other activity descriptions in the blank activity description boxes provided for that purpose and place a check In the box Immediately to the left ofthe added activity description. For each activity descmbed, pick one or more best management practices (BMPs) from the list located along the top of the fomi. Then place an X in the box at the place where the activity row intersects with the BMP column. Do this for each activity that was checked off and fbr each of the selected BMPs selected from the list. For Example - If the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt". Then review the list for something that applies such as "Stabilized Construction Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column and place an X in the box where the two meet. As another example say the project included a stockpile that you Intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write In "Cover with Plastic" In the blank column under the heading Erosion Control BMPs. Then place an X In the box where the "Stockpiling" row intersects the new "Cover with Plastic" column. To learn more about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures. The reference also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. E-29 Page 2 of 3 REV 4/30/10 CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 FaradayAvenue (760) 602-4610 www.carlsbadca.eov DATE: 11-21-12 PROJECT NAIVIE: PROJECTID: PLAN CHECK NO: PC 12-68 SET#: 1 ADDRESS: 2601-2723 Avenida De Anita APN: 167-030-64 This plan check review is complete and has been APPROVED by the Division. By: A Final Inspection by the Division is required QYes nNo You may aiso have corrections from one or more of the divisions listed beiow. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted pians should inciude corrections from ali divisions. Xl This plan check review is NOT COIVIPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: mikeamolinaro@aol.com For questions or clarifications on thie attaclied chieci^list please contact the foilowing reviewer as marl<ed: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 X Chris Sexton 760-602-4624 Ch ris.Sexton@ca risbadca .gov 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov O Greg Ryan 760-602-4663 Gregorv.Ryan@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov 1 1 Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • • Dominic Fieri 760-602-4664 Dominic.Fierl@carlsbadca.gov Remarks: REVIEW #: Plan Check No. PC 12-68 Address 2601-2723 Avenida de Anita Date 11-21-12 Review #1 Planner Chris Sexton Phone (760) 602-4624 Type of Project & Use: caissons Net Project Densitv:N/A DU/AC Zoning: P-C General Plan: RM Facilities Management Zone: 2 CFD (in/out) #_Date of participation: Remaining net dev acres: (For non-residential development: Type of land use created by this permit: ) 2 3 Legend: ^ Item Complete O Item Incomplete • Needs your action • • Environmental Review Required: YES • NO • TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: • • Discretionary Action Required: YES • NO • TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: • • Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Q NO O CA Coastal Commission Authority? YES Q NO Q If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): D n Habitat Management Plan Data Entry Completed? YES • NO • If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) • • Inclusionary Housing Fee required: YES • NO • (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) • • Housing Tracking Form (form P-20) completed: YES • NO • N/A • P-28 Page 2 of 3 07/11 Site Plan: K • • Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. • • • • • • • • • • City Councii Policy 44 - Neighborhood Architecturai Design Guidelines 1. Applicability: YES • NO • 2. Project complies: YES • NOQ Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required Shown Required Shown Required Shown Required Shown, Required Shown 2. Accessory structure setbacks: Front: Interior Side: Street Side: Rear: Structure separation: 3. Lot Coverage: Required Required Shown Required Shown. Required Shown Required Shown Required Shown. Shown • • 4. Height-Required . Shown • • Spaces Required Shown 5. Parking: (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments 1) Approval is contingent upon Engineering's approval. OK TO ISSUE AND ENTERED APPROVAL INTO COMPI^^S^^^^DATEci?*/V ^/ j p-28 Page 3 of 3 07/11 COAST ENGINEERING n.04. 2012 J.N. 38-2012 PROJECT: STRUCTURAL CALCULATIONS FOR REMEDLAL PIER WALL SYSTEM, VILLA REAL APARTMENTS AT 2601-2723 AVENJDA DE ANITA, IN THE CITY OF CARLSBAD, CA. FOR TRIUMPH MANAGEMENT COMPANY. CLIENT: TRIUMPH MANAGEMENT COMPANY . /'^^^ ^ 9601 WILSHIRE BLVD., SUITE 560 ' • ' u BEVERLY HILLS, CA. 90210 " l I2.-3L/3 / TABLE OF CONTENTS: SHEETS DESIGN LOADS AND GEO REPORT SUMMARY 2 GRADE BEAM DESIGN 3 CAISSON DESIGN 4 COMPUTER PRINTOUT OF GRADE BEAM ANALYSIS 5-14 COMPUTER PRINTOUT OF CAISSON ANALYSIS 15-17 TOTAL NO. OF SHEETS NOV 0 9 20f2 0 Structural & Civil Engineering Consultants 10231 Slater Ave., Suite 201 Fountain Valley, CA. 92708 •TelTTH) 593-0337 • Fax (714) 593-0770 12006^ COAST ENGINEERING Structural & Civil Engineers 10231 Slater Ave., Suite 201 Fountain Valley, CA 92708 Tel (714) 593-0337 • Fax (714) 593-0770 Job Name Client T^^ffifiH fOj^mnt Designer; Sheet No. Job No. _ Revision _ t>ATev '^PAC£0 AT S'<^/c rnA-^iH^/rr) IU rns ^^ file ^Tu^r P^rk -7^ rinmiM^tj S^i)w(, .:z ^ -l-J '.^13^ '^jOoi/ -ttf CfFMffOeu ff\C/lfl^7 Top i^(^0(SL^ PUB'' ^i^oi^y^ f3. /// T/fe THc fnAii^^i^ ' d^SIOhJ P/I^ U^/I06> COAST ENGINEERING Structural & Civil Engineers 10231 Slater Ave., Suite 201 Fountain Valley, CA 92708 Tel (714) 593-0337 • Fax (714) 593-0770 Job Name V/Z-M /g^t /f/>r. Sheet No. 3 Client Tf?lv/»ytPfr r^t^^n-f /tJiS Job No. '2>8-'X0 IZ Designer: ^i^' Revision C(>>c. ^rify^ 1310.3.n AcT-5iS ^2^" W»Dt A 1^" T^f/Ck ^/fD(r/^e79rtf Af^Y ST^(/cr^et 4i&^i^s IT. 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Client Tgliy/HW t^n\oi UJC, Designer: F^/^ • Sheet No. Job No. Zff^'lOlX Revision 2P/Q €3^ •.S!^-t.i...i:^M L&..:|o,.„i i^^iMM \hk.AS, CBsajAmc€ ' ;. ^ ^ i^4^ i ; \(Fk. 11 ^^11) D£Si6^ ce4ar^w(r; M^@f ; ^'..(....^....^.aM.f..^X : ! i <j^..- -..,.;:^..:,,]35.7;,.i^!^,.: L. .5kc-iMii H &lf .r.3i^, 'IvZ; tim^M d \ Ml Rsfir 1 - J o .OOSI A : SJElBCCAil mtme^cme^ p Mc;z>,.lH4.te f^4.=^..-tri^,^.4£^.,,/te ; ..Ag,.4 := '{jD}m^%4B2-A^^^ /..N....^ ; |?.,4fe....^4 Afe i.<i'...iV.*/.i^ \ : mPMM (N<^''i''J - :i^^ ,^ ; .J ; L I..., ~ f2r <^lZAOe^ S^ft]^ /A/r/e<£?^/d= •^p'^d.jC kFTft^S -ro /(z''y/c /=i^/€: /e&m/iit-^i^ 0crrtp^nr) ftrie^t^ ti^F^ c/iifights Ses^ O^fnfl^^ ^^it-tr fff^r Fc^C c/i ij/i/hf De^idP SHerrj (B-H Coast Engineering 10231 Slater Ave., Suite 201 Fountain valley, CA. 92708 Project Title: VILLA REAL APPARTMENTS Engineer: F.R. Project Descr: REMEDIAL PIER WALLS ProjectID: J.N. 38-2012 (714) 593-0337 Printed: 4NOV2012.11:14AU Concrete Beairi File: tee^ver\2012^obsO8-2012 Villa Real Apartments\ENERCALQ38-2012:ec^ : : ENERCALC, INC. 1983-2012, Bmld;6^:i2.111.Ver:6.12ili.1 : | ILic. # : KW-06007419 Licensee : coast engineering Description: GRADE BEAM CODE REFERENCES Calculations per Load Combination Set: ASCE 7-05 Material Properties 1/2 7.50 fr= fc Vj/ Density X LtWt Factor Elastic Modulus fy - Main Rebar E - Main Rebar 3.0 ksi = 410.792 psi 145.0 pcf 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi (t) Phi Values Pi Flexure: Shear: 0.90 0.750 0.850 Fy-Stirrups 40.0 ksi E-Stin-ups = 29,000.0 ksi Stirrup Bar Size #= # 3 Number of Resisting Legs Per Stirrup = 2 Load Connbination ASCE 7-05 H(0.1013) 24"v\/x18"h Span=6.0 ft ^rpss Section & Reinforcing Details _ Rectangular Section, Width = 24.0 in. Height = 18.0 in Span #1 Reinforcing.... 245 at 3.688 in from Bottom, from 0.0 to 6.0 ft In this span Applied Loads 245 at 3.688 in from Top, from 0.0 to 6.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Unifomi Load: H = 0.1013 k/ft, DESIGNSUMMARY Tributary Width = 1.0 ft, (SOIL) Design OK Maximum Bending Stress Ratio Section used for this span Mu: Applied Mn * Phi; Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.016: 1 Typical Section 0.7294 k-ft 46.828 k-ft +1.20D-tO.50Lr+1.60L+1.60H 3.000ft Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = 0.000 in Ratio = 0.000 in Ratio = 0.000 in Ratio = 0<360 O<360 999 999 Vertical Reactions - Unfactored Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.304 0.304 H Only 0,304 0,304 Sliear Stirrup Requirements Entire Beam Span Length: Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Location (ft) in Span Bending Stress Results (k-ft) Location (ft) in Span Mu: Max Phi*Mnx Stress Ratio 6.000 0.73 46.83 0,02 6.000 0.73 46.83 0.02 6.000 0.73 46.83 0.02 MAXimum BENDING Envelope Span #1 1 DOnly Span#1 1 +1,20D-*O.50Lr+1.60L+1.60H Span #1 1 +1.20D+1,60L-K).50S+1.60H Codst Engineering 10231 Slater Ave., Suite 201 Fountain valley, CA. 92708 (714) 593-0337 Project Title; VILLA REAL APPARTMENTS Engineer: F.R. Project Descr: REMEDIAL PIER WALLS Proiect ID: J.N. 38-2012 Printed: 4N0V2012.11:14AM Concrete Beatn Description Lic.# : KW-06007419 File: \\server\2012-iobs\38-2012 Villa Real Apartmeiits\ENERCALa38-2012,eo6; \ ENERG|LC;::lNdi|98^^ I Licensee: coast engineering GRADE BEAM Load Combination Segment Length Span # Location (fl in Span Bending Stress Results (k-ft) Mu: Max Phi*Mnx Stress Ratio Span # 1 +1.20D+1,60Lr+0.50L Span # 1 +1.20D+1.60Lr+O.80W Span # 1 +1.20D->0.50L+1.60S Span # 1 +1.20D+1.60S+O,80W Span#1 +1.20D-tO.50Lr+O.50L+1.60W Span#1 +1.20DtO.50L-K).50S+1.60W Span # 1 +1.20D-K).50L->0.20S->E Span#1 -K).90D+1.60W+1.60H Span # 1 +O.90D-f€+1.60H Span # 1 Overall Maximum Deflections • 6.000 6.000 6.000 6.000 6.000 6.000 6.000 6.000 6.000 6.000 0.73 0.73 0.73 0.73 0,73 0,73 0,73 0,73 0.73 0.73 46.83 46.83 46.83 46.83 46.83 46.83 46.83 46.83 46.83 46.83 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 Unfactored Loads Load Combination Span Max "-" Defl Location in Span Load Combination Max."+" Defl Location in Span HOnly 1 0.0001 2,940 0.0000 0,000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (Ir ) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) ^eq'd Suggest +0.90D+E+1,60H 1 0.00 14.31 0.49 0,49 0.00 1,00 27,97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 +0,90D+E+1.60H 1 0.01 14.31 0.48 0,48 0.01 1,00 27,97 Vu < PhlVc/2 Not Reqd 28.0 0,0 0,0 -K).90D+E+1.60H 1 0.03 14.31 0.48 0,48 0.01 1.00 27.97 Vu < PhiVG/2 Not Reqd 28.0 0.0 0,0 -*0.90D+E+1.60H 1 0.04 14.31 0.48 0.48 0.02 1,00 27.97 Vu<PhiVc/2 Not Reqd 28.0 0.0 0,0 +0.90D+E+1,60H 1 0.05 14.31 0.48 0.48 0.03 1,00 27,97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0,0 •tO.90D+E+1,60H 1 0.07 14.31 0.48 0.48 0,03 1,00 27,97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0,0 -K),90D+E+1.60H 1 0.08 14.31 0.47 0.47 0,04 1,00 27,97 Vu < PhiVo/2 Not Reqd 28.0 0.0 0,0 HO.90D+E+1.60H 1 0.09 14.31 0.47 0.47 0,04 1,00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 40.90D+E+1.60H 1 0.11 14.31 0.47 0.47 0,05 1,00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 •tO.90D+£+1.60H 1 0.12 14.31 0.47 0.47 0,06 1,00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 +0.90D+£+1,60H 1 0.13 14,31 0.46 0.46 0,06 1,00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 tO,90D+£+1,60H 1 0.15 14.31 0.46 0,46 0,07 1,00 27,97 Vu < PhiVo'2 Not Reqd 28.0 0,0 0,0 -K),90D+E+1,60H 1 0.16 14.31 0.46 0,46 0,08 1,00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 40.90D+E+1.60H 1 0.17 14.31 0.46 0,46 0.08 1,00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 -•0.90D+E+1.60H 1 0.19 14.31 0.46 0,46 0.09 1,00 27,97 Vu < PhlVc/2 Not Reqd 28,0 0.0 0,0 •K).90D+£+1.60H 1 0.20 14.31 0.45 0.45 0.09 1,00 27,97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0,0 +0.90D+E+1.60H 1 0.21 14.31 0.45 0.45 0.10 1.00 27,97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0,0 -K).90D+E+1.60H 1 0.23 14.31 0.45 0,45 0.11 1.00 27,97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0,0 +O.90D+E+1.60H 1 0.24 14.31 0.45 0,45 0.11 1.00 27,97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0.0 -tO.90D+£+1.60H 1 0.25 14,31 0.45 0.45 0.12 1.00 27,97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0.0 +0.90D-4+1.60H 1 0.27 14.31 0.44 0.44 0.12 1.00 27,97 Vu<PhiVc/2 Not Reqd 28,0 0.0 0.0 •t{).90D-«+1.60H 1 0.28 14,31 0.44 0.44 0.13 1.00 27,97 Vu < PhiVc/2 Not Reqd 28,0 0,0 0.0 +0.90D+E+1.60H 1 0.29 14,31 0.44 0.44 0.14 1.00 27,97 Vu < PhiVc/2 Not Reqd 28,0 0,0 0.0 -»O.90D+E+1.60H 1 0.31 14,31 0.44 0.44 0.14 1,00 27,97 Vu < PhiVc/2 Not Reqd 28,0 0,0 0.0 -tO.90D-f€+1.60H 1 0.32 14,31 0,43 0.43 0.15 1,00 27,97 Vu < PhiVc/2 Not Reqd 28,0 0,0 0.0 •K).90D-*+1.60H 1 0.33 14,31 0,43 0.43 0.15 1,00 27,97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 •K).90D+£+1.60H 1 0.35 14,31 0,43 0.43 0.16 1,00 27,97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 -K).90D+£+1.60H 1 0.36 14,31 0,43 0.43 0.16 1,00 27,97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0.0 -K).90D+£+1.60H 1 0.37 14,31 0,43 0.43 0,17 1.00 27,97 Vu < PhiVc/2 Not Reqd 28,0 0,0 0,0 4O.90D+E+1.60H 1 0.39 14.31 0,42 0.42 0,18 1.00 27,97 Vu < PhiVc/2 Not Reqd 28,0 0,0 0,0 •tO.90D+E+1.60H 1 0.40 14.31 0,42 0.42 0,18 1.00 27,97 Vu < PhiVc/2 Not Reqd 28,0 0,0 0,0 -K).90D+£+1.60H 1 0.41 14.31 0,42 0.42 0,19 1.00 27,97 Vu < PhiVc/2 Not Reqd 28,0 ao 0,0 -K).90D+E+1.60H 1 0.43 14.31 0,42 0.42 0,19 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0,0 0,0 Coast Engineering 10231 Slater Ave., Suite 201 Fountain valley, CA. 92708 (714) 593-0337 Project Title: VILLA REAL APPARTMENTS Engineer: F.R. Project Descr: REMEDIAL PIER WALLS Proiect ID: 5//^ 7 J.N. 38-2012 Printed: 4NOV2C112.11:14AM Concrete Beam Lic.# : KW-06007419 File: \\sereer\2012-iobs\38-2012 Villa Real:Apartments\ENERGALa3B.2012.ec6 k , J f ENERCALX;, INC^S3-2012, Bulltf:6,1ZlH;Vert6.12.1t I Licensee; coast engineering Description: GRADE BEAM Detaiied Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) {^) {^) (l<) Req'd Suggest -tO.90D-t£+1.60H 1 0.44 14.31 0.41 0,41 0.20 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 •K).90D+E+1.60H 1 0.45 14.31 0.41 0,41 0.20 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 •K).90D+E+1.60H 1 0.47 14.31 0.41 0,41 0.21 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 -K).90D+£+1.60H 1 0,48 14.31 0.41 0,41 0.21 1.00 27.97 Vu < PhiVa'2 Not Reqd 28.0 0.0 0.0 •tO.90D-«+1.60H 1 0,49 14.31 0.41 0,41 0.22 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 -tO.90D-«+1.60H 1 0,51 14.31 0.40 0,40 0.23 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 •K).90D+E+1.60H 1 0,52 14.31 0.40 0.40 0.23 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0.0 •tO.90D+E+1.60H 1 0,53 14.31 0.40 0.40 0.24 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0.0 +0.90D+E+1.60H 1 0,55 14.31 0.40 0.40 0.24 1.00 27.97 Vu<PhiVc/2 Not Reqd 28,0 0.0 0.0 •K).90D+E+1.60H 1 0,56 14.31 0.40 0.40 0.25 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0.0 •K).90D+E+1.60H 1 0,57 14.31 0.39 0.39 0.25 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0.0 •tO.90D+E+1.60H 1 0,59 14.31 0.39 0.39 0.26 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0.0 -tO.90D+£+1.60H 1 0,60 14.31 0.39 0.39 0.26 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 •H).90D+E+1.60H 1 0,61 14.31 0.39 0.39 0.27 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 +O.90D-*€+1.60H 1 0,63 14.31 0.38 0.38 0.27 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 •tO.90D+E+1.60H 1 0,64 14.31 0.38 0.38 0.28 1.00 27,97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0,0 •K).90D+E+1.60H 1 0,65 14.31 0.38 0.38 0.28 1.00 27,97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0,0 •tO.90D+£+1.60H 1 0,67 14.31 0.38 0.38 0.29 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 •K).90D+E+1.60H 1 0.68 14.31 0.38 0.38 0.29 1.00 27.97 Vu < PhlVc/2 Not Reqd 28.0 0,0 0,0 -K).90D+E+1.60H 1 0.69 14.31 0.37 0.37 0.30 1,00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0,0 tO.90D+E+1.60H 1 0.71 14.31 0.37 0.37 0.30 1,00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 -tO.90D+E+1.60H 1 0.72 14.31 0.37 0.37 0.31 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 •K).90D+£+1,60H 1 0.73 14.31 0.37 0.37 0.31 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 •K),90D+E+1,60H 1 0,75 14.31 0.37 0,37 0.32 1.00 ,27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 •tO,90D+E+1,60H 1 0,76 14.31 0.36 0,36 0.32 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0.0 +0,90D+E+1.60H 1 0,77 14.31 0.36 0,36 0,33 1.00 27,97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0.0 -•0,90D-»£+1.60H 1 0,79 14.31 0.36 0,36 0,33 1.00 27,97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0.0 -tO.90D+E+1.60H 1 0,80 14.31 0.36 0,36 0,34 1.00 27,97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 +O.90D+£+1,60H 1 0,81 14.31 0.35 0,35 0,34 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 -K),90D+E+1,60H 1 0,83 14.31 0.35 0,35 0,35 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 •tO,90D+E+1,60H 1 0.84 14,31 0.35 0.35 0,35 1.00 27.97 Vu < PhlVc/2 Not Reqd 28.0 0.0 0,0 -K),90D->£+1,60H 1 0.85 14,31 0.35 0.35 0,36 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0,0 •K),90D+E+1,60H 1 0.87 14,31 0.35 0.35 0,36 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0,0 +0,90D-f£+1,60H 1 0.88 14,31 0.34 0.34 0,37 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0,0 +0,90D+£+1,60H 1 0.89 14,31 0.34 0.34 0.37 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0,0 +O,90D+£+1,60H 1 0.91 14,31 0.34 0.34 0.37 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0,0 +0,90D+£+1,60H 1 0.92 14,31 0.34 0.34 0.38 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 +0,90D+E+1,60H 1 0.93 14,31 0.33 0.33 0.38 1,00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 +0,90D+£+1,60H 1 0.95 14,31 0.33 0.33 0.39 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 •K).90D+E+1,60H 1 0.96 14,31 0.33 0.33 0.39 1,00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0.0 -tO,90D+£+1,60H 1 0,97 14.31 0.33 0.33 0,40 0,99 27.96 Vu < PhiVc/2 Not Reqd 28.0 0,0 0.0 •K).90D+E+1.60H 1 0,99 14,31 0.33 0,33 0,40 0,97 27,94 Vu < PhiVc/2 Not Reqd 27.9 0,0 0.0 -tO.90D+E+1.60H 1 1,00 14,31 0.32 0,32 0,41 0,95 27,92 Vu < PhiVc/2 Not Reqd 27.9 0,0 0.0 +O.90D-«+1.60H 1 1,01 14,31 0.32 0,32 0,41 0,94 27,90 Vu < PhiVc/2 Not Reqd 27.9 0,0 0.0 +O.90D+E+1.60H 1 1,03 14,31 0,32 0,32 0,41 0.92 27,88 Vu < PhiVc/2 Not Reqd 27.9 0,0 0.0 •K).90D+E+1.60H 1 1,04 14,31 0,32 0,32 0,42 0.91 27,86 Vu < PhiVc/2 Not Reqd 27.9 0,0 0,0 -K).90D-*+1.60H 1 1,05 14,31 0,32 0,32 0,42 0.89 27,85 Vu < PhiVc/2 Not Reqd 27.8 0,0 0,0 •tO.90D+E+1.60H 1 1,07 14.31 0.31 0,31 0,43 0.88 27,83 Vu < PhiVc/2 Not Reqd 27.8 0,0 0,0 -K).90D-tE+1.60H 1 1,08 14.31 0,31 0,31 0,43 0.86 27,81 Vu < PhiVc/2 Not Reqd 27.8 0.0 0.0 -K).90D+E+1.60H 1 1,09 14.31 0.31 0.31 0,43 0.85 27.80 Vu < PhiVc/2 Not Reqd 27.8 0,0 0,0 +O.90D+E+1.60H 1 1.11 14.31 0.31 0.31 0,44 0.83 27.78 Vu < PhiVc/2 Not Reqd 27.8 0.0 0.0 •K).90D-*+1.60H 1 1.12 14.31 0.30 0.30 0,44 0.82 27.76 Vu < PhiVc/2 Not Reqd 27.8 0.0 0.0 •K).90D+£+1.60H 1 1.13 14.31 0,30 0.30 0,45 0.81 27.75 Vu < PhiVc/2 Not Reqd 27.7 0.0 0.0 -K).90D+£+1.60H 1 1.15 14.31 0,30 0.30 0.45 0.79 27.73 Vu < PhiVc/2 Not Reqd 27.7 0.0 0.0 Coast Engineering 10231 Slater Ave., Suite 201 Fountain valley, CA. 92708 (714) 593-0337 Project Title: VILLA REAL APPARTMENTS '7\l7- ^ Engineer: F.R ProjectID: J.N. 38-2012 Project Descr: REMEDIAL PIER WALLS Printed: 4N0V2012.11:14AM Concrete Beam KW-06007419 File; \\sen/er\2012-lobs\38-2012 Villa Real Apartmeiits\ENERCALC\38-2012.eo6 :: \ V ENERCALC, INC,,1?83-2012 Bull(j:6,l2.1ii1, Ver:6.12.H.t, I Licensee : coast engineering Description: GRADE BEAM Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment PhI'Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest •K).90Dt£+1.60H 1 1,16 14.31 0.30 0.30 0.45 0.78 27.72 Vu < PhiVc/2 Not Reqd 27.7 0.0 0,0 •*O.90D-^£+1.60H 1 1.17 14.31 0.30 0.30 0.46 0,77 27.70 Vu < PhlVc/2 Not Reqd 27.7 0.0 0,0 +0.90D+E+1.60H 1 1.19 14.31 0.29 0.29 0.46 0,76 27.69 Vu < PhiVc/2 Not Reqd 27.7 0.0 0,0 -K),90D+E+1,60H 1 1.20 14.31 0.29 0.29 0,47 0.75 27.68 Vu < PhiVc/2 Not Reqd 27.7 0.0 0,0 •K).90D+E+1,60H 1 1.21 14.31 0.29 0,29 0,47 0,73 27.66 Vu<PhiVc/2 Not Reqd 27.7 0.0 0,0 -K),90D+£+1,60H 1 1.23 14.31 0.29 0,29 0,47 0.72 27.65 Vu < PhiVc/2 Not Reqd 27.7 0.0 0,0 •tO.90D-*+1.60H 1 1.24 14.31 0.29 0,29 0,48 0.71 27.64 Vu < PhiVc/2 Not Reqd 27.6 0.0 0,0 •tO,90D+E+1.60H 1 1.25 14.31 0.28 0,28 0,48 0.70 27.62 Vu < PhiVc/2 Not Reqd 27.6 0,0 0,0 •K),90D+E+1,60H 1 1.27 14.31 0.28 0,28 0,49 0.69 27.61 Vu<PhiVc/2 Not Reqd 27.6 0,0 0,0 tO,90D+E+1,60H 1 1.28 14.31 0.28 0,28 0,49 0.68 27.60 Vu < PhiVc/2 Not Reqd 27.6 0.0 0,0 -tO.90D+£+1,60H 1 1.29 14.31 0.28 0,28 0,49 0,67 27.59 Vu < PhlVc/2 Not Reqd 27.6 0.0 0,0 •*O.90D+£+1,60H 1 1.31 14.31 0.27 0,27 0.50 0,66 27.58 Vu < PhiVc/2 Not Reqd 27.6 0.0 0,0 •tO.90D+E+1.60H 1 1.32 14.31 0.27 0,27 0.50 0.65 27.56 Vu < PhiVc/2 Not Reqd 27.6 0.0 0.0 -K).90D+£+1.60H 1 1.33 14.31 0.27 0,27 0.50 0.64 27.55 Vu < PhiVc/2 Not Reqd 27.6 0.0 0.0 +0.90D+E+1.60H 1 1.35 14.31 0.27 0.27 0.51 0.63 27,54 Vu < PhiVc/2 Not Reqd 27.5 0.0 0.0 +O.90D+E+1.60H 1 1.36 14.31 0.27 0,27 0.51 0.62 27.53 Vu < PhiVc/2 Not Reqd 27.5 0.0 0.0 •tO.90D+E+1.60H 1 1.37 14.31 0.26 0,26 0.51 0.61 27.52 Vu < PhiW2 Not Reqd 27.5 0.0 0.0 -tO,90D-f£+1.60H 1 1,39 14.31 0.26 0,26 0.52 0.60 27.51 Vu < PhlVc/2 Not Reqd 27.5 0,0 0.0 tO.90D+E+1.60H 1 1,40 14.31 0.25 0,26 0.52 0.59 27.50 Vu < PhiVc/2 Not Reqd 27.5 0,0 0.0 +O,90D+E+1,60H 1 1,41 14.31 0.26 0,26 0.53 0.58 27.49 Vu<PhiVc/2 Not Reqd 27.5 0,0 0.0 •K),90D+E+1,60H 1 1,43 14.31 0.26 0.26 0.53 0.58 27.48 Vu < PhiVc/2 Not Reqd 27.5 0,0 0.0 +O,90D+E+1,60H 1 1,44 14.31 0.25 0.25 0.53 0.57 27.47 Vu < PhiVc/2 Not Reqd 27,5 0.0 0.0 +O,90D+£+1,60H 1 1,45 14.31 0.25 0.25 0.54 0.56 27.46 Vu < PhiVc/2 Not Reqd 27,5 0.0 0.0 -K),90D-tE+1,60H 1 1,47 14.31 0.25 0.25 0.54 0.55 27.45 Vu < PhiVc/2 Not Reqd 27,4 0.0 0.0 +O,90D+E+1,60H 1 1,48 14.31 0.25 0.25 0.54 0.54 27.44 Vu < PhiVc/2 Not Reqd 27,4 0,0 0.0 -tO,90D-*€+1,60H 1 1,49 14.31 0.24 0.24 0.55 0.53 27.43 Vu < PhiVc/2 Not Reqd 27,4 0,0 0,0 -tO.90D+£+1.60H 1 1,51 14.31 0.24 0.24 0.55 0.53 27.42 Vu < PhiVc/2 Not Reqd 27,4 0,0 0,0 +O.90D+E+1,60H 1 1,52 14,31 0.24 0.24 0.55 0.52 27.41 Vu < PhiVc/2 Not Reqd 27,4 0,0 0,0 +0.90D->E+1.60H 1 1,53 14,31 0.24 0.24 0.56 0,51 27.40 Vu<PhiVG/2 Not Reqd 27,4 0,0 0,0 -K).90D+E+1.60H 1 1,55 14,31 0.24 0.24 0.56 0,50 27.40 Vu < PhiVc/2 Not Reqd 27.4 0,0 0,0 •*O.90D+E+1.60H 1 1,56 14,31 0.23 0.23 0.56 0,50 27.39 Vu < PhiVc/2 Not Reqd 27.4 0,0 0,0 •tO.90D-*E+1.60H 1 1.57 14,31 0.23 0.23 0.56 0,49 27.38 Vu<PhiVc/2 Not Reqd 27.4 0.0 0,0 -tO.90D+£+1.60H 1 , 1.59 14,31 0.23 0.23 0.57 0,48 27.37 Vu < PhiVc/2 Not Reqd 27.4 0,0 0,0 +O.90D+E+1.60H 1 1.60 14.31 0.23 0.23 0,57 0,47 27.36 Vu < PhiVc/2 Not Reqd 27.4 0,0 0.0 -fO.9OD-*£+1.60H 1 1.61 14,31 0.22 0.22 0,57 0,47 27.35 Vu < PhiVc/2 Not Reqd 27.4 0.0 0.0 -K).90D-tE+1.60H 1 1.63 14,31 0.22 0.22 0,58 0,46 27.35 Vu<PhiVc/2 Not Reqd 27.3 0.0 0,0 -K).90D+£+1.60H 1 1.64 14,31 0.22 0,22 0,58 0,45 27.34 Vu < PhiVc/2 Not Reqd 27.3 0.0 0,0 4O.90D+E+1.60H 1 1.65 14,31 0.22 0,22 0,58 0,45 27.33 Vu < PhiVc/2 Not Reqd 27.3 0.0 0,0 •*O.90D+E+1.60H 1 1,67 14,31 0.22 0,22 0,59 0,44 27.32 Vu < PhiVc/2 Not Reqd 27.3 0.0 0,0 -tO.90D-*+1.60H 1 1,68 14,31 0.21 0.21 0,59 0,43 27.31 Vu < PhiVc/2 Not Reqd 27.3 0.0 0,0 +O.90D+E+1.60H 1 1,69 14,31 0.21 0.21 0,59 0,43 27,31 Vu<PhiVc'2 Not Reqd 27.3 0.0 0.0 •K).90D+£+1.60H 1 1.71 14,31 0.21 0.21 0,59 0.42 27,30 Vu < PhiVc/2 Not Reqd 27.3 0.0 0.0 -K).90D+E+1.60H 1 1.72 14,31 0.21 0.21 0,60 0,41 27,29 Vu<PhiVc/2 Not Reqd 27.3 0.0 0.0 +O.90D+E+1.60H 1 1.73 14,31 0.21 0.21 0,60 0.41 27,29 Vu < PhiVc/2 Not Reqd 27.3 0.0 0.0 •K).90D-«+1.60H 1 1.75 14.31 0,20 0.20 0,60 0,40 27,28 Vu < PhiVc/2 Not Reqd 27.3 0.0 0.0 -tO.90D-€+1.60H 1 1.76 14.31 0,20 0.20 0,60 0.40 27,27 Vu < PhiVc/2 Not Reqd 27.3 0.0 0.0 •K).90D+E+1.60H 1 1.77 14.31 0,20 0.20 0.61 0.39 27,26 Vu < PhiVc/2 Not Reqd 27.3 0.0 0,0 -K).90D-f£+1.60H 1 1.79 14.31 0,20 0.20 0.61 0.38 27,26 Vu < PhiVc/2 Not Reqd 27.3 0.0 0,0 -K).90D-tE+1.60H 1 1.80 14.31 0,19 0.19 0.61 0.38 27,25 Vu < PhiVc/2 Not Reqd 27.3 0.0 0,0 •tO.90D-t£+1.60H 1 1.81 14.31 0,19 0.19 0.62 0.37 27.24 Vu < PhiVc/2 Not Reqd 27.2 0.0 0,0 •K).90D+E+1.60H 1 1.83 14.31 0,19 0.19 0.62 0.37 27.24 Vu < PhiVc/2 Not Reqd 27.2 0,0 0.0 -K),90D-*+1,60H 1 1.84 14,31 0.19 0.19 0.62 0.36 27.23 Vu < PhiVc/2 Not Reqd 27.2 0,0 0.0 •+O,90D-tE+1,60H 1 1.85 14.31 0.19 0.19 0.62 0.36 27.22 Vu < PhiVc/2 Not Reqd 27.2 0,0 0.0 -O,90D+E+1,60H 1 1.87 14.31 0.18 0.18 0.63 0.35 27.22 Vu < PhiVc/2 Not Reqd 27.2 0,0 0.0 Coast Engineering 10231 Slater Ave., Suite 201 Fountain valley, CA, 92708 Project Title: Engineer: Project Descr: VILLA REAL APPARTMENTS '^7 f F,R Proiect ID: J.N, 38-2012 REMEDIAL PIER WALLS (714) 593-0337 Printed: 4NOV2012,11:14AM Concrete Beam File: \\servet^2012-iobs\38-2012 Villa Real Apartments\ENERCALCa8-20Ueo6 b J... . ENERCALC,INC. 1983-2012,Build:6:1Z11.1i1/en6,12.1i,iv | iLic. #: KW-06007419 Licensee: coast engineering Description: GRADE BEAM Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (In) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest •tO,90D+£+1,60H 1 1.88 14.31 0.18 0,18 0.63 0,34 27.21 Vu<PhiVc/2 Not Reqd 27.2 0.0 0.0 •H3,90D+E+1,60H 1 1.89 14.31 0.18 0,18 0.63 0,34 27,21 Vu < PhiVc/2 Not Reqd 27.2 0.0 0.0 +O,90D+E+1,60H 1 1.91 14.31 0.18 0,18 0.63 0,33 27,20 Vu<PhiVc/2 Not Reqd 27.2 0.0 0.0 -tO,90D+E+1,50H 1 1.92 14.31 0.18 0,18 0,63 0.33 27,19 Vu < PhiVc/2 Not Reqd 27.2 0.0 0.0 •K).90D+E+1.60H 1 1.93 14.31 0.17 0,17 0,64 0.32 27,19 Vu < PhiVc/2 Not Reqd 27.2 0.0 0.0 •K),90D+£+1,60H 1 1.95 14.31 0.17 0,17 0,64 0.32 27.18 Vu < PhiVc/2 Not Reqd 27.2 0.0 0.0 +0.90D+E+1.60H 1 1.96 14.31 0.17 0,17 0,64 0.31 27.17 Vu < PhiVc/2 Not Reqd 27.2 0.0 0.0 •K).90D+E+1.60H 1 1.97 14.31 0.17 0,17 0.64 0.31 27.17 Vu<PhlVc/2 Not Reqd 27.2 0.0 0.0 +0.90D+E+1.60H 1 1.99 14.31 0.16 0,16 0.65 0.30 27,16 Vu<PhiVc/2 Not Reqd 27.2 0,0 0.0 •K).90D+£+1.60H 1 2.00 14.31 0.16 0,16 0.65 0.30 27.16 Vu < PhiVc/2 Not Reqd 27.2 0,0 0.0 •*O.90D+E+1.60H 1 2.01 14.31 0.16 0,16 0.65 0.29 27,15 Vu < PhiVc/2 Not Reqd 27.2 0,0 0.0 •tO.90D+E+1.60H 1 2,03 14,31 0,16 0,16 0.65 0.29 27.15 Vu < PhiVc/2 Not Reqd 27.1 0,0 0.0 +0.90D+£+1.60H 1 2,04 14.31 0,16 0.16 0.65 0.28 27.14 Vu < PhiVc/2 Not Reqd 27.1 0,0 0.0 •tO.90D+E+1.60H 1 2.05 14,31 0.15 0,15 0.66 0.28 27.13 Vu < PhiVc/2 Not Reqd 27.1 0,0 0.0 -tO.90D+E+1.60H 1 2.07 14.31 0.15 0.15 0.66 0.27 27.13 Vu < PhlVc/2 Not Reqd 27.1 0.0 0.0 +O.90D+E+1.60H 1 2.08 14.31 0.15 0.15 0.66 0.27 27.12 Vu < PhlVc/2 Not Reqd 27.1 0.0 0.0 •K).90D+E+1.60H 1 2.09 14.31 0.15 0.15 0.66 0.26 27.12 Vu < PhiVc/2 Not Reqd 27,1 0.0 0.0 +0.90D+E+1.60H 1 2.11 14.31 0.14 0.14 0,66 0,26 27.11 Vu < PhiVc/2 Not Reqd 27,1 0.0 0,0 +O.90D+E+1.60H 1 2,12 14.31 0.14 0.14 0,67 0.26 27.11 Vu < PhiVc/2 Not Reqd 27,1 0.0 0,0 tO.90D+E+1.60H 1 2,13 14.31 0.14 0.14 0,67 0.25 27.10 Vu < PhlVc/2 Not Reqd 27,1 0.0 0,0 •tO.90D+£+1.60H 1 2.15 14.31 0.14 0.14 0,67 0.25 27.10 Vu < PhiVc/2 Not Reqd 27,1 0.0 0,0 +0.90D+E+1.60H 1 2.16 14.31 0.14 0.14 0,67 0.24 27.09 Vu < PhiVc/2 Not Reqd 27,1 0.0 0,0 •K).90D+E+1.60H 1 2,17 14,31 0.13 0.13 0,67 0.24 27.09 Vu < PhlVc/2 Not Reqd 27,1 0.0 0,0 •tO.90D+£+1,60H 1 2,19 14.31 0.13 0.13 0.68 0.23 27.08 Vu < PhiVc/2 Not Reqd 27,1 0.0 0,0 •tO,90D+£+1,60H 1 2,20 14,31 0.13 0.13 0.68 0.23 27.08 Vu<PhiVc/2 Not Reqd 27.1 0.0 0,0 +0,90D+E+1,60H 1 2.21 14.31 0.13 0.13 0.68 0,22 27.07 Vu < PhlVc/2 Not Reqd 27.1 0.0 0,0 tO.90D+E+1.60H 1 2.23 14,31 0.13 0.13 0.68 0.22 27.07 Vu < PhiVc/2 Not Reqd 27.1 0.0 0,0 •tO,90D+E+1,60H 1 2,24 14.31 0.12 0.12 0.68 0,22 27.06 Vu < PhiVc/2 Not Reqd 27.1 0.0 0,0 +0.90D-tE+1.60H 1 2.25 14.31 0.12 0.12 0.68 0.21 27.06 Vu < PhiVc/2 Not Reqd 27,1 0.0 0.0 +0,90D+£+1,60H 1 2,27 14.31 0.12 0,12 0.69 0.21 27.05 Vu<PhiVc/2 Not Reqd 27,1 0,0 0.0 •K),90D-fE+1,60H 1 2,28 14.31 0.12 0,12 0.69 0.20 27,05 Vu < PhiVc/2 Not Reqd 27,0 0,0 0,0 •K),90Dt€+1,60H 1 2,29 14.31 0.11 0,11 0.69 0.20 27,04 Vu<PhiVc/2 Not Reqd 27,0 0,0 0,0 •K),90Dt€+1.60H 1 2,31 14.31 0.11 0,11 0.69 0.19 27,04 Vu < PhiVc/2 Not Reqd 27,0 0,0 0,0 -*0,90D+E+1,60H 1 2,32 14.31 0.11 0.11 0.69 0.19 27,03 Vu < PhiVc/2 Not Reqd 27,0 0.0 0,0 +O.90D+E+1.60H 1 2,33 14.31 0.11 0,11 0.69 0.19 27,03 Vu < PhlVc/2 Not Reqd 27,0 0.0 0,0 +0,90D-tE+1,60H 1 2,35 14,31 0.11 0.11 0.69 0,18 27,02 Vu < PhiVc/2 Not Reqd 27,0 0,0 0,0 •K),90D-€+1,60H 1 2.36 14,31 0,10 0.10 0,70 0,18 27.02 Vu < PhiVc/2 Nof Reqd 27,0 0,0 0,0 +0.90D-fE+1,60H 1 2,37 14,31 0,10 0.10 0,70 0,17 27,01 Vu < PhlVc/2 Not Reqd 27,0 0,0 0,0 +O,90D+£+1,60H 1 2,39 14,31 0,10 0.10 0,70 0,17 27,01 Vu < PhiVc/2 Not Reqd 27,0 0,0 0,0 •K).90D+£+1.60H 1 2,40 14,31 0,10 0,10 0,70 0,17 27.00 Vu < PhNdl Not Reqd 27,0 0,0 0,0 •K),90D-*+1.60H 1 2,41 14,31 0,10 0,10 0,70 0,16 27,00 Vu < PhiVc/2 Not Reqd 27,0 0,0 0,0 +O.90D-te+1.60H 1 2,43 14.31 0,09 0,09 0,70 0,16 26,99 Vu < PhlVc/2 Not Reqd 27,0 0,0 0,0 -tO,90D+E+1,60H 1 2,44 14.31 0,09 0,09 0,70 0,15 26,99 Vu < PhiVc/2 Not Reqd 27,0 0.0 0,0 +0,90D+£+1,60H 1 2,45 14,31 0,09 0.09 0,71 0,15 26,98 Vu < PhiVc/2 Not Reqd 27,0 0.0 0,0 •tO,90D+E+1,60H 1 2,47 14,31 0,09 0,09 0.71 0,15 26,98 Vu < PhlVc/2 Not Reqd 27,0 0.0 0,0 •K),90D+£+1,60H 1 2,48 14,31 0.08 0.08 0.71 0,14 26,98 Vu < PhiVc/2 Not Reqd 27.0 0.0 0,0 •tO.90D+E+1,60H 1 2.49 14,31 0.08 0.08 0,71 0,14 26,97 Vu<PhiVc/2 Not Reqd 27.0 0.0 0,0 +O,90D+e+1,60H 1 2.51 14,31 0.08 0.08 0,71 0,13 26,97 Vu < PhiVc/2 Not Reqd 27.0 0.0 0,0 •tO.90D+E+1.60H 1 2.52 14,31 0.08 0.08 0,71 0,13 26,96 Vu < PhiVc/2 Not Reqd 27.0 0.0 0,0 +0.90D+E+1.60H 1 2.53 14.31 0.08 0.08 0.71 0,13 26,96 Vu < PhiVc/2 Not Reqd 27.0 0.0 0,0 -K).90D-*+1.60H 1 2.55 14.31 0.07 0.07 0,71 0.12 26,95 Vu < PhiVc/2 Not Reqd 27.0 0.0 0,0 •tO,90D+E+1,60H 1 2.56 14.31 0,07 0.07 0,71 0.12 26,95 Vu < PhiVc/2 Not Reqd 26.9 0.0 0,0 -tO.90D->E+1,60H 1 2.57 14.31 0,07 0,07 0,71 0.12 26,94 Vu < PhiVc/2 Not Reqd 26.9 0.0 0,0 -K),90D-«+1.60H 1 2.59 14.31 0,07 0,07 0,72 0.11 26,94 Vu < PhiVc/2 Not Reqd 26.9 0.0 0,0 Coast Engineering 10231 SlaterAve., Suite 201 Fountain valley, CA. 92708 (714)593-0337 Project Title: VILLA REAL APPARTMENTS "^^7. Engineer: F.R. Proiect ID: J.N. 38-2012 Project Descr; REMEDIAL PIER WALLS Printed: 4 NOV 2012.11:14AM Rle: \\servert2012-]obs\38-2012 Mila Reai Apartm6nts\ENERCALa38-201Ze(!6 k :; ; ENERGALa^^ Licensee : coast engineering Concrete Beam Lie. #; KW-06007419 Description: GRADE BEAM Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (In) Actual Design (k-ft) (k) (k) (k) Req'd Suggest -K).90D+E+1.60H 1 2.60 14.31 0,06 0.06 0.72 0.11 26,94 Vu < PhiVc/2 Not Reqd 26.9 0.0 0.0 •K).90D+£+1.60H 1 2.61 14.31 0,06 0.06 0.72 0.10 26,93 Vu<PhiVc/2 Not Reqd 26.9 0.0 0.0 -t€.90D-fE+1.60H 1 2.63 14.31 0,06 0.06 0.72 0.10 26,93 Vu < PhiVc/2 Not Reqd 26.9 0.0 0.0 +O.90D+E+1.60H 1 2.64 14.31 0,06 0.06 0,72 0.10 26,92 Vu < PhiVc/2 Not Reqd 26,9 0,0 0.0 -O.90D-€+1,60H 1 2.65 14.31 0,06 0.06 0,72 0.09 26.92 Vu < PhlVc/2 Not Reqd 26,9 0,0 0.0 •H),90D+£+1.60H 1 2.67 14.31 0,05 0.05 0,72 0.09 26.91 Vu < PhiVc/2 Not Reqd 26,9 0,0 0.0 +0,90D->e+1,60H 1 2.68 14.31 0.05 0.05 0,72 0.09 26.91 Vu < PhlVc/2 Not Reqd 26,9 0,0 0.0 •tO.90D+E+1.60H 1 2.69 14.31 0.05 0,05 0.72 0.08 26.91 Vu<PhiVc/2 Not Reqd 26,9 0,0 0.0 •tO.90D+£+1.60H 1 2.71 14.31 0.05 0,05 0.72 O.OS 26.90 Vu < PhiVc/2 Not Reqd 26,9 0,0 0.0 +O.90D-€+1.60H 1 2.72 14.31 0.05 0,05 0.72 0,07 26.90 Vu < PhlVc/2 Not Reqd 26,9 0,0 0.0 -K).90D-«+1.60H 1 2.73 14.31 0.04 0,04 0.72 0,07 26.89 Vu < PhlVc/2 Not Reqd 26,9 0,0 0.0 •K).90D+E+1.60H 1 2.75 14.31 0,04 0,04 0.72 0,07 26,89 Vu<PhiVc/2 Not Reqd 26.9 0,0 0.0 •K).90D+E+1.60H 1 2.76 14.31 0.04 0,04 0.72 0,06 26,88 Vu < PhiVc/2 Not Reqd 26.9 0,0 0.0 -K).90D+E+1,60H 1 2.77 14,31 0,04 0.04 0.73 0,06 26.88 Vu < PhlVc/2 Not Reqd 26.9 0,0 0.0 •K).90D+E+1,60H 1 2.79 14,31 0,03 0.03 0.73 0,06 26.88 Vu < PhiVo'2 Not Reqd 26.9 0,0 0.0 •K),90D+E+1,60H 1 2.80 14,31 0,03 0.03 0.73 0.05 26.87 Vu < PhiVc/2 Not Reqd 26.9 0,0 0.0 +O,90D+£+1,60H 1 2.81 14,31 0,03 0.03 0.73 0.05 26.87 Vu < PhiVc/2 Not Reqd 26.9 0,0 0.0 +O,90D+£+1,60H 1 2.83 14,31 0,03 0.03 0.73 0.05 26.86 Vu<PhiVc/2 Not Reqd 26,9 0,0 0.0 -K),90D+£+1,60H 1 2.84 14,31 0.03 0.03 0.73 0.04 26.86 Vu < PhiVc/2 Not Reqd 26,9 0,0 0.0 -K),90D+E+1,60H 1 2.85 14,31 0.02 0.02 0.73 0.04 26.86 Vu < PhiVc/2 Not Reqd 26,9 0,0 0.0 +O,90D+E+1,60H 1 2.87 14,31 0.02 0.02 0.73 0.04 26.85 Vu < PhiVc/2 Not Reqd 26,9 0,0 0.0 •K),90D+E+1,60H 1 2.88 14,31 0.02 0.02 0,73 0.03 26.85 Vu < PhiVc/2 Not Reqd 26,8 0,0 0,0 +0,90D+E+1,60H 1 2.89 14,31 0.02 0.02 0,73 0.03 26.84 Vu < PhiVc/2 Not Reqd 26,8 0,0 0,0 •tO,90D+£+1,60H 1 2.91 14,31 0.02 0,02 0.73 0,02 26,84 Vu < PhiVc/2 Not Reqd 26,8 0,0 0,0 +0,90D+E+1,60H 1 2.92 14.31 0.01 0,01 0,73 0,02 26,84 Vu < PhiVc/2 Not Reqd 26,8 0,0 0,0 +0,90D+E+1,60H 1 2.93 14.31 0.01 0,01 0,73 0,02 26,83 Vu < PhiVc/2 Not Reqd 26,8 0,0 0,0 ••0,90D+£+1,60H 1 2.95 14.31 0.01 0,01 0.73 0,01 26,83 Vu < PhiVc/2 Not Reqd 26,8 0,0 0,0 -K),90D+£+1,60H 1 2.96 14.31 0.01 0,01 0.73 0,01 26,82 Vu < PhiVc/2 Not Reqd 26,8 0,0 0,0 •K),90D-tE+1,60H 1 2.97 14.31 0.00 0,00 0.73 0.01 26,82 Vu < PhiVc/2 Nof Reqd 26,8 0,0 0,0 •K),90D-*+1,60H 1 2.99 14.31 0.00 0,00 0.73 0.00 26,81 Vu < PhiVc/2 Not Reqd 26,8 0,0 0,0 •tO,90D+E+1,60H 1 3.00 14.31 -0.00 0,00 0.73 0.00 26,81 Vu < PhiVc/2 Not Reqd 26,8 0,0 0,0 +0,90D-€+1,60H 1 3.01 14.31 -0.00 0,00 0.73 0.00 26,81 Vu<PhlVc/2 Not Reqd 26,8 0,0 0,0 •K),90D+E+1,60H 1 3.03 14.31 -0.00 0,00 0.73 0.01 26,82 Vu < PhiVc/2 Not Reqd 26,8 0,0 0,0 •K),90D+£+1,60H 1 3.04 14.31 -0.01 0,01 0.73 0.01 26,82 Vu < PhiVc/2 Not Reqd 26,8 0.0 0,0 -K),90D+£+1,60H 1 3.05 14.31 -0.01 0,01 0,73 0.01 26,83 Vu < PhiVG/2 Not Reqd 26,8 0.0 0,0 -K),90D+£+1,60H 1 3.07 14.31 -0.01 0,01 0,73 0.02 26,83 Vu < PhiVc/2 Not Reqd 26,8 0.0 0.0 •K),90D+E+1,60H 1 3.08 14,31 -0.01 0,01 0,73 0.02 26,84 Vu < PhiVc/2 Not Reqd 26,8 0.0 0.0 +O,90D+E+1,60H 1 3.09 14,31 -0.02 0,02 0,73 0.02 26,84 Vu < PhiVc/2 Not Reqd 26.8 0.0 0.0 -t{l,90D+£+1,60H 1 3,11 14,31 -0.02 0,02 0,73 0.03 26,84 Vu < PhiVc/2 Not Reqd 26.8 0.0 0,0 -K),90D-«+1,60H 1 3,12 14,31 -0.02 0,02 0,73 0.03 26,85 Vu < PhiVc/2 Not Reqd 26.8 0.0 0,0 •H),90D-t€+1,60H 1 3.13 14,31 -0.02 0.02 0.73 0.04 26.85 Vu < PhiVc/2 Not Reqd 26.9 ao 0,0 -tO,90D+E+1,60H 1 3.15 14,31 -0.02 0.02 0.73 0.04 26.86 Vu < PhiVc/2 Not Reqd 26.9 0.0 0,0 +O,90D-tE+1,60H 1 3.16 14,31 -0.03 0.03 0.73 0.04 26.86 Vu < PhiVc/2 Not Reqd 26,9 0.0 0,0 -K),90D-tE+1,60H 1 3,17 14,31 -0.03 0.03 0.73 0.05 26.86 Vu < PhiVc/2 Not Reqd 26,9 0.0 0.0 +O,90D+E+1,60H 1 3,19 14,31 -0.03 0.03 0.73 0.05 26,87 Vu < PhiVc/2 Not Reqd 26.9 0.0 0.0 +O,90D-t€+1,60H 1 3,20 14,31 -0.03 0.03 0.73 0,05 26.87 Vu < PhiVc/2 Not Reqd 26.9 0.0 0.0 -Kl,90D+£+1,60H 1 3.21 14,31 -0.03 0.03 0,73 0,06 26.88 Vu < PhiVc/2 Not Reqd 26.9 0,0 0.0 +0,90D-€+1,60H 1 3.23 14,31 -0.04 0.04 0,73 0,06 26.88 Vu < PhiVc/2 Not Reqd 26,9 0.0 0.0 -tfl.90D+£+1,60H 1 3.24 14,31 -0.04 0.04 0,72 0,06 26.88 Vu < PhiVc/2 Not Reqd 26,9 0,0 0.0 -tO,90D->£+1,60H 1 3.25 14,31 -0,04 0.04 0,72 0,07 26.89 Vu < PhiVc/2 Not Reqd 26,9 0.0 0.0 -K),90D+E+1,60H 1 3.27 14,31 -0,04 0.04 0.72 0,07 26.89 Vu < PhiVc/2 Not Reqd 26,9 0.0 0.0 •K),90D+E+1,60H 1 3.28 14,31 -0.05 0.05 0,72 0,07 26.90 Vu < PhiVo/2 Not Reqd 26.9 0.0 0.0 •K).90D-tE+1.60H 1 3.29 14,31 -0.05 0.05 0.72 0,08 26.90 Vu < PhiVc/2 Not Reqd 26.9 0.0 0.0 •K),90D+E+1.60H 1 3.31 14,31 -0.05 0.05 0.72 0,08 26.91 Vu < PhiVc/2 Not Reqd 26.9 0.0 0.0 Coast Engineering 10231 SlaterAve., Suite 201 Fountain valley, CA. 92708 (714) 593-0337 Project Title: VILLA REAL APPARTMENTS ^^^^ li Engineer: F.R. Proiect ID: J.N. 38-2012 Project Descr: REMEDIAL PIER WALLS Printed: 4 NOV 2012.11:14AM File: \\server\2012-iobs\38-2012 villa Real Apattments\ENERCALG\38-2012.ec6 b ENERCALc,:INa:llB3j01ZBultelZ1lJi^ : I Licensee : coast engineering Concrete Beam Lic.# : KW-06007419 Description: GRADE BEAM Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +0.90D+E+1,60H 1 3,32 14.31 -0.05 0.05 0,72 0,09 26.91 Vu < PhiVc/2 Not Reqd 26.9 0,0 0.0 -tO,90D+€+1,60H 1 3,33 14.31 -0.05 0.05 0,72 0,09 26.91 Vu < PhiVc/2 Not Reqd 26.9 0,0 0.0 •tO,90D+E+1,60H 1 3,35 14.31 -0.06 0.06 0,72 0,09 26.92 Vu < PhiVc/2 Not Reqd 26.9 0,0 0.0 +0,90D+£+1,60H 1 3,36 14.31 -0.06 0.06 0.72 0,10 26.92 Vu < PhiVc/2 Nof Reqd 26,9 0,0 0.0 •K),90D+E+1,60H 1 3,37 14.31 -0.06 0.06 0.72 0,10 26.93 Vu < PhiVc/2 Not Reqd 26.9 0,0 0.0 -K),90D+£+1,60H 1 3,39 14.31 -0.06 0.06 0.72 0,10 26.93 Vu < PhiVc/2 Not Reqd 26.9 0,0 0.0 +0,90D+£+1,60H 1 3.40 14.31 -0.06 0,06 0.72 0,11 26.94 Vu < PhiVc/2 Not Reqd 26.9 0,0 0.0 +0,90D+E+1,60H 1 3.41 14.31 -0.07 0,07 0.72 0.11 26,94 Vu < PhiVc/2 Not Reqd 26.9 0,0 0.0 -K),90D-t£+1,60H 1 3.43 14,31 -0.07 0,07 0.71 0,12 26,94 Vu < PhiVc/2 Not Reqd 26.9 0,0 0.0 •K),90D+E+1,60H 1 3,44 14,31 -0,07 0,07 0.71 0.12 26,95 Vu < PhiVc/2 Not Reqd 26.9 0,0 0.0 -K).90D+E+1,60H 1 3,45 14,31 -0,07 0,07 0.71 0.12 26,95 Vu < PhiVo'2 Not Reqd 27.0 0,0 0.0 -tO,90D+E+1.60H 1 3,47 14,31 -0,08 0,08 0.71 0.13 26.96 Vu < PhiVc/2 Not Reqd 27.0 0,0 0.0 •K).90D-t£+1.60H 1 3,48 14.31 . -0,08 0.08 0.71 0.13 26.96 Vu < PhiVc/2 Not Reqd 27.0 0,0 0.0 -K).90D-*£+1.60H 1 3,49 14,31 -0,08 0.08 071 0.13 26.97 Vu < PhiVc/2 Not Reqd 27.0 0,0 0.0 •K).90D+£+1,60H 1 3,51 14.31 -0.08 0.08 0.71 0.14 26.97 Vu < PhiVc/2 Not Reqd 27.0 0,0 0.0 •K).90D+E+1,60H 1 3,52 14.31 -0,08 0.08 0,71 0.14 26.98 Vu < PhiVc/2 Not Reqd 27.0 0,0 0.0 +0,90D+£+1,60H 1 3,53 14.31 -0,09 0.09 0,71 0.15 26.98 Vu < PhiVc/2 Not Reqd 27.0 0.0 0.0 -K).90D-tE+1.60H 1 3,55 14.31 -0,09 0.09 0.71 0.15 26.98 Vu < PhiVc/2 Not Reqd 27.0 0.0 0.0 +O.90D->e+1.60H 1 3,56 14.31 -0,09 0.09 0,70 0,15 26.99 Vu < PhiVc/2 Not Reqd 27.0 0.0 0.0 +O,90D+E+1,60H 1 3,57 14.31 -0,09 0.09 0.70 0,16 26.99 Vu < PhlVc/2 Not Reqd 27.0 0.0 0.0 •K),90D+£+1,60H 1 3.59 14.31 -0.10 0.10 0,70 0,16 27,00 Vu < PhlVc/2 Not Reqd 27,0 0.0 0.0 •K).90D+£+1,60H 1 3.60 14.31 -0.10 0.10 0,70 0.17 27,00 Vu < PhiVc/2 Not Reqd 27,0 0.0 0.0 +0,90D+E+1,60H 1 3.61 14.31 -0.10 0.10 0,70 0.17 27,01 Vu < PhlVc/2 Not Reqd 27.0 0.0 0.0 •K).90D-te+1.60H 1 3.63 14.31 -0.10 0.10 0,70 0.17 27,01 Vu < PhiVc/2 Not Reqd 27,0 0.0 0.0 +0.90D+E+1.60H 1 3.64 14.31 -0.10 0.10 0,70 0.18 27,02 Vu < PhiVc/2 Not Reqd 27,0 0,0 0.0 -KI.90D+E+1.60H 1 3,65 14.31 -0.11 0.11 0,69 0.18 27,02 Vu < PhiVc'2 Not Reqd 27.0 0,0 0.0 40.90D+E+1.60H 1 3,67 14.31 -0.11 0.11 0.69 0.19 27,03 Vu < PhiVc/2 Not Reqd 27.0 0,0 0.0 +O.90D-€+1.60H 1 3,68 14.31 -0.11 0,11 0.69 0.19 27,03 Vu < PhlVc/2 Not Reqd 27.0 0.0 0.0 •»O.90D+£+1.60H 1 3,69 14.31 -0.11 0,11 0.69 0.19 27,04 Vu < PhlVc/2 Not Reqd 27,0 0,0 0.0 +O.90Dt€+1.60H 1 3,71 14,31 -0,11 0,11 0.69 0.20 27,04 Vu < PhlVc/2 Not Reqd 27,0 0.0 0,0 tO.90D+£+1.60H 1 3.72 14,31 -0,12 0,12 0.69 0.20 27,05 Vu < PhiVc/2 Not Reqd 27.0 0.0 0.0 -tO.90D->e+1.60H 1 3.73 14,31 -0,12 0,12 0.69 0.21 27,05 Vu < PhiVc/2 Not Reqd 27.1 0.0 0,0 tO.90D-tE+1,60H 1 3.75 14.31 -0,12 0,12 0.68 0.21 27,06 Vu < PhiVc'2 Not Reqd 27.1 0.0 0.0 •K),90D-f£+1,60H 1 3.76 14.31 -0,12 0,12 0.68 0.22 27.06 Vu < PhiVc/2 Not Reqd 27.1 0.0 0.0 tO,90D+E+1,60H 1 3.77 14.31 -0,13 0,13 0.68 0.22 27.07 Vu < PhiVc/2 Not Reqd 27.1 0.0 0.0 -»0,90D-f£+1,60H 1 3.79 14.31 -0,13 0,13 0.68 0.22 27.07 Vu<PhiVc/2 Not Reqd 27.1 0.0 0.0 -tO,90D+£+1,60H 1 3.80 14.31 -0,13 0,13 0.68 0.23 27.08 Vu < PhiVc/2 Not Reqd 27.1 0.0 0.0 -tC,90D-+£+1,60H 1 3,81 14.31 -0,13 0.13 0.68 0.23 27.08 Vu < PhiVc/2 Not Reqd 27.1 0,0 0.0 •*0,90D+£+1,60H 1 3,83 14.31 -0,13 0.13 0.67 0.24 27.09 Vu < PhiVc/2 Not Reqd 27.1 0,0 0.0 +0,90D-€+1,60H 1 3.84 14.31 -0.14 0.14 0.67 0.24 27.09 Vu < PhiVc/2 Not Reqd 27.1 0,0 0.0 •tO,90D-t£+1,60H 1 3.85 14.31 -0.14 0.14 0.67 0.25 27.10 Vu < PhiVc/2 Not Reqd 27.1 0,0 0.0 •K),90D+£+1,60H 1 3,87 14.31 -0.14 0.14 0.67 0.25 27.10 Vu < PhiVc/2 Not Reqd 27.1 0,0 0.0 •K).90D-f£+1,60H 1 3,88 14.31 -0.14 0.14 0.67 0.26 27.11 Vu < PhiVc/2 Not Reqd 27,1 0,0 0.0 •tO.90D+£+1.60H 1 3,89 14.31 -0.14 0.14 0,66 0.26 27.11 Vu < PhiVc'2 Not Reqd 27,1 0,0 0.0 •K).90D-«+1.60H 1 3,91 14.31 -0.15 0.15 0,66 0.26 27.12 Vu < PhiVc/2 Not Reqd 27,1 0,0 0.0 +0.90D+E+1.60H 1 3.92 14.31 -0.15 0.15 0,66 0.27 27.12 Vu < PhiVc/2 Not Reqd 27,1 0,0 0.0 •*O,90D-te+1,60H 1 3.93 14,31 -0.15 0.15 0,66 0.27 27.13 Vu < PhiVc/2 Not Reqd 27,1 0.0 0.0 •K),90D-tE+1,60H 1 3.95 14,31 -0.15 0.15 0,66 0.28 27.13 Vu < PhiVc/2 Not Reqd 27,1 0.0 0.0 •tO,90D-€+1,60H 1 3.96 14,31 -0.16 0.16 0,65 0.28 27.14 Vu < PhiVc/2 Not Reqd 27,1 0.0 0.0 •K),90D+E+1,60H 1 3.97 14,31 -0.16 0.16 0,65 0.29 27.15 Vu < PhiVc/2 Not Reqd 27,1 0.0 0.0 •K),90D-€+1,60H 1 3.99 14,31 -0.16 0.16 0,65 0.29 27.15 Vu < PhiVo'2 Not Reqd 27,2 0.0 0.0 -tO,90D+E+1,60H 1 4.00 14.31 -0.16 0.16 0,65 0.30 27.16 Vu < PhiVc/2 Not Reqd 27.2 0.0 0.0 -K),90D+E+1,60H 1 4.01 14.31 -0.16 0.16 0,65 0.30 27.16 Vu < PhiVc/2 Not Reqd 27.2 0.0 0.0 •tO,90D+£+1,60H 1 4.03 14.31 -0.17 0.17 0,64 0.31 27.17 Vu < PhiVc/2 Not Reqd 27,2 0.0 0.0 Coast Engineering 10231 SlaterAve,, Suite 201 Fountain valley, CA, 92708 (714) 593-0337 Project Title: VILLA REAL APPARTMENTS Engineer: F,R, Project Descr: REMEDIAL PIER WALLS ^7. /2. ProjectID: J,N, 38-2012 Printed: 4NOV2012.11:14AM Rle: \teerver\2012r)obs\3&-2012 Wlla Real AparttT)ents\ENeRCALC\38-2012.eo6 k ENERCALC, INC, 1983-2012, Build:6,12;11;1, Vw6,12,11vi j I Licensee : coast engineering Concrete Beam Lie. # : KW-06007419 Description: GRADE BEAM Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment PhI'Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +0,90D+E+1,60H 1 4.04 14,31 -0,17 0.17 0.64 0.31 27,17 Vu < PhiVc/2 Not Reqd 27.2 0.0 0,0 +0,90D+E+1,60H 1 4,05 14.31 -0,17 0.17 0.64 0,32 27,18 Vu < PhlVc/2 Not Reqd 27.2 0.0 0,0 •K),90D-t€+1,60H 1 4,07 14.31 -0.17 0.17 0.64 0.32 27,19 Vu < PhiVo/2 Not Reqd 27.2 0,0 0,0 +O,90D+E+1,60H 1 4.08 14.31 -0.18 0.18 0.63 0,33 27,19 Vu < PhiVc/2 Not Reqd 27.2 0,0 0,0 •*O,90D+E+1.60H 1 4.09 14.31 -0.18 0.18 0,63 0.33 27.20 Vu < PhiVc/2 Not Reqd 27,2 0.0 0,0 +0,90D+E+1,60H 1 4.11 14.31 -0,18 0.18 0,63 0,34 27,21 Vu<PhiVc/2 Not Reqd 27,2 0.0 0,0 -»0.90D+e+1.60H 1 4.12 14.31 -0.18 0.18 0,63 0.34 27,21 Vu < PhiVc/2 Not Reqd 27,2 0.0 0,0 +O.90D+E+1.60H 1 4.13 14.31 -0,18 0.18 0,63 0.35 27,22 Vu < PhiVc/2 Not Reqd 27,2 0.0 0,0 •*0.90D+E+1.60H 1 4.15 14.31 -0.19 0.19 0,62 0.36 27,22 Vu < PhiVc/2 Not Reqd 27.2 0,0 0,0 +0.90D+E+1.60H 1 4,16 14.31 -0,19 0,19 0,62 0.36 27,23 Vu < PhiVc/2 Not Reqd 27,2 0,0 0,0 •K).90D+£+1.60H 1 4,17 14.31 -0,19 0,19 0,62 0,37 27,24 Vu < PhiVc'2 Not Reqd 27.2 0,0 0,0 •K),90D+E+1.60H 1 4,19 14.31 -0,19 0,19 0,62 0,37 27,24 Vu < PhiVc/2 Not Reqd 27.2 0,0 0,0 •K),90D+£+1,60H 1 4,20 14.31 -0,19 0,19 0,61 0,38 27.25 Vu < PhlVc/2 Not Reqd 27.3 0,0 0,0 +0.90D+E+1,60H 1 4.21 14.31 -0.20 0,20 0,61 0,38 27.26 Vu < PhiVc'2 Not Reqd 27.3 0,0 0,0 -tO,90D-t€+1,60H 1 4,23 14.31 -0,20 0,20 0,61 0,39 27.26 Vu < PhlVc/2 Not Reqd 27.3 0,0 0,0 +0,90D+E+1,60H 1 4.24 14.31 -0.20 0,20 0,60 0,40 27.27 Vu < PhiVc/2 Not Reqd 27.3 0,0 0,0 •*O,90D+£+1,60H 1 4.25 14.31 -0.20 0,20 0,60 0,40 27.28 Vu < PhiVo'2 Not Reqd 27.3 0,0 0,0 +O.90D+E+1,60H 1 4.27 14.31 -0,21 0,21 0,60 0.41 27.29 Vu < PhiVc/2 Not Reqd 27.3 0,0 0,0 -K),90D+£+1,60H 1 4.28 14.31 -0,21 0,21 0.60 0.41 27.29 Vu < PhiVc'2 Not Reqd 27.3 0,0 0,0 •K).90D+£+1.60H 1 4.29 14.31 -0,21 0,21 0.59 0.42 27.30 Vu < PhNd2 Not Reqd 27.3 0,0 0,0 -tO.90D+E+1,60H 1 4,31 14.31 -0,21 0,21 0.59 0.43 27.31 Vu < PhlVc/2 Not Reqd 27,3 0,0 0,0 -K),90D+£+1,60H 1 4.32 14.31 -0,21 0,21 0.59 0.43 27,31 Vu < PhiVc/2 Not Reqd 27,3 0,0 0,0 -K),90D-t£+1,60H 1 4.33 14.31 -0.22 0,22 0,59 0.44 27,32 Vu < PhiVc/2 Not Reqd 27,3 0,0 0,0 •K).90D+E+1,60H 1 4.35 14.31 -0.22 0.22 0,58 0.45 27,33 Vu < PhiVc/2 Not Reqd 27,3 0,0 0.0 +0,90D+E+1,60H 1 4.36 14.31 -0.22 0.22 0,58 0.45 27,34 Vu < PhiVc/2 Not Reqd 27,3 0,0 0.0 tO.9OD+E+1.60H 1 4.37 14.31 -0.22 0.22 0,58 0.46 27.35 Vu < PhiVc/2 Not Reqd 27,3 0,0 0.0 •K),90D+€+1,60H 1 4.39 14.31 -0.22 0.22 0.57 0.47 27.35 Vu < PhiVc/2 Not Reqd 27,4 0,0 0.0 •K),90D+E+1,60H 1 4.40 14.31 -0.23 0.23 0.57 0.47 27.36 Vu < PhlVc/2 Not Reqd 27,4 0,0 0.0 +0,90D-t£+1,60H 1 4.41 14.31 -0.23 0.23 0.57 0.48 27.37 Vu < PhlVc/2 Nol Reqd 27.4 0.0 0.0 •tO,90D-t£+1,60H 1 4,43 14,31 -0.23 0.23 0,56 0,49 27,38 Vu < PhiVc/2 Not Reqd 27.4 0.0 0.0 tO,90D+E+1,60H 1 4,44 14,31 -0.23 0.23 0,56 0.50 27,39 Vu < PhiVc/2 Not Reqd 27.4 0.0 0.0 •»0,90D+E+1,60H 1 4,45 14,31 -0.24 0.24 0,56 0.50 27.40 Vu<PhiVc/2 Not Reqd 27.4 0.0 0.0 •K).90D+E+1,60H 1 4,47 14,31 -0.24 0.24 0,56 0.51 27,40 Vu < PhiVc/2 Not Reqd 27.4 0.0 0.0 •K),90D+£+1.60H 1 4.48 14,31 -0.24 0.24 0.55 0.52 27.41 Vu < PhiVc/2 Not Reqd 27.4 0.0 0.0 •K}.90D-f£+1.60H 1 4,49 14,31 -0.24 0.24 0.55 0.53 27,42 Vu < PhiVc/2 Not Reqd 27.4 0.0 0.0 •K).90D+E+1.60H 1 4,51 14,31 -0.24 0.24 0.55 0.53 27,43 Vu < PhiVc/2 Not Reqd 27.4 0.0 0,0 +0.90D+E+1.60H 1 4,52 14,31 -0,25 0.25 0.54 0.54 27,44 Vu < PhiVc/2 Not Reqd 27.4 0.0 0,0 tO.90D-t€+1.60H 1 4,53 14,31 -0,25 0.25 0.54 0.55 27,45 Vu < PhiVc/2 Not Reqd 27.4 0.0 0,0 •K).90D+£+1,60H 1 4,55 14,31 -0,25 0.25 0.54 0.56 27,46 Vu < PhiVc/2 Not Reqd 27.5 0.0 0,0 •K).90D+E+1.60H 1 4,56 14,31 -0,25 0.25 0.53 0.57 27,47 Vu < PhiVc/2 Not Reqd 27.5 0.0 0,0 •K),90D+£+1,60H 1 4,57 14,31 -0,26 0.26 0.53 0.58 27,48 Vu < PhiVc/2 Not Reqd 27.5 0,0 0,0 •*O,90D-€+1.60H 1 4.59 14.31 -0.26 0.26 0,53 0.58 27,49 Vu < PhiVc/2 Not Reqd 27.5 0,0 0.0 •K),90D+£+1,60H 1 4,60 14.31 -0.26 0.26 0,52 0.59 27,50 Vu < PhiVc/2 Not Reqd 27,5 0,0 0,0 -K).90D+£+1.60H 1 4,61 14.31 -0.26 0.26 0,52 0.60 27,51 Vu < PhiVc/2 Not Reqd 27,5 0,0 0,0 •tO.90D->E+1.60H 1 4,63 14.31 •0.26 0.26 0,51 061 27,52 Vu < PhiVc/2 Not Reqd 27,5 0,0 0.0 -K).90D+£+1.60H 1 4,64 14.31 -0,27 0.27 0,51 0.62 27,53 Vu < PhiVc/2 Not Reqd 27,5 0,0 0.0 •K).90D-i£+1,60H 1 4,65 14.31 -0,27 0.27 0,51 0.63 27,54 Vu < PhiVc/2 Not Reqd 27,5 0,0 0.0 •tO.90D-t£+1,60H 1 4,67 14.31 -0.27 0.27 0,50 0.64 27,55 Vu < PhiVc/2 Not Reqd 27,6 0,0 0.0 +0.90D+E+1.60H 1 4,68 14.31 -0.27 0.27 0,50 0.65 27,56 Vu < PhiVc/2 Not Reqd 27.6 0,0 0.0 +O.90D+£+1,60H 1 4,69 14,31 -0.27 0.27 0,50 0.66 27,58 Vu < PhiVc/2 Not Reqd 27.6 0,0 0.0 •tO,90D+E+1,60H 1 4,71 14,31 -0.28 0.28 0,49 0.67 27,59 Vu < PhiVa'2 Not Reqd 27.6 0,0 0.0 •tO,90D+E+1,60H 1 4,72 14,31 -0.28 0.28 0,49 0.68 27,60 Vu < PhiVc/2 Not Reqd 27.6 0,0 0.0 -K),90D+E+1.60H 1 4,73 14,31 -0.28 0.28 0.49 0,69 27.61 Vu < PhiVc/2 Not Reqd 27.6 0,0 0.0 4O,90D+E+1.60H 1 4,75 14,31 -0.28 0.28 0.48 0,70 27.62 Vu < PhiVc/2 Not Reqd 27.6 0,0 0.0 Coast Engineering 10231 SlaterAve,, Suite201 Fountain valley, CA, 92708 (714) 593-0337 Project Title: VILLA REAL APPARTMENTS Engineer: F,R, Project Descr: REMEDIAL PIER WALLS ProjectID: J.N, 38-2012 Printed: 4 NOV 2012.11:14AM Concrete Beam Lie.# : KW-06007419 Rle: \\sen/er^2012-jobs\38-2012 Villa Real,Apartments\ENERCALQ3&-2012.ec6 k ENERCALC, INC, 1983-2012, Buiiagl2:itfi;Ver:6,l2,11.1 I Licensee : coast engineering Description: GRADE BEAM Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment PhI'Vs Phl*Vn Spacing (In) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +0.90D+E+1.60H 1 4,76 14,31 -0.29 0.29 0.48 0.71 27.64 Vu < PhlVc/2 Not Reqd 27.6 0.0 0,0 tO.90D-t£+1.60H 1 4,77 14,31 -0.29 0.29 0.47 0.72 27.65 Vu < PhiVc/2 Not Reqd 27.7 0.0 0,0 •tO.90D-«+1.60H 1 4,79 14.31 -0.29 0.29 0.47 0.73 27.66 Vu < PhiVc'2 Not Reqd 27.7 0,0 0.0 •K).90D+E+1.60H 1 4,80 14.31 -0.29 0.29 0.47 0.75 27.68 Vu < PhlVc/2 Not Reqd 27,7 0,0 0,0 +O,90D+E+1.60H 1 4,81 14.31 -0.29 0.29 0.46 0.76 27,69 Vu < PhiVc/2 Not Reqd 27,7 0.0 0,0 +O.90D+E+1,60H 1 4.83 14.31 -0.30 0.30 0.46 0.77 27.70 Vu<PhiVc/2 Not Reqd 27,7 0.0 0.0 •K),90D+£+1,60H 1 4,84 14.31 -0.30 0.30 0.45 0.78 27.72 Vu < PhiVc/2 Not Reqd 27,7 0.0 0.0 -»O,90D-f£+1,60H 1 4,85 14.31 -0,30 0.30 0.45 0.79 27,73 Vu < PhiVc/2 Not Reqd 27,7 0.0 0.0 •K),90D-«+1,60H 1 4,87 14.31 -0,30 0.30 0.45 0.81 27,75 Vu<PhiVc/2 Not Reqd 27,7 0.0 0.0 -tO,90D+E+1,60H 1 4,88 14.31 -0,30 0.30 0.44 0.82 27,76 Vu < PhlVc/2 Not Reqd 27,8 0.0 0.0 -K),90D-*+1,60H 1 4,89 14.31 -0,31 0.31 0.44 0,83 27,78 Vu < PhiVc/2 Not Reqd 27,8 0.0 0.0 +O,90D+£+1,60H 1 4,91 14.31 -0.31 0.31 0.43 0,85 27,80 Vu < PhiVc/2 Not Reqd 27.8 0.0 0.0 •tO.90D-€+1,60H 1 4,92 14,31 -0.31 0.31 0.43 0,86 27,81 Vu < PhiVc/2 Not Reqd 27.8 0.0 0.0 -tO,90D-€+1,60H 1 4,93 14,31 -0.31 0.31 0.43 0,88 27,83 Vu < PhiVo'2 Not Reqd 27.8 0.0 0.0 •K).90D-tE+1.60H 1 4,95 14,31 -0.32 0.32 0.42 0,89 27,85 Vu < PhiVc/2 Not Reqd 27.8 0.0 0.0 -K),90D-fE+1,60H 1 4,96 14,31 -0.32 0.32 0.42 0,91 27,86 Vu < PhiVc/2 Not Reqd 27.9 0.0 0.0 +O,90D+E+1.60H 1 4,97 14,31 -0.32 0.32 0.41 0,92 27.88 Vu < PhiVc'2 Not Reqd 27.9 0.0 0.0 tO,90D+E+1,60H 1 4,99 14,31 -0.32 0.32 0.41 0.94 27.90 Vu < PhiVc/2 Not Reqd 27.9 0.0 0.0 tO.90D+£+1.60H 1 5,00 14.31 -0.32 0.32 0.41 0.95 27.92 Vu<PhiVc/2 Not Reqd 27.9 0.0 0.0 +O.90D+E+1.60H 1 5,01 14,31 -0,33 0.33 0.40 0.97 27,94 Vu < PhiVc/2 Not Reqd 27.9 0.0 0.0 +O.90D+E+1.60H 1 5,03 14.31 -0,33 0.33 0.40 0.99 27,96 Vu < PhlVc/2 Not Reqd 28.0 0.0 0.0 +0.90D-fE+1.60H 1 5,04 14.31 -0.33 0.33 0.39 1.00 27,97 Vu < PhlVc/2 Not Reqd 28.0 0.0 0.0 +0.90D+E+1.60H 1 5.05 14,31 -0.33 0.33 0.39 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 +O.90D+E+1.60H 1 5.07 14.31 -0.33 0.33 0.38 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0.0 •»O.90D+E+1.60H 1 5,08 14.31 -0,34 0.34 0.38 1.00 27.97 Vu<PhlVc/2 Not Reqd 28.0 0,0 0.0 -K).90D-«+1.60H 1 5.09 14.31 -0,34 0.34 0.37 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0.0 -K).90D+E+1.60H 1 5.11 14.31 -0.34 0.34 0.37 1.00 27.97 Vu < PhlVc/2 Not Reqd 28.0 0,0 0.0 •K).90D-fE+1.60H 1 5.12 14.31 -0,34 0.34 0.37 1.00 27.97 Vu < PhiVG'2 Not Reqd 28.0 0,0 0.0 •K).90D-*E+1.60H 1 5,13 14.31 -0,35 0.35 0.36 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0.0 •K).90D+£+1,60H 1 5,15 14.31 -0.35 0.35 0.36 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0.0 +O,90D+€+1,6OH 1 5,16 14,31 -0.35 0.35 0.35 1.00 27.97 Vu < PhiVc'2 Not Reqd 28.0 0,0 0.0 -*0,90D-fE+1,60H 1 5,17 14,31 -0.35 0.35 0.35 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0,0 0.0 tO,90D+£+1,60H 1 5,19 14,31 -0.35 0.35 0,34 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0,0 0,0 •K),90D+E+1,60H 1 5,20 14,31 -0,36 0.36 0,34 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0,0 •tO,90D+E+1,60H 1 5.21 14,31 -0,36 0,36 0,33 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0,0 •*O,90D-t£+1,60H 1 5.23 14,31 -0.36 0,36 0,33 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0,0 •K),90D-«+1,60H 1 5.24 14,31 -0,36 0,36 0,32 1.00 27,97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0,0 •K),90D+E+1,60H 1 5.25 14,31 -0,37 0,37 0.32 1.00 27,97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0,0 -tO.90D+£+1,60H 1 5.27 14,31 -0,37 0,37 0.31 1.00 27,97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0.0 -K),90D+E+1,60H 1 5.28 14,31 -0,37 0,37 0.31 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0.0 +{),90D-«+1,60H 1 5.29 14,31 -0,37 0,37 0.30 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0.0 +0,90D-t£+1,60H 1 5.31 14,31 -0,37 0,37 0.30 1.00 27.97 Vu < PhiVG'2 Not Reqd 28,0 0.0 0.0 -K),90D+£+1,60H 1 5,32 14,31 -0,38 0,38 0.29 1.00 27.97 Vu < PhlVc/2 Not Reqd 28,0 0.0 0.0 -K),90D+E+1,60H 1 5,33 14,31 -0,38 0,38 0.29 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0,0 +O,90D-€+1,60H 1 5,35 14,31 -0,38 0,38 0.28 1.00 27.97 Vu < PhiVc'2 Not Reqd 28,0 0,0 0,0 -tO,90D+E+1,60H 1 5,36 14,31 -0,38 0,38 0.28 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0,0 0,0 •K),90D+E+1,60H 1 5,37 14.31 -0,38 0,38 0.27 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0,0 0,0 -K),90D-i€+1,60H 1 5,39 14.31 -0,39 0.39 0,27 1.00 27,97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 •K),90D+E+1,60H 1 5,40 14.31 -0,39 0.39 0,26 1.00 27,97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 -K),90D+£+1,60H 1 5,41 14.31 -0,39 0.39 0,26 1.00 27,97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 •K),90D-+E+1,60H 1 5,43 14.31 -0,39 0.39 0,25 1.00 27,97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 -K),90D-*+1,60H 1 5,44 14.31 -0.40 0.40 0,25 1.00 27,97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 •K),90D-€+1,60H 1 5,45 14.31 -0.40 0.40 0,24 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0.0 •<O,90D+E+1,60H 1 5,47 14.31 -0.40 0.40 0,24 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0.0 Coast Engineering 10231 SlaterAve., Suite 201 Fountain valley, CA. 92708 Project Title; VILLA REAL APPARTMENTS Engineer: F.R. Project Descr: REMEDIAL PIER WALLS 1>m If ProjectID: J.N. 38-2012 (714) 593-0337 Printed: 4 NOV 2012,11:14AM Concrete Beam nie;;\\sereert2012-)obs\38-2012 Villa Real Apartment5\ENERGALCQ8-2012,eo6 : b ENERCALC, INC. 1983-2012, Build;6.12.11,1, Ver:"6.12.11.1 | iLlc. #: KW-06007419 Licensee : coast engineering Description: GRADE BEAM Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phl*Vc Comment PhI'Vs Phl*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) F ieq'd Suggest -K).90D+£+1.60H 1 5,48 14.31 -0.40 0.40 0.23 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 •*O.90D-t£+1.60H 1 5.49 14.31 -0.40 0,40 0.23 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 -K).90D+E+1.60H 1 5.51 14.31 -0,41 0,41 0.22 1.00 27.97 Vu<PhiVc/2 Not Reqd 28.0 0.0 0,0 •*O.90D+E+1.60H 1 5.52 14.31 -0,41 0,41 0.21 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0,0 •tO.90D-t£+1.60H 1 5.53 14.31 -0,41 0.41 0.21 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0,0 +O.90D+E+1,60H 1 5.55 14.31 -0,41 0.41 0.20 1,00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0,0 tO,90D+E+1,60H 1 5.56 14,31 -0,41 0.41 0.20 1.00 27,97 Vu < PhiVc'2 Not Reqd 28,0 0.0 0,0 •tO,90D+E+1,60H 1 5.57 14,31 -0,42 0.42 0.19 1.00 27.97 Vu < PhiVo'2 Not Reqd 28.0 0.0 0,0 -K3,90D+E+1,60H 1 5.59 14,31 -0,42 0.42 0.19 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0,0 +0.90D+E+1,60H 1 5.60 14,31 -0,42 0.42 0.18 1.00 27.97 Vu < PhiVc'2 Not Reqd 28.0 0.0 0.0 +O,90D-t€+1,60H 1 5,61 14,31 -0,42 0.42 0.18 1.00 27.97 Vu < PhiVc'2 Not Reqd 28.0 0.0 0.0 -K).90D+E+1.60H 1 5,63 14,31 -0,43 0.43 0.17 1.00 27,97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0.0 +0.90D+E+1.60H 1 5,64 14,31 -0.43 0.43 0.16 1.00 27,97 Vu< PhiVc'2 Not Reqd 28,0 0.0 0.0 +O.90D+E+1.60H 1 5,65 14,31 -0.43 0.43 0.16 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 tO.90D+£+1.60H 1 5,67 14,31 -0.43 0.43 0.15 1.00 27,97 Vu<PhlVc/2 Not Reqd 28,0 0.0 0.0 •K).90D+E+1.60H 1 5,68 14,31 -0.43 0.43 0.15 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0.0 •tO.90D+E+1.60H 1 5,69 14.31 -0.44 0.44 0.14 1.00 27.97 Vu < PhlVc/2 Not Reqd 28,0 0,0 0.0 •K).90D+E+1.60H 1 5,71 14.31 -0.44 0.44 0.14 1,00 27,97 Vu < PhiVc'2 Not Reqd 28.0 0,0 0.0 +0.90D-*+1.60H 1 5,72 14.31 -0.44 0.44 0.13 1.00 27,97 Vu < PhiVc/2 Nof Reqd 28.0 0.0 0.0 -K).90D+E+1.60H 1 5,73 14.31 -0.44 0.44 0.12 1.00 27,97 Vu < PhlVc/2 Not Reqd 28.0 0.0 0.0 •K).90D+£+1.60H 1 5,75 14.31 -0.45 0.45 0.12 1.00 27.97 Vu<PhiVcf2 Not Reqd 28.0 0.0 0.0 -tO.90D-t£+1.60H 1 5,76 14.31 -0.45 0.45 0.11 1.00 27.97 Vu < PhiVc'2 Not Reqd 28.0 0.0 0.0 -K).90D+£+1.60H 1 5,77 14.31 -0.45 0.45 0.11 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0.0 -K).90D+E+1.60H 1 5,79 14.31 -0.45 0.45 0.10 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0.0 0,0 +O.90D+E+1.60H 1 5,80 14.31 -0.45 0,45 0.09 1.00 27.97 Vu < PhiVc'2 Not Reqd 28.0 0,0 0,0 •K).90D+E+1.60H 1 5,81 14.31 -0,46 0.46 0.09 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 •K).90D+£+1.60H 1 5,83 14.31 -0.46 0.46 0.08 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 -KD.90D+E+1.60H 1 5.84 14.31 -0,46 0.46 0.08 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0.0 +O.90D+€+1.60H 1 5.85 14.31 -0,46 0.46 0.07 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 -K).90D+E+1.60H 1 5.87 14.31 -0,46 0.46 0.06 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 •K).90D+E+1.60H 1 5.88 14.31 -0,47 0.47 0.06 1.00 27.97 Vu < PhiVc/2 Not Reqd 28.0 0,0 0,0 tO,90D+E+1.60H 1 5.89 14.31 -0.47 0.47 0.05 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0,0 0,0 tO,90D->£+1,60H 1 5.91 14.31 -0.47 0.47 0.04 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0,0 0,0 +0,90D+E+1,60H 1 5.92 14.31 -0.47 0.47 0.04 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0,0 +O.90D-*E+1.60H 1 5.93 14.31 -0.48 0.48 0,03 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0,0 +0,90D-t£+1.60H 1 5.95 14.31 -0.48 0.48 0,03 1.00 27.97 Vu < PhiVc'2 Not Reqd 28,0 0.0 0,0 +O,90D+E+1,60H 1 5.96 14.31 -0.48 0.48 0.02 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0.0 0,0 •K3,90D+£+1,60H 1 5.97 14.31 -0.48 0.48 0,01 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0,0 0,0 -tO,90D-«+1,60H 1 5.99 14.31 -0.48 0.48 0.01 1.00 27.97 Vu < PhiVc'2 Not Reqd 28,0 0,0 0,0 +0,90D+E+1,60H 1 6.00 14.31 -0.49 0.49 0.00 1.00 27.97 Vu < PhiVc/2 Not Reqd 28,0 0,0 0,0 Coast Engineering 10231 SlaterAve., Suite 201 Fountain valley, CA. 92708 Project Title: VILLA REAL APPARTMENTS Engineer: F.R. Project Descr: REMEDIAL PIER WALLS ProjectID: J.N. 38-2012 (714) 593-0337 Printed: 4 NOV 2012.11:15AM Concrete Column Hie; \\serveiA2012-jobs\38-2012:Villa Real Apai1mentS\ENERCAl.C\38-2012.eG6 k ENERCALC, INC 1983-2012, Biillij:6,12,11,1, Vef:6.12,11.1 | ILic. #: KW-05007419 Licensee : coast engineering Description : CHECK CAPICITY OF 24" DIAM. CAISSON WITH (6) #8 VERTICAL BARS Cocfe References Calculations per Load Combinations Used : ASCE 7-05 General Information fc: Concrete 28 day strength = 3.0 ksi E= = 3,122.0 ksi Density = 145.0 pcf P = 0.850 fy - Main Rebar = 60.0 ksi E - Main Rebar = 29,000.0 ksi Allow. Reinforcing Limits Min. Reinf. Max. Reinf. Load Combination: Coiumn Cross Section ASTM A615 Bars Used 0.50 o/o 8.0 % ASCE 7-05 Overall Column Height = 1.0 ft End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis Column Dimensions 24.0in Diameter, Column Edge to Rebar Edge Cover = 3.0in Column Reinforcing :6,0 - #8 bars Applied Loads Entered loads are factored per load combinations specified by user. Column selfweight included: 455,531 Ibs * Dead Load Factor BENDING LOADS ,.. Moment acting about X-X axis, H = 86.670 k-ft DESIGNSUMMARY Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of max.above base Maximum Stress Ratio Ratio = (Pu''2+Mu'*2)'^.5 / (PhiPn'*2+PhiMn''2)^5 0.9933 ft 0.769:1 1.859 k -181.390 k-ft 0.0 k-ft 180.240 k-n Pn & Mn values tocafed af Pu-Mu vector intersection witti capacity cun/e Column Capacities... Pnmax: Nominal Max. Compressive Axial Capacity Pnmin : Nominal Min. Tension Axial Capacity cp Pn, max: Usable Compressive Axial Capacity 9 Pn, min: Usable Tension Axial Capacity Governing Load Combination Results Pu = Mu-x = Mu-y = Mu Angle = Mu at Angle = 0.5466 k 138.672 k-ft 0.0 k-ft 0.0 deg 138.672 k-ft 9 *Pn = <P *Mn-x = 9 * Mn-y = 9Mn at Angle = Maximum SERVICE Load Reactions.. Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 86.670 k Bottom along X-X 86.670 k Maximum SERVICE Load Deflections... Along Y-Y 0.000192 in at 0.4228ft above base for load combination: H Only Along X-X O.Oin at 0.0ft above base for load combination: 1,425.91 k -284.40 k 848.41 k -199.080 k General Section Information. (p = 0.70 p = 0.850 p : % Reinforcing i .048 % Rebar % Ok Reinforcing Area 4.740 in'*2 Concrete Area 452.389 in'*2 0 = 0.850 Governing Factored Load Combination Moment Source X-X Y-Y Dist. from Axial Load k base ft Pu q)*Pn 5x S^'Mux Bending Analysis sy 5y*Muy Alpha (deg) k-ft 5Mu Utiiizationl (p Mn Ratio DOnly 0,99 0,64 848,41 0,000 0.001 Coast Engineering 10231 Slater Ave,, Suite 201 Fountain valley, CA, 92708 (714)593-0337 Project Title: VILLA REAL APPARTMENTS Engineer: F,R, Project Descr: REMEDIAL PIER WALLS ProjectID: J,N. 38-2012 Printed: 4N0V2012,11:15AM Concrete Colitmn Description : CHECK CAPICITY OF 24" DIAM, CAISSON WITH (6) #8 VERTICAL BARS Governing Load Combination Results File: \\seiver\2012-iobs\38-2012 Villa Real Apartments\ENERCALC\38-2012.eo6 k ENERCALC, INC. 1983-2012,aulld:6:12Bl:1. V6r;6.l2.11.1 | Licensee : coast engineermg Governing Factored Moment Source Dist, from Axial Load k Bending Analysis k-ft Utilization Load Combination X-X Y-Y base ft Pu (p *Pn sx'Mux sy 5y*Muy Alpha (deg) SMu 0 Mn Ratio +1,20D-K),50Lr+1,60L+1,60H Actual 0,99 0,55 1.86 1,000 138,67 0,000 138.67 180.24 0.769 +1,20D+1.60L-K),50S+1,60H Actual 0,99 0,55 1.86 1,000 138,67 0,000 138.67 180.24 0.769 +1,20D+1,60Lr-K),50L 0,99 0,55 848.41 0,000 0.001 +1.20D+1.60Lr-K).80W 0,99 0.55 848.41 0,000 0.001 +1.20D+O.50L+1.60S 0,99 0.55 848.41 0,000 0.001 +1.20D+1.60S+O.80W 0,99 0.55 848.41 0,000 0.001 +1.20D-K).50Lr-K),50L+1.60W 0,99 0.55 848.41 0,000 0.001 +1.20D+0.50L+0.50S+1.60W 0,99 0.55 848,41 0,000 0.001 +1.20D+{).50L+0,20S+E 0,99 0.55 848,41 0.000 0.001 +{),90D+1.60W+1,60H Actual 0,99 0.41 1,86 1,000 138,67 0.000 138.67 180.24 0.769 •K).90D+E+1.60H Actual 0,99 0.41 1,86 1,000 138.67 0.000 138.67 180.24 0.769 Maximum Reactions - Unfactored Note: Only non-zero reactions are listed. Reaction along X-X Axis Reaction along Y-Y Axis Axial Reaction Load Combination @ Base @ Top ©Base ©Top ©Base H Only 86.670 86.670 k k k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance HOnly 0.0000 in 0.000 ft 0.000 in 0.423 ft Sketcires Looking along Y-Y Axit Interaction Diagrams 925.0 832.5 740,0 647,5 555,0 462,5 370,0 277,5 185,0 92.5 Concrete Column P-M Interaction Diagram Phi'Mn®Alpha (k-ft) Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) oStr2?:g"49.8 74.y y9./124.a49.374.499.3!24.2!?9.1 0 LoM Comti. ' 0 Only. Alphi' O.OiMg. (DM Q.OO) 925.0 832.5 740.0 647.5 555.0 c 462.5 Q. * 370.0 277.5 185.0 92.5 Concrete Column P-M Interaction Diagram Phi'Mn®Alpha (k-ft) Alph>< O.aewg. (0.56. 138.671 Coast Engineering 10231 SlaterAve., Suite 201 Fountain valley, CA. 92708 (714) 593-0337 Project Title: VILLA REAL APPARTMENTS Engineer: F.R. Project Descr: REMEDIAL PIER WALLS ProjectID: J.N. 38-2012 Printed: 4 NOV 2012.11:16AM Concrete Coiumn Description : CHECK CAPICITY OF 24" DIAM, CAISSON WITH (6) #8 VERTICAL BARS File: \\sewert201:2-)obs\3fr-2012 Villa Real:Apartments\ENERCALa3fr-2012:,ec6 b •.• ENERCALC, INC, 1983-2012, Bulld:6.12,11,1, Ver:6.12,11.1y: | Licensee : coast engineering Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) Concrete Column P-M Interaction Diagram Phi'Mn®Alpha (k-ft) m 24.949.8 74./99./124.6l49.3/4.a99.a!24.Hi49.1 0 Le«] CnKb > «1.20D.1 600.0 00,. MpM- D.Ddw. |0.S6. Q.m Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) m 24,949,8 74.'/ 99./124.BI4V,'3r74.4l99.a!24.Z;4y.1 Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) 925.0. 832.5 740.0_ 647.5_ 555.0 c 462.5 * 370.0 a. 277.5 185.0 92.5 24 949.B lA.I i)y:/^'24.a49.a /4.4l9y.a!24.2!49.1 •- • ,l30D.1,eOUrt.KlW. «pli«« (J-ktaft 10 55,000) Concrete Column P-M Interaction Diagram Phi'Mn®Alpha (k-ft) ,"24 949,8 74./y9,/124,a49,a/4,4^ LMac:jn*,..l.J0O.0mf.0.50L.1«W. OOOio, (0.56.OCO1 Concrete Column P-M Interaction Diagram Phi'Mn®Alpha (k-fl) , 24 9 49 8 M./9y./124,M49,374.4l9y,ai24,a!4y. 1 cm 2i-a49 B M.7 99./124.a49.3M.^.a!24.2!49.1 • i.aoo*i.«oMi.eow. Ai|)t>» oodis. (o.». Concrete Column P-M Intei^ction Diagram Phi-Mn® Alpha (k-tt) 925.0. 832.5 740.0. 647.5 555.0 c 462 5 * 370.0 Iz 277 5 185 0 92.5 „ „-24:9^g:B 74.7 99./124.a49.a /4.4l9y.Ji24.2!49.1 0 UMdCcniti >.1.](CKl.S0l.O.5O5.1.aOW. Mptio OOd^. 10.55.0(0) Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) 0 0 24.949.8 74./yy./12itf4a.a M.^99.g24.ai49.1 0 Omo . .0.KO.E.1 BOH. AlpM. OOa.0. (0 «. IM W) STONEY-MILLER CONSULTANTS, INC. GEOTECHNICAL ENGINEERING & ENGINEERING GEOLOGY February 12,2013 Triumph Management Company 9601 Wilshire Blvd., Suite 560 Beveriy Hills, Califomia 90210 Attention: Mr. David Page ProjectNo: 13667-10/50 ReportNo: 13-13674 Subject: Geotechnical Review of Structural Plans for Caisson and Grade Beam System and Topographic Survey Villa Real Apartments 2601-2723 Avenida de Anita Carlsbad, Califomia Reference: Stoney-Miller Consultants, Inc., 2012, "Limited Geotechnical Investigation, Conclusion, and Recommendations, Residential, Multi-family Apartment Buildings, Villa Real Apartments, 2601-2723 Avenida de Anita, Carlsbad, Califomia," dated October25, 2012, ProjectNo: 13667-00, ReportNo: 12-13580. Dear Mr. Page: The City of Carlsbad plan check reviewers, EsGil Corporation, issued a review sheet dated November 20, 2012 (see Appendix A) requesting that the geotechnical consultant review the remedial foundation and drainage plans for the subject site. The caisson and grade beam stmctural plans for the "Villa Real Apartments, 2601-2723 Avenida de Anita, Carlsbad, Califomia dated 11-05-12" Sheets SN-0, S-l, S-2 and S-3, prepared by Coast Engineering, as well as the "Topographic Survey dated 11-22-12", prepared by Don Barrie and Associates Land Surveyors have been reviewed. Based on our review, it is our opinion that the plan sheets reviewed are in general conformance with the recommendations presented in the referenced report. RECEIVED FEB 13 2013 CITY OF CARLSBAD BUILDINQ^ISION 14 HUGHES, SUITE B-101 IRVINE, CA 92618-1923 (949)380 February 12, 2013 ProjectNo: 13667-10/50 ReportNo: 13-13674 Page No: 2 The opportunity to be of service is appreciated. If you have any questions, please call. Respectfully submitted, STONEY-MILLER CONSULTANTS, INC. Russell C. LaMb, G.E. 2207 Chief Geotechnical Engineer Registration Expires 3-31-13 RCL/fp Attachments: Distribution: Appendix A, Plan Check Review Sheet Addressee (2) Pacific Westem Contractors (3 ^- PDF) Attention: MikeMolinaro APPENDIX A PLAN CHECK REVIEW SHEET EsGil Corporation In VartnenRip witR government for (BuiCding Safety DATE: 11/20/2012 • APPLICANT JURISDICTION: City of Carlsbad • PDWT?EVIEWER • FILE PLANCHECKNO.: pcl2-0068 SET:I PROJECT ADDRESS: 2601-2723 Avenida De Anita PROJECT NAME: ViUa Real Apartments Foundation Repair Transmitted herewith are plans for proposed foundation repairs, to attempt to mitigate continued settiement of the existing foundation and to further prevent resulting structural damage. Provide a letter from the geotechnical consultant that the remedial foundation and drainage plan have been reviewed. Esgil Corporation cannot offer any guarantees that the proposed system will resolve the present problems, nor should the City offer such representation. However, acceptance of the proposed remedies may result in an enhanced foundation support system from the current situation. At the time of permit issuance, the following should be noted on the plans: Trior to the City building inspector approving final inspection, the responsible design professional shall notify the building official, in writing, that the proposed foundation repairs have been installed in accordance with the design". Sincerely, ESGIL CORPORATION By: David Yao 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 STONEY-MILLER CONSULTANTS, INC GEOTECHNICAL ENGINEERING & ENGINEERING GEOLOGY October 25,2012 Triumph Management Company 9601 Wilshire Boulevard, Suite 560 Beverly Hills, Califomia 90210 ProjectNo: 13667-00 ReportNo: 12-13580 Attention: Mr. David Page Subject: Limited Geotechnical Investigation, Conclusion, and Recommendations Residential, Multi-family Apartment Buildings Villa Real Apartments 2601-2723 Avenida de Anita Carlsbad, Califomia INTRODUCTION As requested, we have performed a limited investigation of on-site and certain regional geotechnical conditions related to the performance of several residential, multi-family apartment buildings located in the Villa Real Apartment Community, Carlsbad, Califomia. Our scope of work was performed in general accordance with our Proposal No: S123838R dated April 23, 2012 (Revised April 25, 2012). The purpose of our geotechnical investigation was to evaluate the competency of the existing underlying fill soils to determine the potential for additional fiiture settlement, particularly upon wetting, and to determine the stability of site slopes, which can impact adjacent apartment buildings. Our scope of work was as follows: 1. Review and analysis of available pertinent reports, maps, aerial photographs, and published literature pertaining to the subject site in order to relate geotechnical conditions to the apparent soil movement; 2. Manometer survey of all apartment buildings, performing the survey within three of the six (6) separate ground floor imits (one survey at each end unit and one middle unit); 14 HUGHES, SUITE B-101 IRVINE, CA 92618-1923 (949) 380^236 • FAX (949) 455-9371 ^M. October 25, 2012 ProjectNo: 13667-00 ReportNo: 12-13580 Page No: 2 3. Subsurface exploration consisting of the excavation, sampling and logging of three (3) small diameter borings, three (3) exploratory test pits, and two (2) interior slab cores; 4. Provide an onsite Engineering Geologist for all logging, sampling, and supervising borings, test pits and corehole excavations; 5. Laboratory analysis of collected soil samples to evaluate moisture/density determinations, maximum density/optimum moisture, expansion potential, consolidation/swell potential, and shear strength; 6. Geotechnical analysis of data with an emphasis on determining the potential for additional future soil movement to affect the buildings; 7. Preparation of a memorandum report of our findings, conclusions, and preliminary conceptual recommendations for remedial repair. FINDINGS A. Manometer Survev In order to evaluate the topographical distribution of the concrete slab, relative elevation measurements were made by Stoney-Miller Consultants, Inc. (SMC) on the lower level floor slabs of thirteen (13) buildings within the community. We were provided with the results of a previous manometer survey performed by MJ Stmctural Engineers on the lower level floor slab at 2713 Avenida de Anita. Although concrete slabs are not usually constmcted precisely level, the tolerance is normally close enough that post-distress level measurements can reveal a pattem showing the location, direction, and approximate magnitude of movement(s). The survey was accomplished by utilizing an apparatus consisting of a water-filled reservoir, a sufficient length of plastic tubing, and a measuring scale attached to an aluminum staff The staff is equipped with a sharp steel probe making it possible to penetrate carpeting. The plastic tubing is connected between the reservoir and staff and the water level at the staff is adjusted to zero by raising or lowering the reservoir. The reservoir is kept stationary while the staff is moved to various locations along a pre- determined grid across the floor slab. The water level in the stationary reservoir remains relatively constant, but fluctuates at the staff in response to the upward or downward elevation changes. Slab elevations relative to the stationary reservoir (survey origin) are taken directly from the measuring scale at the staff, with elevation determinations in the range of calibration with an average error ofless than one percent. The staff is calibrated in 1/10-inch increments. October 25, 2012 ProjectNo: 13667-00 ReportNo: 12-13580 Page No: 3 Measurements were taken at various locations throughout the Villa Real Apartment Community. Figures A-l through A-13 present the results of our survey for each unit. Figure A-14 provides the results of the survey by MJ Stmctural Engineers. The results are summarized in Table 1 and Figure 2. The maximum slab difference and the slab high point and low point are shown on Figure 2. B. Subsurface Exploration Field exploration consisted of the excavation, sampling and logging of three (3) small diameter borings, three (3) exploratory test pits, and two (2) interior slab cores. The earth material encountered during our subsurface exploration consisted of engineered fill, colluvium and Santiago Formation bedrock. The locations of our exploratory excavations are included on the Site Plan, Figure 1. Boring, test pit and corehole logs are attached herein as Figures B-l through B-12. The engineered fill encountered in our test pits, coreholes, and borings generally consisted of silty, fine sand, clayey sand, sandy clay and silty clay with scattered bedrock firagments. The fill soils were generally light grey to dark brown and grey and mottled orange. The fill soils were generally slightly moist to moist and medium dense to firm in consistency, and contained some amounts of roots and organics. The moisture content of the fill materials encountered in the borings ranged firom 8.0 to 23.2 percent. The depth of fill encountered in the borings ranged between 10 (B-2), 18 (B-l), and 31 feet (B-3), respectively. All three (3) borings were terminated in Santiago Formation bedrock at depths of 26.0, 21.5 and 46.5 feet below grade. Boring No. Total Depth (feet) Depthof Fm(feet) B-l 26 18 B-2 21.5 10 B-3 46.5 31 Colluvium was encountered in Boring B-3 ranging from 31 to 39.5 feet. The colluvium generally consisted of fine, sandy lean to fat clay and silty clay. The colluvium was hard, moist, fine-grained, dark brown to dark grey, with moderate organic odor and vertical caliche stringers. The Santiago Formation bedrock is a middle Eocene marine and non-marine siltstone and sandstone which occurs widely in Orange County and northwestem San Diego County, Califomia. The Santiago Formation bedrock generally underlies the entire property and in our borings was observed to consist of light grey to dark grey, moist, silty fme sandstone and sandy siltstone with interbedded silty claystone with some orange oxidation staining. October 25, 2012 ProjectNo: 13667-00 ReportNo: 12-13580 Page No: 4 Minor groundwater seepage was observed in Boring B-3 at a depth of approximately 30 feet. No free groundwater or caving was observed in other borings or test pit excavations. C. Laboratory Testing Tests were performed on bulk and relatively undisturbed samples considered representative of subsurface conditions. Lab testing included determinations of moisture, density, expansion index, compression properties, and shear strength properties. Test results are given in Appendix C. D. Footing Exposure Three test pits were excavated at buildings 2713, 2719 and 2603, respectively. The location of the exploratory test pits are indicated on the Site Plan, Figure 1. The depth of the footing below the weep screed was observed to be as follows: Test Pit Building Depth to Bottom ofthe Footing (in) TP-1 2713 26 TP-2 2719 27.5 TP-3 2603 20.5 E. Slab Thickness Two (2) exploratory coreholes were drilled, one (1) at building 2713, Unit 142 and one (1) at building 2601, Unit 60. The location of the coreholes is indicated on the Site Plan, Figure 1. The thickness of the building slab was observed to be as follows: Corehole No. Building Unit No. Slab Thickness (in) C-1 2713 142 4.5-5.0 C-2 2601 60 4.0-4.6 Slab Reinforcement and Vapor Retarder During the coring process, both the slab and core were observed for the presence of steel reinforcement. No evidence of steel reinforcement was observed at the C-1 location, while msted and deteriorating welded wire mesh was observed at the bottom of the C-2 core sample location. A plastic vapor retarder was not observed at either corehole location. October 25, 2012 ProjectNo: 13667-00 ReportNo: 12-13580 Page No: 5 CONCLUSIONS Based on the results of our work, it is our opinion that distress and distortion observed in the apartment buildings is primarily the result of post-constmction earth movement resulting from of expansive soils, slope creep and lateral fill extension of the fill soil below the buildings located adjacent the westem and northem slopes. Other conditions at the site are also probable factors including marginal site drainage at the top of slope and in landscape areas. Introduction of excess water into the soil around the building could initiate localized settlement and soil expansion. Movements of soil below the stmcture due to shallow settlement and/or soil expansion are difficult to distinguish from slab deformations from lateral fill extension and slope creep. For instance, soil expansion along the front of the building would be difficult to differentiate from additional settlement along the back of the building. There is little doubt that some slab rotations were initially caused by deformations of the slope fill soils and the fill transitional depth below the building. When the manometer survey contours are superimposed over the pre-development, natural ground contours, there appears to be a very similar reflection between the two. Generally, fill settlement abates over time and after 30 years, we would expect that primary settlement of the fill is complete. Our laboratory compression tests confirm this expectation and indicate little potential for significant fiiture settlement at present overburden pressures. However, slope creep and lateral fill deformation are on-going processes that need to be considered to mitigate fiiture movements to the buildings adjacent the slope area. There were no subsurface conditions identified in our excavations that would indicate a reason for unexpected future settlement below the building. A summary of our opinions of the likely causes of interior damage and the slab elevation differences detected in the manometer surveys are as follows: • Continued long-term slope creep due to the existing 1.5:1 (horizontal:vertical) slope; • Continued lateral fill extension due to expansive soils and oversteepened slope; Drainage conditions that introduce water into the subsurface and result in shallow soil settlement or expansion. The onsite drainage is considered to be marginal. Most of the site drainage appears to be via surface flow to top of slope areas where v-ditches were constmcted to transmit drainage down the slope face and into storm drains or onto pavement areas. Surface drainage flow to near slope area is at odds with current development practice (see Appendix D) and has caused slope damage in the past as evidenced by the v-ditch repair on the westem slope. Improvement of drainage conditions is recommended. October 25, 2012 ProjectNo: 13667-00 ReportNo: 12-13580 Page No: 6 RECOMMENDATIONS A. General Recommendations provided herein are intended to improve the levelness of the buildings for aesthetics and use, and to remove the majority of existing framing stresses caused by past earth movement; and to improve the future performance of the onsite apartment building consistent with the current standard of practice with respect to behavior of buildings located near the descending slopes. Mitigation of fill settlement is not considered to be necessary at this time. As stated above, the rate of this type of settlement generally decreases with time and there is no obvious reason that we would expect an unusual amount of additional settlement below the buildings. Slope creep, coupled with lateral fill extension and deformation due to expansive soil, is sufficient to explain the building deformation and distress. Nonetheless, some ofthe buildings have experienced sufficient movement that it has caused unusual distortion and deflection of the foundation and building to occur. Thus, it is recommended that: most of the buildings be lifted back to a more level condition; and that buried concrete pier walls be installed along the top of slope adjacent to seven (7) of the buildings. These are our recommendations to improve fiiture performance of the building against future movement due to slope creep, lateral fill deformations, and shrink and swell of expansive soil. The locations of specific elements are shown on the Remediation Plan, Figure 3. We also provide recommendations to improve site drainage conditions which should mitigate against expansive soil movement and stormwater induced erosion of adjacent descending slopes. B. Lift and Re-Level The results of our building slab surveys are summarized in Table 1 and Figure 2. Buildings should be lifted to achieve a reasonably level condition targeting a maximum relative elevation difference of about 1-inch across the lower level of each unit and 2.5 inches across an entire building. This will require that lifting/jacking points be spaced at about 6- to 8-feet along the interior and exterior footings, or as determined by the project stmctural engineer. After lifting, cement grout materials will need to be injected beneath the slab to infill voids created during the lifting process. It is likely that some floor slab areas will suffer too much damage during lifting to be repaired. If the slabs survive the lifting process, then cracks 1/16-inch or more in width should be injected with stmctural epoxy. Floor slab areas that do not remain mostly October 25, 2012 ProjectNo: 13667-00 ReportNo: 12-13580 Page No: 7 intact during the lifting process should be replaced. A slab thickness of 4 inches or more should be used. Reinforcing consisting of No. 4 reinforcing bars spaced at 24-inch centers each way in the slab should be used. Slab reinforcing should be dowelled into existing footings. Specific slab replacement details should be provided by the project stmctural engineer consistent with soils that have a medium potential for expansion. The footing depths at the lifting points should be evaluated by the geotechnical consultant. If footings along the building perimeter are embedded at least 18-inches below grade, then this is acceptable from a geotechnical standpoint. C. Concrete Grade Beam and Piers It is recommended that seven (7) ofthe building be protected against future unusual lateral slope movement by installing a new buried retaining wall consisting of concrete piers and grade beam in the locations shown in Figure 3. The new piers and grade beams should not be connected to or in contact with the existing foundation. It is recommended that drilled, cast-in-place concrete piers be constracted along the top of slope just beyond the building foundations (see Figure 3). The perimeter concrete piers are recommended to mitigate against fiiture lateral fill deformation and creep movements that are believed to be the primary cause of the distress observed at the site. The design of the concrete piers should be performed using the soil data given below. Lateral loading of perimeter piers will result in active pressure forces derived from adjacent materials. The perimeter piers should be designed to resist a 10-foot high active soil pressure loading based on an equivalent fluid pressure of 45 pounds per cubic foot. Pier should have a maximum center to center spacing of four times the pier diameter. The area of soil between the piers should be treated as a tributary load supported by the buried wall system. Piers should have a diameter of at least 24-inches. The perimeter piers should have a minimum total length of 20 feet, with piers extending at least 18 feet below the base of the existing building footings. Evaluations of 24- to 36 inch diameter, concrete piers have been made using the LPile computer program and are provided herein in Appendix E. These evaluations provide the unfactored shears and moments along the pier length and may be used by the project stmctural engineer as input for the pier design. Piers should be interconnected with a grade beam. The width of the grade beam would typically equal the pier diameter. The minimum thickness of the grade beam should be 18 inches. The actual width and depth of the grade beam should be as required by stmctural requirements. The top of the grade beam should be at least 6 inches below finished ground surface. October 25, 2012 ProjectNo: 13667-00 ReportNo: 12-13580 Page No: 8 Clear distance between piers/grade beams and existing footings should be at least 3 inches. The base of grade beam excavation should generally not extend below a 45 degree plane from the base of the existing footing to avoid loss of footing support. The Contractor should protect all existing improvements in-place during constraction. Drilled piers shall be installed by a contractor experienced in drilled shaft work. All contractors considered for the project should display a track record of successfiil performance on projects with similar subsurface conditions and project specifications. All contractors should specify the drilling rig they propose to use in their bid. The contractor should agree to perform the work in accordance with the specifications given herein. The contractor should review available geotechnical subsurface information contained herein and in the referenced reports prior to bidding on the work. Shafts shall be drilled through overburden to the minimum length given above, and to the embedment required to resist loads as designed by the Stractural Engineer. Excavation shall be advanced in a manner that will not adversely affect the integrity and performance of completed piers or damage adjacent facilities and property. Shafts should not be excavated too close to recently completed piers until the concrete has been allowed to adequately cure and strengthen. If high early strength concrete is utilized, the set time should be defined by the Stractural Engineer. Casing of the hole is not anticipated. Shaft excavations shall be maintained in an essentially dry condition, by pumping if necessary, until just prior to concreting. Significant ground water is not anticipated during drilling. The piers are primarily to resist lateral earth pressure. Unless otherwise specified, the bottom surface shall be relatively clean of loose or softened materials, debris or other substances sufficient, in the Geotechnical Engineer's opinion, to affect concrete strength. Unless otherwise specified, rock is defined as material that cannot be drilled with a heavy-duty auger drill employing a tooth auger designed to excavate hard soil and soft or weathered rock. The Geotechnical Consultant will provide on-site observation during the duration of the pier excavation. The Contractor shall cooperate with the Consultant during this process and assist in securing the constraction documentation specified herein. The Contractor shall be responsible for the safety of all personnel entering shaft excavations for constraction and observation purposes. Safety equipment shall be provided and shall include gas-sensing equipment, protective cage or equivalent provisions, facilities for forced air ventilation of shafts, an air supply, hamess support for personnel, and hard hats, as well as other equipment or facilities required by local, state, or federal regulations. October 25, 2012 ProjectNo: 13667-00 ReportNo: 12-13580 Page No: 9 Before entry, shafts shall be checked for toxic and explosive gases. If such gases are encountered, forced air shall be circulated in the shaft until safe entry conditions are certified or adequate safety measures are taken to the satisfaction of a health and safety specialist. D. Constraction Materials Laboratory test results indicate on-site soils have a negligible soluble sulfate content as defined by the Califomia Building Code (CBC), Section 1904.3, and ACl 318, Section 4.3. Based on our understanding of the CBC, the site soil conditions, and the improvements planned for the site, we recommend that concrete have the following minimum properties: Type V Cement, maximum water/cement ratio of 0.5, and a minimum compressive strength of 3,000 psi. These requirements should be considered subject to review and approval of the project stractural engineer. E. Interior Utilitv Lines The condition ofthe wet and dry utility lines should be checked after lifting and re- leveling to assess condition and connectivity. Any damaged or distorted utility lines should be repaired or replaced as required. F. Surface Drainage It is recommended that this report, as well as site conditions, including surface gradients, watering, and drainage, be reviewed by a licensed civil engineer. The onsite drainage is considered to be marginal. Most ofthe site drainage appears to be via surface flow to top of slope areas where v-ditches were constracted to transmit drainage down the slope face and into storm drains or onto pavement areas. Surface drainage flow to near slope area is at odds with current development practice (see Appendix D). Improvement of surface drainage conditions is recommended. Surface drainage needs to be corrected so that surface flow is directed away from the tops of slope. Top of slope brow ditches or berms should be considered to channel surface water away from the top of slope into an onsite area drain system which directs water to an approved discharge location, preferably a storm drain inlet. The existing v-ditches on slopes should remain to direct slope water to existing drainage facilities. Localized re-contouring of the ground surface is advisable in some locations to provide positive drainage gradients and eliminate areas of ponding adjacent to the foundation. The installation of additional area drain inlets may be necessary to address surface drainage deficiencies. At these locations, the ground surface should be sloped to the area October 25, 2012 ProjectNo: 13667-00 ReportNo: 12-13580 Page No: 10 drain inlet at a minimum two percent gradient. The area drain inlets should be tight-lined to an approved discharge point. Adequate surface drainage should be maintained both during and after constraction. The ground surface should be graded so that surface water will be carried to area drain inlets or other suitable collection areas without ponding. The minimum gradient will depend upon surface landscaping and hardscape areas but generally we recommend a minimum gradient of two percent. The impact of heavy irrigation can artificially raise existing groundwater tables or create perched water conditions. This may result in seepage or shallow groundwater conditions where previously none existed. Attention to surface drainage and controlled irrigation will significantly reduce the potential for future groundwater problems, and aid to mitigate ground and building movement caused by expansive soil. G. Stucco and Drvwall Repairs Based on our observations, we recommend that stucco and drywall cracks be evaluated by a general contractor for repair. Cracks recommended for repair should generally exceed 1/8-inch for stucco and 1/16-inch for drywall. H. Plan Review The geotechnical consultant should review the remedial foundation and drainage plans when they become available and comment upon general conformance with the recommendations of our report. I. Pre-Job Conference Prior to commencement of remedial work, a pre-job conference should be held with representatives of the owner, contractor, geotechnical engineer, and building official to clarify any questions relating to the intent of these recommendations or additional recommendations, and to help establish a suitable constmction sequence. J. Observation and Testing All grading and constraction should be performed under the observation and testing of the undersigned geotechnical engineer. October 25, 2012 ProjectNo: 13667-00 ReportNo: 12-13580 Page No: 11 LIMITATIONS Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. The opportunity to be of service is appreciated. If you have any questions, please call. Respectfully submitted, STONEYiMILLERvCONSULTANTS, Russell C. ^Tamb, G.E. 2207 Chief Geotechnical Engineer Registration Expires 3-31-13 RCL/rcl/djd Attachments: Distribution: Figure 1, Site Plan Figure 2, Manometer Survey Summary Plot Plan Figure 3, Remediation Plan Table 1, Manometer Survey Results Appendix A, Manometer Surveys Appendix B, Field Exploration Program Appendix C, Laboratory Testing Procedures Appendix D, City of Carlsbad Grading Standards Appendix E, LPile Concrete Pier Evaluations Addressee (5) Pacific Westem Contractors (3), Attention: Mike Molinaro APPENDIX A MANOMETER SURVEYS APPENDIX B FIELD EXPLORATION PROGRAM DEFINIT ON OF TERMS PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS <n UJ < « ^ nj > O H UJ <« < m • So UJ u. o z o u. d I z Ul ^ < Z I 5? ^ GRAVELS MORETHAN HALF OF COARSE FRACTION IS LARGERTHAN NO. 4 SIEVE CLEAN GRAVELS (LESS THAN 5% FINES) GW WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE OR NO FINES. GP POORLY GRADED GRAVELS OR GRAVEL-SAND MIXTURES, LITTLE OR NO FINES. GRAVEL WITH FINES GM SILTY GRAVELS, GRAVEL-SAND SILT MIXTURES, NON-PLASTIC FINES. GC CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES, PLASTIC FINES. 5 O UJ SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE CLEAN SANDS (LESS THAN 5% FINES) SW WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES. SP POORLY GRADED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES. SM SANDS WITH FINES SILTY SANDS, SAND-SILT MIXTURES, NON-PLASTIC FINES. SC CLAYEY SANDS, SAND-CLAY MIXTURES, PLASTIC FINES. z ^3o^uj N u. ti n ? LU ills C3 ai -J S UJ Q: < z o Q: 9 E 2 UJ Z < ML SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 50% INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, LEAN CLAYS. OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY. SILTS AND CUYS LIQUID LIMIT IS GREATER THAN 50% MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS. CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS. OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS. HIGHLY ORGANIC SOILS Pt PEAT AND OTHER H IGHLY ORGANIC SOILS. GRAIN SIZES SILTS AND CLAYS SAND FINE MEDIUM COARSE GRAVEL FINE COARSE COBBLES BOULDERS 200 40 10 4 U.S. STANDARD SERIES SIEVE RELATIVE DENSITY 3/4" 3" 12" CLEAR SQUARE SIEVE OPENINGS CONSISTENCY SANDS, GRAVELS AND NON-PLASTIC SILTS BLOWS/FOOT* CLAYS AND PLASTIC SILTS STRENGTH ** BLOWS/FOOT * VERY LOOSE 0-4 VERY SOFT 0-1/4 0-2 LOOSE 4-10 SOFT 1/4-1/2 2-4 MEDIUM DENSE 10-30 FIRM 1/2-1 4-8 DENSE 30-50 STIFF 1-2 8-16 VERY DENSE OVER 50 VERY STIFF 2-4 16-32 HARD OVER 4 OVER 32 I NR I NO RECOVERY 1^ RING SAMPLE STANDARD PENETRATION TEST 121 BAG SAMPLE * NUMBER OF BLOWS OF 140 POUND HAMMER FALLING 30-INCHES TO DRIVE A 2-INCH O.D. (1-3/8-INCH I.D.) SPLIT SPOON (ASTM D-1586). " UNCONFINED COMPRESSIVE STRENGTH IN TONS/SQ. FT. AS DETERMINED BY LABORATORY TESTING OR APPROXIMATED BY THE STANDARD PENETRATION TEST (ASTM D-1586), POCKET PENETROMETER, TORVANE, OR VISUAL OBSERVATION. KEY TO LOGS JOBNO: 13677-00 DATE: October 2012 FIGURE: B-0 APPENDIX B FIELD EXPLORATION PROGRAM 1. Subsurface conditions were explored by drilling three (3) borings, three (3) test pit excavations, and two (2) interior core holes. The approximate locations of the borings, test pit and core hole are shown on the attached Site Plan, Figure 1. The Logs of Borings, Test Pit and Core hole are included in Appendix B, Figures B-l through B-12. 2. Drilling of the borings and excavation of the test pit and core hole were observed by our field geologist who logged the soils and obtained bulk and relatively undisturbed samples for identification and laboratory testing. 3. The borings and excavations were located in the field by pacing from Imown landmarks. Their locations as shown are, therefore, within the accuracy of such measurement. 4. The following sampling and testing techniques were used to evaluate the subsurface conditions: a. Relatively undisturbed drive samples were obtained by utilizing a 3-inch outside diameter Califomia sampler lined with brass rings, each 1-inch long and 2.5- inches inside diameter. The samples were driven for a total length of between 12- and 18-inches. The number of blows for every 6-inches of driving was recorded on the boring logs. The hammer weight was 140 pounds. The drop height was about 30-inches. The brass rings were removed from the Califomia sampler and transferred into a plastic tube and sealed. Drive samples taken in the test pit and corehole excavations were collected with hand sampling equipment. b. Bulk samples representative or subsurface conditions were collected from the test pits and the boring tailings and sealed in plastic bags. 5. The soils were classified based on field observations and laboratory tests. The classification is in accordance with the Unified Soil Classification System (See Figure B-0, Appendix B). 6. All samples were transported to the laboratory for testing. 7. Groundwater was not encountered in the majority of our boring, test pit or corehole excavations. A minor groundwater seepage was encountered in Boring B-3 near the fill to colluvium contact. 8. The borings, test pit and core hole were backfilled with on-site materials. 9. The core holes were backfilled with excavated soil and patched with cementitous materials. APPENDIX C LABORATORY TESTING PROCEDURES APPENDIX C LABORATORY TESTING PROCEDURES 1. Classification a. Soils were classified visually according to the Unified Soil Classification System (USCS). Classification was supplemented by Index Tests, such as Expansion Index testing. Moisture content and dry density determinations were made for representative samples. b. Results of moisture and density determinations are summarized in Figure C-1. Soil classifications are shown in the Logs of Borings, Test Pit and Core Hole, Figures B-l through B-12. 2. Expansion Index Two expansion index tests were performed on representative remolded samples of the exposed subgrade soils. The tests were performed under a surcharge of 144 pounds per square foot in accordance with ASTM: D4829-88. The Expansion Indices ranged from 40 to 80 which indicated soils with a low to medium potential for expansion. 3. Swell/Compression Tests Swell/Compression tests were perfonned to aid in estimating the potential for future movement due to increased wetting. These tests were performed on relatively undisturbed samples of the on-site soils in general accordance with ASTM D5333. Samples were soaked with water at overburden pressures chosen to simulate existing conditions. Individual test results are shown on Figures C-2 through C-3. Both samples exhibited expansion characteristics when wetted at overburden pressures. 4. Direct Shear Two direct shear strength tests were performed on representative, relatively undisturbed sample of the on-site soil materials. To simulate possible adverse field conditions, the samples were saturated prior to shearing. A saturating device was used which permitted the samples to absorb moisture while preventing volume change. The tests were performed using a shearing rate of about 0.005-inches per minute. The test results are presented on Figures C-4 and C-5. APPENDIX D CITY OF CARLSBAD GRADING STANDARDS APPENDIX E LPILE CONCRETE PIER EVALUATIONS SITE PLAN 2713 AVENIDA DE ANITA CARLSBAD, CA JOB NO.: 13667-00 DATE: OCTOBER 2012 FIGURE NO.: 1 EXPLANATION 2713 BUILDING ADDRESS NUMBER MAXIMUM DIFFERENTIAL FOR EACH BUILDING (INCHES) ^100. ORIGINAL TOPOGRAPHY (FEET ABOVE MEAN SEA LEVEL) HP HIGH POINT LP LOW POINT 80 FEET 160 REMEDIATION PLAN 2713 AVENIDA DE ANITA CARLSBAD, CA JOB NO.: 13667-00 DATE: OCTOBER 2012 FIGURE NO. TABLE 1 MANOMETER SURVEY RESULTS Building No. Unit No. Unit Differential (inches) Building Differential (inches) Figure No. 2601 58 1.7 3.7 A-l 2601 60 2.2 3.7 A-l 2601 63 2.5 3.7 A-l 2603 48 0.5 1.9 A-6 2603 49 0.7 1.9 A-6 2603 51 0.3 1.9 A-6 2605 70 1.1 3.7 A-7 2605 72 0.5 3.7 A-7 2605 75 0.6 3.7 A-7 2701 4 0.6 1.1 A-5 2701 6 1.1 1.1 A-5 2703 12 0.5 2.6 A-8 2703 15 0.4 2.6 A-8 2703 17 1.5 2.6 A-8 2705 24 0.7 0.8 A-9 2705 27 0.6 0.8 A-9 2705 28 0.6 0.8 A-9 2705 Laundry 0.1 0.8 A-9 2709 35 0.8 2.2 A-10 2709 37 1.4 2.2 A-10 2709 40 1.2 2.2 A-10 2711 152 0.5 1.7 A-11 2711 154 0.7 1.7 A-11 2711 157 0.6 1.7 A-11 2713* 140 2.0 4.0 A-14 2713* 141 2.5 4.0 A-14 2713* 142 4.0 4.0 A-14 2713* 143 3.5 4.0 A-14 2713* 144 2.5 4.0 A-14 2713* 145 2.5 4.0 A-14 2715 129 2.4 4.9 A-4 2715 131 0.7 4.9 A-4 2715 133 0.7 4.9 A-4 2717 117 0.7 1.4 A-3 2717 120 0.7 1.4 A-3 2717 . 122 1.4 1.4 A-3 2719 82 1.0 6.3 A-12 2719 85 1.8 6.3 A-12 2719 87 1.4 6.3 A-12 2721 106 2.2 3.6 A-13 2721 107 2.4 3.6 A-13 2721 110 0.8 3.6 A-13 2721 Laundry 1.6 3.6 A-13 2723 94 2.0 4.2 A-2 2723 97 2.6 4.2 A-2 2723 99 1.7 4.2 A-2 After MJ Structural Engineers 4-6-2012 (estimated) Final Manometer Survey Results.xls ReportNo: 12-13580 APPENDIX A MANOMETER SURVEYS LOW POINT MANOMETER SURVEY 2601 AVENIDA DE ANITA CARLSBAO, CA JOBNO.: 13667-00 DATE: MAY 2012 FIGURE NO.: A-1 HIQH POINT % MANOMETER SURVEY 2723 AVENIDA OE ANPTA CARLSBAD, CA JOBNO.: 13667.00 DATE: MAY 2012 FIGURE NO.: A-2 LOW MANOMETER SURVEY 2717 AVENIDA DE ANITA CARLSBAO, CA JOBNO.: 13667-00 DATE: MAY 2012 FIGURE NO.: A-3 MANOMETER SURVEY 2715 AVENIDA OE ANrfA CARLSBAD, CA JOB NO.: 13667-00 DATE: MAY 2012 FIGURE NO.: A-4 % MANOMETER SURVEY 2701 AVENIDA DE ANITA CARLSBAO, CA JOBNO.: 13667-00 DATE: MAY 2012 FIOURE NO.: A-5 TJ 8,6 % MANOMETER SURVEY 2603 AVENIDA DE ANITA CARLSBAO, CA JOB NO.; 13667-00 DATE: JUNE 2012 FIGURE NO.: A-6 LOW POINT MANOMETER SURVEY 2605 AVENIDA DE ANITA CARLSBAO, CA JOB NO.: 13667-00 DATE: JUNE 2012 FIGURE NO.: A-7 12 HIGH POINT ^ y MANOMETER SURVEY 2703 AVENIDA DE ANITA CARLSBAO, CA JOBNO.: 13667-00 DATE: JUNE 2012 FIGURE NO.: A-8 MANOMETER SURVEY 2705 AVENIDA DE ANrfA CARLSBAD, CA JOB NO.: 13667-00 DATE: JUNE 2012 FIGURE NO.: A-9 35 36 7.4 7,6 7.2 6,91 1 7,0 u ?.6 1 1 =V 1 cz 11 II a,i ' { 7,9 ? ' 7.6 7,9 rS n ILJ B.) n " h 7.7 n HIGH POINT 37 6.1 8 38 L I fi 40 MANOMETER SURVEY 2709 AVENIDA OE ANITA CARLSBAO, CA JOB NO.: 13667-00 DATE: JUNE 2012 FIGURE NO.: A-10 152 HIGH =|j] POINT 157 % MANOMETER SURVEY 2711 AVENIDA DE ANITA CARLSBAD, CA JOBNO.: 13667-00 DATE: JUNE 2012 FIGURE NO.: A-11 82 NIGH POINT % MANOMETER SURVEY 2719 AVENIDA DE ANITA CARLSBAD, CA JOBNO.: 13667-00 DATE: JUNE 2012 HGURE NO.: A-12 I 1 ''fi i ' "l r ' 1L=J ILJM n ... HIGH POINT 110 107 108 MANOMETER SURVEY 2721 AVENIDA DE ANITA CARLSBAO, CA JOS NO.: 13667-00 DATE; JUNE 2012 FIGURE NO.: A-13 ±II8"-0' lUMlT 1401 (VACANT) I UNIT 1421 (VACANT) tUHU 143| (OCCUPIED) lUHIT 145| (OCCUPIED) ^ FLOORPLAN ( 1 ) (APPROXIMATE FLOOR DEFLECTIONS) APPROX NORTH I stnicturof I engineeri 7710 Bafcoa Aw. Sute 2(I6C San Dtogo,CA 92111 Phona: 858.442.7771 Fa«:81»J9e.20e2 FIGURE NUMBER 1 Proj*at: Villa Real Apartments Building 2713 rrejKtNunte:. 11071.01 Prvpvcdiy:. JM .rwr._l •»_J_ ^ 04/02/12 APPENDIX B FIELD EXPLORATION PROGRAM APPENDIXB FIELD EXPLORATION PROGRAM 1. Subsurface conditions were explored by drilling three (3) borings, three (3) test pit excavations, and two (2) interior core holes. The approximate locations of the borings, test pit and core hole are shown on the attached Site Plan, Figure 1. The Logs of Borings, Test Pit and Core hole are included in Appendix B, Figures B-l through B-12. 2. Drilling of the borings and excavation of the test pit and core hole were observed by our field geologist who logged the soils and obtained bulk and relatively undisturbed samples for identification and laboratory testing. 3. The borings and excavations were located in the field by pacing fi*om known landmarks. Their locations as shown are, therefore, within the accuracy of such raeasurement. 4. The following sampling and testing techniques were used to evaluate the subsurface conditions: a. Relatively undisturbed drive samples were obtained by utilizing a 3-inch outside diameter Califomia sampler lined with brass rings, each 1-inch long and 2.5- inches inside diameter. The samples were driven for a total length of between 12- and 18-inches. The number of blows for every 6-inches of driving were recorded on the boring logs. The hammer weight was 140 pounds. The drop height was about 30-inches. The brass rings were removed firom the Califomia sampler and transferred into a plastic tube and sealed. Drive samples taken in the test pit and core hole excavations were collected with hand sampling equipment. b. Bulk samples representative or subsurface conditions were collected fi-om the test pits and the boring tailings and sealed in plastic bags. 5. The soils were classified based on field observations and laboratory tests. The classification is in accordance with the Unified Soil Classification System (See Figure B-0, Appendix B). 6. AU samples were transported to the laboratory for testing. 7. Groundwater was not encountered in the majority of our boring, test pit or core hole excavations. A minor groundwater seepage was encountered in Boring B-3 near the fill to colluvium contact. 8. The borings, test pit and core hole were backfilled with on-site materials. 9. The core holes were backfilled with excavated soil and patched with cementitous materials. DEFINIT ON OF TERMS PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS O M . a: %\ UJ - IO Ui < UJ Si eo . O I z U UJ GRAVELS MORE THAN HALF OF COARSE FRACTION IS URGER THAN NO. 4 SIEVE SANDS MORETHAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE CLEAN GRAVELS (LESS THAN 5% FINES) CW WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE OR NO FINES. GP POORLY GRADED GRAVELS OR GRAVEL-SAND MIXTURES, LriTLE OR NO FINES, GRAVEL WITH FINES GM SILTY GRAVELS, GRAVEL-SAND SILT MIXTURES, NON-PUSTIC FINES. GC CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES, PLASTIC FINES. CLEAN SANDS (LESS THAN 5% FINES) SW WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES. SP POORLY GRADED SANDS OR GRAVaLY SANDS, LITTLE OR NO FINES. SM SANDS WITH FINES SILTY SANDS, SAND-SILT MIXTURES, NON-PLASTIC FINES. SC CLAYEY SANDS, SAND-CLAY MIXTURES, PLASTIC FINES. 5 3of UJ ifii I ML SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 50% INORGANIC SILTS AND VERY FINE SANOS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVEUY CLAYS, SANDY CLAYS. LEAN CLAYS. OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY. SILTS AND CUVYS LIQUID LIMIT IS GREATER THAN 50% MH INORGANIC SILTS. MICACEOUS OR DIATOMACEOUS FINE SANOY OR SILTY SOILS, ELASTIC SILTS. CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS. OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS. HIGHLY ORGANIC SOILS Pt PEAT AND OTHER H IGHLY ORGANIC SOILS. GRAIN SIZIS SILTS AND CLAYS SAND FINE MEDIUM COARSE GRAVEL FINE COARSE COBBLES BOULDERS 200 40 10 4 »4" U.S. STANDARD SERIES SIEVE RELATIVE DENSITY 3* 12" CLEAR SQUARE SIEVE OPENINGS CONSISTENCY SANDS. GRAVELS AND NON-PLASTIC SILTS BLOWS/FOOT* CLAYS AND PLASTIC SILTS STRENGTH " BLOWS/FOOT* VERY LOOSE 0-4 VERY SOFT 0-1/4 0-2 LOOSE 4-10 SOFT 1/4-1/2 2-4 MEDIUM DENSE 10-30 FIRM 1/2-1 4-8 DENSE 30-50 STIFF 1-2 8-16 VERY DENSE OVER 50 VERY STIFF 2-4 16-32 HARD OVER 4 OVER 32 "NRI NO RECOVERY 15^ RING SAMPLE I I I STANDARD PENETRATION TEST 1X1 BAG SAMPLE • NUMBER OF BLOWS OF 140 POUND HAMMER FALLING 30-INCHES TO DRIVE A 2-INCH O.D. (1-3/8-INCH I.D.) SPLIT SPOON (ASTM D-1566). " UNCONFINED COMPRESSIVE STRENGTH IN TONS/SQ. FT. AS DETERMINED BY UBORATORY TESTING OR APPROXIMATED BY THE STANDARD PENETRATION TEST (ASTM D-1586), POCKET PENETROMETER, TORVANE, OR VISUAL OBSERVATION. KEY TO LOOS JOBNO. 13677-00 DATE-. June 2012 FIGURE: B-0 Date{s) Logged: 5/10/2012 Logged By: JPH LOCATION: Building 2713, Unit 145 Ground Elevation: +/-100.0 feet IVIethod of Drilling: 6-inch Solid Stem Auger Driiiing Company: Pacific Drilling Drop: 30-inches Weight(s): 140 pounds Q. a> Q c o o _ (0 o iS CO o in I CQ T3 0) £1 u) a. =5 E c ro 3 CO Q. E ro to CQ o o 5 O Q S 15 >, ro If) a. c £ Q BORING NO.: B-1 Description Laboratory Test(s) (U Q. <U Q 2 - •3 • •4 • •5 - •6 •• •7 • •8 •9 - 10 11 • 12 • 13 • 14 • 15 16 - 17 • 18 19 20 • ML (ML) 10 11 17 9 13 17 ENGINEERED FILL- Silty, fine SAND with scattered Sandstone bedrocl< fragments; medium dense to dense, damp to slightly moist, light grey to white, fine-grained (5)10': Silty, fine SAND; medium dense, slightiy moist, light grey to white, fine-grained, scattered bedrocl< fragments, trace of medium sand, siity fill zones @ 15': Cont. silty, fine SAND; dense, slightly moist, light grey to white, scattered Sandstone bedrock fragments BEDROCK: SANTIAGO FORMATION - Silty, fine SANDSTONE; hard, slightly moist, light grey to white •0 • • 1 - 2 • -3 • •4 • • 5 • •6 • •7 • -8 • 9 • •10 11 12 •13 •14 15 16 •17 •18 19 •20 ProjectNo.: 13667-00 LOG OF BORING Figure No.: B-1 Boring Log B-1 5/15/2012 Stoney-Miller Consultants, Inc. Date(s) Logged: 5/10/2012 Logged By: JPH LOCATION: Building 2713, Unit 145 Ground Elevation: •+/-100.0 feet Method of Drilling: 6-inch Solid Stem Auger Drilling Company: Pacific Driiiing Drop: 30-inches Weight(s): 140 pounds Q. (D Q c o ro o '(/> _ in o i2 CO O i CD 0) .£3 U) Q. =6 E c ro 3 CO 0) Q. E ra CO CD en O o 5 O <l> >, a. t= = Q BORING NO.: B-1 Continued Description Laboratory Testfs) Q. <U D 20 21 22 23 24 25 26 27 28 • 29 30 • 31 - 32 33 34 35 - ^36 • •37 •38 - •39 15 28 39 18 56 @ 20': Appears massive, no bedding, joints or fractures, trace of white calcareous nodules, trace of medium-grained Sand @ 20.5': Organic layer, dark Sandy CLAY, odor @ 25': Cont. silty, fine Sandstone; hard, slightly moist, white to light grey, massive Total depth 26' No groundwater No caving Boring backfilled 20- 21 22 23 24 25- 26- 27- 28' 29- 30 • 31 32 33' 34 35- 36- 37 • 38- 39 40- Project No.: 13667-00 LOG OF BORING Figure No.: B-2 Boring Log B-1 5/15/2012 Stoney-Miller Consultants, Inc. Date(s) Logged: 5/10/2012 Logged By: JPH LOCATION: Building 2723, Unit 94 Ground Elevation: +/-100.0 feet Method of Drilling: 6-inch Solid Stem Auger Drilling Company: Pacific Drilling Drop: 30-inches Weight(s): 140 pounds (U a. Q V) w •o .55 CO O OT o OQ 73 tn a. •B E c ro Z3 CO a. E ro CO OQ B <s). in o g 2 O s a BORING NO.: B-2 Description Laboratory Testfs) 0) D. 0) Q CL/ML •1 - •2 - •3 • • 4 .- •5 • •6 • •7 -8 - •9 101 11 12 13 14 15 16- 17 18 19 20 (ML) 9 28 38 13 18 33 9 17 28 13 20 29 ENGINEERED FILL- Fine, Sandy CLAY; stiff, moist, dark brown, fine- to medium-grained, some scattered bedrock fragments and roots @ 4': Clayey SILT/Silty CLAY with abundant scattered bedrock fragments; very hard, moist, dark brown and mottled orange and light grey, some roots and pinhole porosity @ 8'; Silty, fine SAND; very dense, slightly moist, light brown and slightly mottled, fine-grained, some roots BEDROCK: SANTIAGO FORMATION - Fine SANDSTONE with minor interbedded fine , Sandy SILTSTONE; moderately hard to hard, moist, light brown and some orange oxidation staining, poorly bedded, minor rootlets and pinhole porosity, slightly weathered @ 16': Silty CLAYSTONE; hard, moist, dark brown and mottled greenish-grey and black, massive, some orange, fine sand, moderately weathered, trace of roots, black nodules and white calcareous stringers •0 - - 1 • -2 • •3 • -4 - -5 • -6 • -7 • -a • -9 • •10 -11 •12 13- •14 •15 •16 17 18 •19 •20 ProjectNo.: 13667-00 LOG OF BORING Figure No.: B-3 Boring Log B-2 5/15/2012 Stoney-Miller Consultants, Inc. Date(s) Logged: 5/10/2012 Logged By: JPH LOCATION: Building 2723, Unit 94 Ground Elevation: +/-100.0 feet Method of Drilling: 6-inch Solid Stem Auger Drilling Company: Pacific Drilling Drop: 30-inches Weight{s): 140 pounds o. Q c o ro o in _ in o -55 CO O I 00 •o 3 Hi in o. •B E c ro 13 CO a. E ro CO CQ o O S O Q S u ^ iS OT a. c S Q BORING NO.: B-2 Continued Description Laboratory Test(s) 0) £ Q. (0 Q 20 21 - 22 23 24 25 26 - 27 28 - 29 - 30 31 32 - 33 34 - 35- 36 - 37 38 - 39 40 11 16 22 Interbedded Silty CLAYTSONE and Silty, fine SANDSTONE; hard, moist, dark brown and grey, fine- to medium-grained, slightly weathered Total depth 21.5' No groundwater No caving Boring backfilled 20-I 21 22' 23 • 24- 25- 26- 27' 28' 29- 30 • •31 32 33- 34- 35- 36- 37- 38- 39 • 40- Project No.: 13667-00 LOG OF BORING Figure No.: B-4 Boring Log B-2 5/15/2012 Stoney-Miller Consultants, Inc. Date(s) Logged: 5/10/2012 Logged By: JPH LOCATION: Building 2601, Unit 59 Ground Elevation: +1-100.0 feet Method of Drilling: 6-inch Solid Stem Auger Drilling Company: Pacific Drilling Drop: 30-inches Weight(s): 140 pounds 0) sz QL 0) Q c o ro o OT _ OT •o iS CO o OT I OQ TJ 0) .a 2 ^ in Q. ^ E c ro 3 CO a E ro CO 3 CQ •s ^ o o 5 O O £^ JS w Q. 1= .E Q BORING NO.: B-3 Description Laboratory Testfs) 0) Q. Q •3 • •4 • •5 • •6 • •7 •8 • -9 10 11 12 - 13 • 14 15 16 17 • 18 - 19 - 20 MUSC CUSC 13 20 25 9 13 19 9 13 20 ENGINEERED FILL- Clayey, fine SAND/Silty, fine SAND; dense, moist, light grey, scattered bedrock fragments, some rootlets, fine-grained @ 5': Silty, fine SAND; dense, moist, light grey to white, scattered bedrock fragments, some roots @ 10': Clayey, fine SAND/Silty, fine SAND; dense, moist, light grey to white, scattered grey Siltstone/Sandstone bedrock fragments, fine with some medium-grained sand @ 15': Clayey, fine SAND/Silty, fine SAND; dense, moist, light grey to white, some Sandy Clay zones, fine- to medium-grained, some scattered bedrock fragments -0 1 2 3 •4 -5 6 7 -8 -9 10 •11 12 13 14 15 16 17 18 19 20 ProjectNo.: 13667-00 LOG OF BORING Figure No.: B-5 Boring Log B-3 5/15/2012 Stoney-Miller Consultants, Inc. Date(s) Logged: 5/10/2012 Logged By: JPH LOCATION: Building 2601, Unit 59 Ground Elevation: +/-100.0 feet Method of Drilling: 6-inch Solid Stem Auger Driiiing Company; Pacific Drilling Drop: 30-inches Weight(s): 140 pounds C3L 0) a c o tn OT •5 iS CO O OT I CQ •o 0) .Q u. 3 to ••B E c ro 3 CO Q. E ro CO 3 OQ O O 5 O Q S JS OT Q. C S Q BORING NO.: B-3 Continued Description Laboratory Testes) Q. 0) Q 20 21 22 - 23 24 25 26 27 28 29 • 30- 31 32 33 34 35 36 37 38 39 40 CUSC CL/CH CL/CH (ML/SM) 14 20 32 14 19 23 13 18 24 9 13 22 @ 20': Fine, Sandy CLAY/Clayey, fine SAND; hard to very dense for sands, moist, light to medium grey, scattered bedrock fragments, fine- to medium-grained, pockets of white medium-grained sand @ 25': Silty, lean to fat CLAY; hard, moist, dark grey, pockets of fine, Sandy Clay which impart a mottled appearance, trace of roots and organics, mild organic odor, scattered green and brown bedrock fragments @ 30': Groundwater seepage (sampler wet) @31': COLLUVIUM - Fine, Sandy lean to fat CLAY/Silty CLAY; hard, moist, dark brown to dark grey and/or black, massive, moderate organic odor, vertical caliche stringers, fine-grained @ 25': Fine, Sandy lean to fat CLAY; hard, moist, dark brown, vertical caliche stringers, fine-grained @ 39.5': Bedrock: Santiago Formation - 20- 21 22- 23 • 24- 25 • 26- 27- 28- 29 30 • •31 32 33- 34 35- 36- 37- 38- 39- 40- ProjedNo.: 13667-00 LOG OF BORING Figure No.: B-6 Boring Log B-3 5/15/2012 Stoney-Miller Consultants, Inc. Date(s) Logged: 5/10/2012 Logged By: JPH LOCATION: Building 2601, Unit 59 Ground Elevation: •••/-100.0 feet Method of Drilling: 6-inch Solid Stem Auger Drilling Company: Pacific Drilling Drop: 30-inches Weight(s): 140 pounds 0) S Q. Q) Q c o ro o OT w CO O I CQ •o (U •e in cx •5 E c ro ZS CO 0 Q. E ro CO 3 CQ 0) ^ •s ^ O o 5 O O a. JS w a. c £ a BORING NO.: B-3 Continued Description Laboratory Testfs) 0) a Q 40 il 11 41 • 13 42 • 43 • 44 • •45 • 17 28 46 -40 47 • 48 - 49 - 50 - 51 - 52 • 53 - 54- 55 • 56 - 57 - 58 - 59- so- @ 40': Fine-grained SANDSTONE; medium dense, moist, brown, massive @ 45': Interbedded, fine SANDSTONE and fine, Sandy SILTSTONE; hard, moist, medium-grey and mottled by orange oxidation blebs, trace of white caliche stringers, massive Total depth 46.5' Groundwater seepage @ 30' No caving Boring backfilled •40 41 42 h43 44 1-45 46 47 N8 49 50 1-51 52 53 54 55 56 57 58 59 60 ProjectNo.: 13667-00 LOG OF BORING Figure No.: B-7 Boring Log B-3 5/15/2012 Stoney-Miller Consultants, Inc. Mettiod of Excav.: f-fanj Tco/s Company: V>PP^ Drop: Weight(s): Date(s) Logged: <3 / Logged By: LOCATION Ground Elevation: sz D c o ? «= •</) _ in o .2 CO O I OQ 3 0) =5 E c CO D (0 Q. E a CO 3 m o o 5 O iS OT O. C • OS B a TEST PIT NO.: TP- / Description Laboratory Testfs) & x: 0™ 1 - 2-- 3.... 4.... 5.... 6" 7- 8 - 9.-. io- il • 12 • 13 " ML /sA^ £Ln^/o«g^^<>/ Fill ry\oH-lApp> ^rrwi^ 0- -1 - •2- -3- "4- • 6- ••7™ ••e- .9- "10 • -11 • • 12 • 13- Scale: 1"= AJT^I Topography: L.^\/c4 Cf huJ f Trench Orientation: O'&i ClMlr 142- 1 i -—JCXifirity '/2 6^- I lyelc^ e-p • • 9 •7- Project No.: Test Pit Log 6/7/566S 1-56,^7-00 LOG OF TEST PIT Figure No.: £)-g StOney-Mlllur tonsultahts, Inc Date(s) Logged: 5^ - 2^ — / "2— Logged By: yp i4- LOCATION: ^lA^^- ^.J1^^ ^ 'h'^ Ground Elevation: Method of Excav.: MarJ TooK Company: /Op/t^ Drop: WeigM(s): sz •B. O c o 1 !E OT OT O S (0 O o 00 5^ « a E ro (0 J£ "5 OQ O o S O J.» TEST PIT NO.: T'P-^ Description Latx)ratory Testfs) x: •B. L 0" •1 -HI 2- •3- •4- •5- •6- 7- 8- 9- 10 11 12' 13 O" I-1 - 2- 3 • 4- 5- 6- 7- 8- 9- lo- ll • IH2- 13 • A4L Scale: 1"= Mrs. I Topography: LlV^ Pi^AhlTtP-TrenchOrientatton: '^jO'iV t uJ '•4- ^' . :• r r • ... <» <9 4r: ProjectNo.: /g)667-OC) LOG OF TEST PIT Test Pit Log fl/7/MM FigureNo.:/g>*-9 fanf Datefs) Logged: Logged By: J-pf-f- LOCATION: j^U^. ^^3/ ^ Method of Excav.: ff^f^ Tool^ Company: Drop: Weightfs): Ground Elevation: sz Q o 'OT w o a wo .2 m 3 « CO 3 CO 0) •Q. E n (0 "5 OD 3 0) O o S O TEST PIT NO.: TP— 3 Description Laboratory Testfs) OD B. 5- (c?rtAjrJLu^ju^ S^^^^t 0- I - 2- 3- 4- 5- 6- 7- 8' g..J 10 II - Test Pit Log 6/7y26fl§ Dale(s) Logged: 5"- ^ ' / A- Logged By: Jpf^ LOCATION: g,^ . •^'JI2,^ Ur.ii'lH^ Ground Elevation: Mettiod of Excav.: hi^rvf 7""o5'/<i Company: X^pf^ Drop: Weightfs): V— x: •s. <D o 8 IC « o .S (0 O OQ .1 @{ 3 CO Q. e a CO OQ il o O S U a s J. a> B Q TEST PIT NO Description Laboratory Testfs) sz 0- 1 ~ 2- 3- 4- 5" 6" 7- 8- 9" 10 11 12 13 1 4ii.-j5 ^fz^ No'^rvui^yva-hu^p^f^'^f^^ I Scale: 1"=^siT'C| Topography ^[^^^^^^^../-ag.^ <ifahi ^g«^/?a^<{r^ Trench Orientation /V K 3» y 1 • 1 : » r.c If Test Pit I LOG OF TEST PIT Figure No.: 6-// Stuney-Mlll^t LuMsullarils, Inu. Datefs) Logged: Logged By: /2- LOCATION: ^o/^ ^ Method of Excav.: Harv/ lovf^ Company: f^)^'^ Drop: Weightfs): Ground Elevation: Q (0 'in _ 10 o « W O o OQ a E ffi CO I CD to OQ t 8 TEST PIT NO.: Description Laboratory Testfs) •B. 0- 1 •" 2- 3 • 4" 5" 6- 7- 8" 9- 10 11 12 13" ML 2 j Scale: V= h4T^ Topography: •Ipflf-9 ncrir\4iJC^ r~//l 0 1 •2 3H •4- •5- 6- 7- .8- 9- 10 11 12 13 Trench Orientation: J 11 1 T.D. 23 3 Af^/./o /qf/^fwc ProjectNo.: I ^h&l-^DO LOG OF TEST PIT Figure No.:y5-/2. Money-Miller Consultante, Incr Test Pit Log iSimfy APPENDIX C LABORATORY TESTING PROCEDURES APPENDIX C LABORATORY TESTING PROCEDURES 1. Classification a. Soils were classified visually according to the Unified Soil Classification System (USCS). Classification was supplemented by Index Tests, such as Expansion Index testing. Moisture content and dry density detenninations were made for representative samples. b. Results of moisture and density determinations are summarized in Figure C-1. Soil classifications are shown in the Logs of Borings, Test Pit and Core Hole, Figures B-l through B-12. 2. Expansion Index Two expansion index tests were perfonned on representative remolded samples of the exposed subgrade soils. The tests were performed under a surcharge of 144 pounds per square foot in accordance with ASTM: D4829-88. The Expansion Indices ranged from 40 to 80 which indicated soils with a low to medium potential for expansion. 3. Swell/Compression Tests Swell/Compression tests were performed to aid in estimating the potential for future movement due to increased wetting. These tests were performed on relatively undisturbed samples of the on-site soils in general accordance with ASTM D5333. Samples were soaked with water at overburden pressures chosen to simulate existing conditions. Individual test results are shown on Figures C-2 through C-3. Both samples exhibited expansion characteristics when wetted at overburden pressures. 4. Direct Shear Two direct shear strength tests were performed on representative, relatively undisturbed sample of the on-site soil materials. To simulate possible adverse field conditions, the samples were saturated prior to shearing. A saturating device was used which permitted the samples to absorb moisture while preventing volume change. The tests were performed using a shearing rate of about 0.005-inches per minute. The test results are presented on Figures C-4 and C-5. STONEY-MILLER CONSULTANTS, INC. Client; Triumph Management Company Project Number: 13667-00 MOISTURE, DENSITY AND SATURATION Project Name; Villa Real Apartments -14 Bldgs Address; 2713 Avemda de Anita;Carlsbad, CA Borehole Depth Sample Length (In.) Sample Type Soil Unit Classification Water Content (%) Dry Densily (pcf) Saturation Expansion Index B-1 10.00 SPT FILL ML 12.6 B-1 15.00 SPT FILL ML 12.7 B-1 20.00 RING BEDROCK ML 11.5 112.8 B-1 25.00 RING BEDROCK ML 10.5 115.0 B-2 4.00 RING FILL CUML 23.2 96.9 87 B-2 8.00 RING RLL CL/ML 8.0 112.5 45 B-2 12.00 RING BEDROCK ML 19.8 100.8 82 B-2 16.00 RING BEDROCK ML 27.6 100.0 100 B-2 20.00 SPT BEDROCK ML 16.7 B-3 5.00 RING FILL MUSC 15.5 111.8 86 B-3 10.00 RING FILL MUSC 14.8 115.1 90 B-3 15.00 RING FILL MUSC 16.1 109.8 84 B-3 20.00 RING FILL CUSC 16.7 111.1 90 B-3 25.00 RING FILL CUCH 19.5 111.2 100 B-3 30.00 RING FILL CLyCH 18.9 111.9 100 B-3 35.00 SPT Colluvium CL/CH 14.5 B-3 40.00 SPT BEDROCK MUSM 12.4 B-3 45.00 RING BEDROCK ML/SM 20.7 104.2 93 c-1 0.50 SB 18.4 c-1 0.50 6 SB 11.2 C-1 1.00 12 SB 11.1 C-1 2.00 12 SB 8.9 C-1 3.00 2 SB 11.5 C-2 1.00 12 SB 10.3 C-2 3.00 2 SB 11.3 TP-1 1.00 SB 12.1 TP-1 2.00 LB 10.5 TP-1 3.00 SB 10.3 TP-1 4.00 SB 9.2 TP-2 1.00 SB 13.1 TP-2 2.00 LB 13,5 TP-2 3.00 SB 16.1 TP-2 4.00 SB 13.1 TP-3 1.00 SB 13.1 TP-3 2.00 SB 13.1 Figure No. C-1 STONEY-MILLER CONSULTANTS, INC. CONSOLIDATION TEST Client: Triumph Management Company Project Numlaer: 13667-00 Project Name: Villa Real ApartnKnts -14 Bldgs Address: 2713 Avenida de Anita;Carlsbad, CA -5.0 -4.0 -3.0 -2.0 -1.0 CO 1.0 2.0^ 3.0 4.0 5.0 L_ 100 1,000 STRESS, psf 10.000 BOREHOLE DEPTH Classification % MC% (before) • B-2 8.0 CL/ML •0.46% 942 psf 111 9 Figure No. C-2 I STONEY-MILLER CONSULTANTS, INC. CONSOLIDATION TEST Client; Triumph Management Company Project Number: 13667-00 Project Name: Villa Real Apartments -14 Bldgs Address: 2713 Avenida de Anita;Carlsbad, CA ' ————, 100 1.000 STRESS, psf 10.000 BOREHOLE DEPTH Classification Swell (-) _ , J Collapse (t) @'inundation Yd MC% (before) • B-3 15.0 MUSC -0.55% 1957 psf 109 17 Figure No. C-3 STONEY-MILLER CONSULTANTS, INC. DIRECT SHEAR TEST Client: Triumph Management Company Project Number; 13667-00 Project Name; Villa Real Apartments -14 Bldgs Address: 2713 Avenida de Anita;CarIsbad, CA 5,000 4.000 3.000 X z UJ a. y- OT < Ml X 2,000 1,000 1,000 2,000 3,000 NORMAL PRESSURE, psf 4,000 5,000 BOREHOLE DEPTH Description Yd MC% c • B-2 16.0 Peak Strength ML 97 28 1115 18 CB B-2 16.0 Ultimate Strength 97 28 327 19 Figure No. C-4 STONEY-MILLER CONSULTANTS, INC. DIRECT SHEAR TEST Client: Triumph Management Company Proiect Number: 13667-00 Project Name: Villa Real Apartments -14 Bldgs Address: 2713 Avenida de Anita;Carlsbad, CA 5,000 4,000 I z UJ Q: I- M < Ul X OT 3,000 2,000 1,000 Q 1,000 2,000 3,000 NORMAL PRESSURE, psf 4,000 5,000 BOREHOLE DEPTH Description Td MC% c • • B-3 25.0 Peak Strength CUCH 110 20 503 32 Bl B-3 25.0 Ultimate Strength 110 20 38 32 Figure No. C-5 KK I ^SCHIFF www.hdrinc.com Cofrosibn Contro/ and Condifion Assessment (C3Aj Department Table 1 - Laboratory Tests on Soil Samples Stoney-Miller Consultants ViUa Reid Apar^ents Your #13667-00, HDR^chiff #12-0468LAB 29-May-12 Sample ID C-1 @l-2' Silty Sand Resistivity Units as-received ohm-cm 21,200 saturated ohm-cm 1,080 pH 8.6 Electrical Conductivity mS/cm 0.21 Chemical Analyses Cations calcium Ca^" mg/kg 20 magnesium Mg^* mg/kg 7.7 sodium Na'^ mg/kg 218 potassium K'" mg/kg 3.0 Anions carbonate CO3-" mg/kg 18 bicarbonate HCO3' • mg/kg 204 fluoride F'-mg/kg 15 chloride ci'-mg/kg 90 sulfate sot mg/kg 58 phosphate pot mg/kg 7.9 Other Tests aimnonium mg/kg ND nitrate N03'" mg/kg ND sulfide qual na Redox mV na Electrical conductivity in mlUisiemens/cm and chemical analysis were made on a 1:5 soil-to-water extract, mg/kg = milligrams per kilogram (parts per million) of dry soil. Redox = oxidation-reduction potential in millivolts ND = not detected na = not analyzed 431 West Baseline Rood • Claremont, CA 91711 Phone: 909.626.0967 • Fax: 909.626.3316 Page 1 of 1 Q,^ APPENDIX D CITY OF CARLSBAD GRADING STANDARDS I I CHAPTER 7 - GRADING, SITE DRAINAGE AND LOW IMPACT DEVELOPMENT (LID) STANDARDS 1. SOILS REPORTS A preliminary soils report is required with the submittal of all grading plans. The City Engineer may waive the requirement for the preliminary report for grading projects which have cut or fill with a height of five feet or less or where it can be shown that the preliminary report is not needed to ensure the protection of the health, safety or welfare of the pubiic. All soil reports shall be bound within sturdy covers and signed and sealed by a registered engineer competent in the field of soils engineering. The report shall be neat and logically ordered and include an index, the City project ID, name and location of the project, the name, address and telephone number of the firm which prepared the report and the date ofthe report. Each page ofthe report shall be numbered. The preliminary soils report must be current and must reference the specific project proposed for development. Reports over one year old at time of grading plan submittal and/or reports which reference a different grading proposal must be made current by submittal of an amended report or by submittal of a signed and sealed letter from the soils engineer stating that the findings and conclusions of the previous report are current and valid forthe present proposed project. The preliminary soils report shall at a minimum include the following: A. A written description of the proposed project or grading work to be done and a preliminary site plan; B. A location map and geologic history of the site and surrounding region including a synopsis of the existing soils condition, description of the type and extent of the existing vegetation, description of the seismic setting and proximity of nearby faults, and presence of water on the site; C. A description of the testing done onsite including number and location of the test holes, a map showing the location of the test sites, type and depth of the holes, depth of any found water table, evidence of seismic or landslide activity, reason for performing the test and explanation of the test results; D. Soil profiles; E. A description of the laboratory testing done on soil samples including a description of where the samples came from, reason for performing the test, test results and explanation ofthe test results; F. Calculations, if any. needed to determine the stability of any slopes which exceed twenty feet in height or which are steeper than two horizontal to one vertical; G. A summary of the conclusions and recommendations as to the suitability of the site for the proposed project, any building restrictions, any proposed mitigation measures, footing or building foundation recommendations, type and placement of any subsurface drains or any other recommendations as may be detennined by the soils engineer; H. A set of recommended specifications for the grading work to be done on the site. Page 1 of 4 Grading Standards Rev 3/24/08 SLOPES A. No cut or fill slope shall be steeper than two horizontal to one vertical unless specifically approved by the City Engineer. The City Engineer may approve a slope steeper than two to one under the following conditions: 1) The cut or fill at a steeper slope will be stable and not create a hazard to public or private property; 2) The steeper slope is determined by the City Engineer to be necessary to reduce the overall environmental or aesthetic impacts of the grading project; 3) The overall project grading is consistent with the provisions of the Hillside Grading Ordinance; 4) A soils report prepared by a registered engineer qualified in the field of soils engineering is submitted which report shall provide calculations indicating that the proposed slope will have a factor of safety of 1.5 or better for both deep seated and surficial Allures under saturated soil conditions. B. Cut and fill slopes shall be set back from site boundaries in accordance with City of Carlsbad Standard Drawing GS-14. C. Buildings shall be set back from cut or fill slopes in accordance with City of Carlsbad Standard Drawing GS-15, or as specifically approved by the City Engineer. D. Terrace drains shall be installed on all manufactured slopes exceeding thirty feet in height. The City Engineer may waive this requirement for slopes with a longitudinal length of one hundred feet or less, or upon the recommendation of a registered soils engineer or geologist that such tenace drain is not necessary for stability or erosion protection. Terrace drains shall be designed to prevent deposition of sand and/or other soil materials within the concrete drain. The minimum longitudinal slope shall be two percent and maximum slope shall be twelve percent. Orainage tenaces exceeding eight feet in width need only be paved for a width of eight feet, provided such pavement provides for a minimum channel depth of one foot. Down drains or drainage outlets shall be provided at approximately three hundred foot intervals along the drainage terrace. All such down drains or outlets shall be designed to safely convey the intercepted waters to the point of disposal. Page 2 of 4 Grading Standards Rev 3/24/08 3. SITE DRAINAGE A. All drainage facilities shall be designed to carry surface waters to the nearest practical street, storm drain, or natural water course approved by the City Engineer. When discharging concentrated flows onto natural ground, the engineer-of-work shall provide appropriate calculations to determine the erosive effects at the point of discharge and immediately downstream from the discharge point. If erosive velocities will occur at the discharge point or immediately downstream, then an appropriately designed rip-rap field or other energy dissipating device shall be installed to mitigate the erosive effects. B. Graded building pads shall have a minimum slope of one percent towards an adjoining street or an approved drainage course. A lesser slope may be approved by the City Engineer for sites graded in relatively flat tenrain, or where special drainage provisions are made. In such cases, the City Engineer may require a supporting recommendation by a registered soils engineer. C. Berms, swales or other methods and devices shall be provkled at the top of cut and fill slopes to prevent surface waters from, overflowing onto and damaging the slope face. Special drainage provisions shall be made where a building or structure exists within five feet of the top of a slope. 4. LOW IMPACT DEVELOPMENT (LID) A. All development projects shall be developed with LID Integrated Management Practices (IMPs) to mimic the site's natural hydrological function. LID uses decentralized, site-based planning and design strategies to manage the quantity and quality of storm water runoff. LID attempts to reduce the amount of runoff by mimicking the natural hydrologic function of the site. Lid focuses on minimizing impervious surfaces and promoting infiltration and evaporation of runoff before it can leave the location of origination. Using small, economical landscape features, LID techniques work as a system to filter, slow, evaporate, and infiltrate surface runoff at the source (reference Mull, K.K., (2005, December) Selling Low Impact Development: Audiences, Messages, and Media). B. LID Design shall generally be in accordance with the latest edition of the County of San Diego Low Impact Development Handbook, Stormwater Management Strategies and Low Impact Development Appendices, San Diego Considerations and LID Fact Sheets, for additional literature on LID and best management practices consult the reference materials listed in the latest edition of the County of San Diego Low Impact Development Uterature index. C. Stormwater infiltration plans, including permeable pavement, should be reviewed by a qualified, licensed professional to provide a professional opinion regarding the potential adverse geological conditions created by implementation of \he plans. Geotechnical conditions such as: slope stability, expansive soils, compressible soils, seepage, groundwater level, and loss of foundation or pavement subgrade strength should be addressed, and where appropriate, mitigation recommendations should be provided. The impact on existing, proposed, and future improvements including buildings, roads and manufactured Page 3 of 4 Grading Standards Rev 3/24/08 slopes must be included in the review. D. A Storm Water Management Plan (SWMP) prepared in accordance with Title 15 of the Carisbad Municipal Code and the City's Standard Urban Storni Water Mitigation Plan (SUSMP) shall be submitted concun'ent with all development permits for projects determined to meet priority development project criteria, as such term is defined in the Municipal Perniit The SWMP shall describe in detail all proposed LID IMPs to be incorporated into the site design for the proposed development. E. The post construction BMP site plan prepared in accordance with the SWMP shall be attached to each construction plan (grading, improvement, erosion control, landscape or building) highlighting the BMPs incorporated within the respective plan. The developer/owner/applicant shall be responsible for the construction and/or implementation of all BMPs as shown on the post construction BMP site plan whether or not such BMPs are reflected on the respective construction plans. No changes are to be made to the post construction BMP site plan without the express approval of the City Engineer or his/her designated representative. Page 4 of 4 Grading Standards Rev 3/24/08 SEE TABLE BELOW FOR L VALUES rtpzcmo , PER S«?S p • (TYPICAL) Ts RACE DRAIN TYPE B 8R0W WTCH PER SDRS 0-75 (SE NOTE 4) SEE NOTE 4) NATURAL GROUND SURFACE L L 4' 1 2X -nSTINC CROUN& SURfACE TYPICAL CUT SLOPE SEE OETAIL A REMOVE SOIL MANaE TO COMPETENT MATERIAL NATURAL GROUND SURFACE HNISHED GRADE H IN FEET L IN FEET 0'-5' — 5'-20' 2.5" 20"-40' 5' OVER 40' 10" TYPE C OR D TERRACE DRAIN PER SDRS. D-75 (TYPICAL) (SEE NOTE 4) aOPE ROUNUNG DETAIL (DOES NOT APPLY TO SIDE SLOPES BET«€EN RESIOENTIAL UNITS) DETAILA SL0i»EO '° BENCH TYPICAL FILL SLOPE BENCHES REQUIRED FOR NATURAL GROUND SLOPE GREATER THAN 5:1 H in (eet 0 b less than 10' 2' 3.5" 10' - 20' (H/5)' 4' over 20' 4+H/lO' (10' MAX) H/5'(10'mox.) NOTES 1) . ALL FILL MUST BE COMPACTED TO A MINIMUM OF 9055 OF THE MAXIMUM DENSITY WTH THE EXCEPTION OF THE OUTER a" OF THE SLOPE SURFACE IMHICH MAY BE GRID ROLLED TO 85% DENSITY 2) . CUT SLOPES TO 40" REQUIRE NO BENCH. CUT SLOPES OVER 100' REQUIRE ONE MIN. 20' BENCH MIDWAY ON SLOPE. 3) . FILL SLOPES TO 30' REQUIRE NO BENCH. FILL SLOPES OVER 100' REQUIRE ONE MIN. 20' BENCH MIDWAY ON SLOPE SETBACKS 4). AS MODIFIED BY QTY OF CARLSBAO ENGINEERING STANDARDS. REV. APPROVED OATE CITY OF CARLSBAD GRADING OF SLOPES AND REQUIRED SETBACKS 1^—6-04 QTY ENONEER DATE GRADING OF SLOPES AND REQUIRED SETBACKS SUPPLEMENTAL r»Q A A STANDARO NO OO" 11 GRADING OF SLOPES AND REQUIRED SETBACKS SUPPLEMENTAL r»Q A A STANDARO NO OO" 11 NOTES 1) . DRAINSHALL BE CONDUCTED TO STREET AS SURFACE FLOW WHENEVER POSSIBLE. 2) . NON-EROSIVE DRAINAGE SURFACE REQUIRED VWHERE FLOW IS COLLECTED. 5). FINISH GRADING SHALL PROVIDE A MINIMUM POSITIVE DRAINAGE OF 2% TO SWALE 5" AWAY FROM THE BUILDING UNLESS SPECIFICALLY APPROVEO OTHERWISE BY THE CITY ENGINEER.(SEE SHEET 2) 4), DRIVEWAYS BETWEEN 14% AND 20% MUST RECEIVE SPECIAL APPROVAL OF THE CITY ENGINEER. SUBMIT ENGINEERED PROFILE AND LETTER OF REQUEST TO THE ENGINEERING DEPARTMENT. SHEET 1 OF 2 REV. APPROVED DATE CITY OF CARLSBAD TYPICAL FINISHED LOT GRADING CITY ENONEER DATE TYPICAL FINISHED LOT GRADING SUPPLEMENTAL PQ H C STANOARO NO. OO" 1 0 TYPICAL FINISHED LOT GRADING SUPPLEMENTAL PQ H C STANOARO NO. OO" 1 0 FACE OF DWELLING H (IN FEET) S LESS THAN 10 5' 10-30 (H/2)" OVER 30 15' DWELLING SETBACK FROM SLOPE 0^ UJ Q. O IJJ a: z a I FACE OF [DWELLING 5' MIN.' WHERE 5'<d<7'. DISTANCE TO SWALE= d-2' REQUIRES CITY ENGINEER APPROVAL SEE NOTE 3, SHEET 1 OF 2 CASE 1 ^ CASE 2 DRAINAGE SWALE DETAIL SHEET 2 OF 2 REV. APPROVED DATE CITY OF CARLSBAD TYPICAL FINISHED LOT GRADING CITY ENGINEER OATE TYPICAL FINISHED LOT GRADING SUPPLEMENTAL pQ 4C STANDARD NO. OO" 1 U TYPICAL FINISHED LOT GRADING SUPPLEMENTAL pQ 4C STANDARD NO. OO" 1 U APPENDIX E LPILE CONCRETE PIER EVALUATIONS tS \ i foirvf ff if> /'^^ hip ^ 7f ^ i I lU^ (ih) r?/A. I $^600 to 10 1^' 22^^00 Z1, ooo Stoney-Miller Consultants, Inc. www.stoneymiller.com www.geofirm.com y,//^ ^e*./ Fifr ^^'1 'PeS,^)^ PREPARED BY: t-<JL REVIEWED BY: DATE: DATE: PROJECTNO.: / 3 Mf 7- gz> FIGURE NO.: Pile Type Pile Characteristic Free Head Condition 24-inch Diameter RC Pier Pile Head Deflection (in) 0.17 24-inch Diameter RC Pier Maximum Bending Moment (kips-in) 1040 24-inch Diameter RC Pier * Depth to Maximum Bending Moment (ft) 6.0 24-inch Diameter RC Pier ** Point of Fixity (ft) 13 30-inch Diameter RC Pier Pile Head Deflection (in) 0.16 30-inch Diameter RC Pier Maximum Bending Moment (kips-in) 1346 30-inch Diameter RC Pier * Depth to Maximum Bending Moment (ft) 6.25 30-inch Diameter RC Pier ** Point of Fixity (ft) 13.25 36-inch Diameter RC Pier Pile Head Deflection (in) 0.16 36-inch Diameter RC Pier Maximimi Bending Moment (kips-in) 1639 36-inch Diameter RC Pier * Depth to Maximimi Bending Moment (ft) 6.3 36-inch Diameter RC Pier ** Point of Fixity (ft) 13.3 * Below top of model pile ** Below ground surface Villa Real Apartment 13667-00 villa real pier 24in diameter.Ipo LPILE Plus for Windows, Version 5.0 (5.0.7) Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method (c) Copyright ENSOFT, Inc., 1985-2004 All Rights Reserved This program is licensed to: Everett Tabor Stoney-Miller Consultants, Inc. Path to file locations: design\24 inch-diameter\ Name of input data file: Name of output file: Name of plot output file; Name of runtime file: K:\13500-13999\13667-00 Villa Real Apartments\LPILE Villa real pier 24in diameter.Ipd Villa real pier 24in diameter.Ipo Villa real pier 24in diameter.Ipp Villa real pier 24in diameter.Ipr Time and Date of Analysis Date: October 18, 2012 Time: 16:18:34 Problem Title Villa real 30-inch Program Options Units Used in Computations - US Customary Units, inches, pounds Basic Program Options: Analysis Type 1: - Computation of Lateral Pile Response Using User-specified Constant EI Computation Options: - Only internally-generated p-y curves used in analysis - Analysis does not use p-y multipliers (individual pile or shaft action only) - Analysis assumes no shear resistance at pile tip - Analysis for fixed-length pile or shaft only - No computation of foundation stiffness matrix elements - Output pile response for full length of pile - Analysis assumes no soil movements acting on pile - No additional p-y curves to be computed at user-specified depths Solution Control Parameters: - Number of pile increments 156 Page 1 villa real pier 24in diameter.Ipo - Maximum number of iterations allowed = 100 - Deflection tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 1.0000E+02 in Printing Options: - Values of pile-head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (spacing of output points) = 1 Pile Structural Properties and Geometry Pile Length = 156.00 in Depth of ground surface below top of pile = 36.00 in Slope angle of ground surface = .00 deg. Structural properties of pile defined using 2 points Point Depth X in 0.0000 156.0000 Pile Diameter in 24.00000000 24.00000000 Moment of Inertia in**4 16278.0000 16278.0000 Pile Area Sq. in 452 . OOOO 452.0000 Modulus of Elasticity Ibs/Sq.in 3100000 . 3100000. Soil and Rock Layering Information The soil profile is modelled using 1 layers Layer 1 is silt with cohesion and friction Distance from top of pile to top of layer Distance from top of pile to bottom of layer = p-y subgrade modulus k for top of soil layer = p-y subgrade modulus k for bottom of layer 36.000 in 360.000 in 500.000 lbs/in**3 500.000 lbs/in**3 (Depth of lowest layer extends 204.00 in below pile tip) Effective Unit Weight of Soil vs. Depth Distribution of effective unit weight of soil with depth is defined using 2 points Point No. 1 2 Depth X in 36.00 360.00 Eff. Unit Weight lbs/in**3 . 07200 .07200 Shear Strength of Soils Page 2 villa real pier 24in diameter.Ipo Distribution of shear strength parameters with depth defined using 2 points Point Depth X Cohesion c Angle of Friction ESO or RQD No. in lbs/in**2 Deg. k_rm % 1 36.000 3.47000 25.00 .01000 .0 2 360.000 3.47000 25.00 .01000 .0 Notes: (1) Cohesion = uniaxial compressive strength for rock materials. (2) Values of E50 are reported for clay strata. (3) Default values will be generated for E5 0 when input values are 0. (4) RQD and k_rm are reported only for weak rock strata. Loading Type Static loading criteria was used for computation of p-y curves Pile-head Loading and Pile-head Fixity Conditions Number of loads specified = 1 Load Case Number 1 Pile-head boundary conditions are Shear and Moment (BC Type 1) Shear force at pile head = 18000.000 lbs Bending moment at pile head = .000 in-lbs Axial load at pile head = .000 lbs (Zero moment at pile head for this load indicates a free-head condition) Computed Values of Load Distribution and Deflection for Lateral Loading for Load Case Number 1 Pile-head boundary conditions are Shear and Moment (BC Type 1) Specified shear force at pile head = 18000.000 lbs Specified moment at pile head = .000 in-lbs Specified axial load at pile head = .000 lbs (Zero moment for this load indicates free-head conditions) Depth Deflect. Moment Shear Slope Total Soil Res X y M V S Stress p in in Ibs-in lbs Rad. lbs/in**2 lbs/in 0.000 .172272 4.7620E-05 18000.0000 -.0021567 3.5105E-08 0.0000 1.000 .170115 18000.0001 18000.0000 -.0021566 13.2694 0.0000 2.000 .167959 36000.0001 18000.0000 -.0021560 26.5389 0.0000 Page 3 villa 3 . 000 .165803 54000.0001 4 . 000 .163648 72000 . 0001 5 . 000 .161495 90000.0001 6 . 000 .159344 108000 . 7 . 000 .157195 126000 . 8 . 000 .155048 144000. 9. 000 . 152904 162000. 10. 000 .150763 180000 . 11. 000 .148626 198000 . 12 . 000 .146493 216000. 13 . 000 .144364 234000. 14 . 000 . 142240 252000 . 15. 000 .140120 270000 . 16 . 000 .138007 288000 . 17 . 000 .135898 306000. 18 . 000 . 133796 324000. 19. 000 .131700 342000 . 20 000 .129611 360000. 21 000 .127530 378000. 22 000 .125455 396000 . 23 000 .123389 414000. 24 000 .121330 432000 . 25 000 .119281 450000. 26 000 .117240 468000. 27 000 .115208 486000 . 28 000 . 113187 504000. 29 000 .111175 522000. 30 000 .109173 540000. 31 000 .107182 558000. 32 000 .105202 576000 . 33 000 . 103234 594000 . 34 000 . 101277 612000 . 35 000 .099333 630000. 36 000 .097401 648000. 37 000 .095482 666000. 38 000 .093576 683952 . 39 000 .091683 701811. 40 000 .089805 719532 . 41 000 . 087941 737074 . 42 .000 .086091 754395 . 43 .000 .084256 771459 . 44 .000 .082437 788227. 45 .000 .080633 804666. 46 . 000 . 078845 820742. 47 .000 .077074 836424 . 48 . 000 .075319 851682 . 49 .000 .073580 866487. 50 . 000 . 071860 880815. 51 .000 . 070156 894640. 52 . 000 . 068470 907938. 53 .000 .066802 920689. 54 . 000 .065153 932872. 55 .000 . 063522 944468 . 56 .000 .061910 955461. 57 . 000 . 060316 965835 . 58 . 000 .058742 975576 . 59 . 000 .057187 984670. 60 .000 .055652 993107. 61 . 000 .054136 1000876 . 62 . 000 .052640 1007968 . 63 . 000 .051164 1014376. 64 .000 .049708 1020093. 65 .000 .048273 1025115. real pier 24in 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 18000.0000 17976.1296 17905.4713 17789.9210 17631.3537 17431.6233 17192.5613 16915.9766 16603.6546 16257.3568 15878.8196 15469.7543 15031.8462 14566.7539 14076.1091 13561.5157 13024.5496 12466.7581 11889.6592 11294.7419 10683.4649 10057.2570 9417.5164 8765.6103 8102.8753 7430.6163 6750.1070 6062.5894 5369.2740 4671.3392 Page 4 diameter, . 0021551 . 0021539 . 0021523 . 0021503 . 0021480 . 0021453 .0021423 .0021389 .0021352 . 0021311 .0021266 .0021218 .0021166 . 0021111 .0021052 .0020989 .0020923 .0020854 .0020781 .0020704 . 0020624 .0020540 .0020453 .0020362 .0020267 .0020169 .0020067 .0019962 • .0019853 • .0019741 .0019625 • . 0019506 • .0019383 • .0019256 • .0019126 • .0018992 • .0018855 • .0018714 • .0018569 • .0018422 • .0018271 • .0018116 • .0017958 • .0017797 • .0017633 -.0017466 • .0017295 • .0017122 • .0016946 • .0016768 • .0016587 • .0016403 • .0016217 - .0016029 • .0015838 • .0015646 • .0015452 - .0015256 - .0015058 • .0014859 - .0014659 - .0014457 - .0014254 Ipo 39 . 53 . 66 . 79. 92 . 106. 119. 132 . 145. 159. 172 . 185 . 199. 212 . 225 . 238 . 252 . 265. 278 . 291. 305. 318. 331. 345 . 358. 371. 384 . 398 . 411. 424 . 437. 451. 464 . 477 . 490 . 504 . 517. 530 . 543 . 556. 568. 581. 593 . 605 616 627 638 649 659 669 678 687 696 704 712 719 725 732 737 743 747 752 755 8083 0778 3472 6167 8861 1555 4250 6944 9639 2333 5028 ,7722 ,0417 ,3111 .5805 .8500 .1194 .3889 .6583 . 9278 . 1972 .4666 .7361 .0055 .2750 .5444 .8139 .0833 .3527 .6222 .8916 . 1611 .4305 .7000 .9694 .2037 .3689 .4328 .3643 .1337 .7127 .0743 .1928 . 0439 . 6043 .8522 .7670 .3292 . 5206 .3240 .7237 .7048 .2536 .3576 .0051 .1858 .8902 .1097 .8369 .0653 .7891 . 0038 .7055 0 . 0 . 0 . 0. 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0. 0. 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . -47 . -93 . •137 . -179 . -219 . -258 . -294 . -329 . -362 . -394 -423 -451 -478 -503 -526 -547 -567 -586 -603 -619 -633 -646 -657 -667 -676 -684 -690 -695 -699 OOOO OOOO OOOO OOOO OOOO OOOO OOOO OOOO OOOO oooo oooo oooo oooo oooo oooo oooo oooo oooo . oooo . oooo .0000 .0000 . oooo . oooo .0000 . oooo . oooo . oooo .0000 .0000 .0000 . oooo . oooo .0000 . 7408 . 5757 .5249 . 6096 . 8513 .2727 .8967 . 7472 .8485 .2258 . 9047 . 9115 .2730 . 0166 .1702 . 7620 . 8211 .3766 .4581 .0958 .3200 . 1613 .6507 .8194 .6986 .3200 .7151 .9158 . 9537 66 . 67. 68 . 69. 70 . 71. 72 . 73 . 74 . 75 . 76 . 77. 78 . 79. 80. 81. 82 . 83 . 84 . 85 . 86 . 87. 88 . 89 . 90 . 91. 92 . 93 . 94. 95 . 96 . 97. 98 . 99. 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 000 000 000 000 000 000 000 000 000 000 000 000 000 , 000 ,000 ,000 .000 .000 . 000 .000 .000 .000 . 000 .000 . 000 .000 .000 . 000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 . 000 . 000 . 000 .000 .000 .000 .000 . 000 .000 .000 . 000 .000 .000 .000 .000 .000 .000 . 000 .000 .000 .000 .046857 , 045463 , 044088 ,042734 , 041401 , 040088 ,038796 ,037525 .036274 . 035044 .033834 .032645 .031476 .030327 .029199 .028091 .027003 .025935 .024886 .023858 .022848 .021858 .020887 .019935 .019001 .018086 .017190 .016311 .015449 .014606 .013779 .012969 .012176 .011399 .010639 .009893 .009164 .008449 .007749 .007064 .006392 .005735 .005090 .004459 .003840 .003234 .002639 .002057 . 001485 . 000924 .000374 . 000166 .000697 .001218 .001730 . 002234 . 002729 .003216 .003696 . 004168 . 004634 .005094 .005547 Villa 1029436. 1033054. 1035968. 1038177. 1039680. 1040479. 1040577. 1039977. 1038682. 1036699. 1034032. 1030688. 1026675. 1022001. 1016675 . 1010706 . 1004106. 996884 . 989053 . 980625 . 971612 . 962028. 951887. 941202 . 929989. 918264 . 906041. 893336. 880167. 866549. 852501. 838040 . 823182. 807948. 792354 . 776420. 760164 . 743606 . 726765 . 709661. 692312 . 674741. 656965 . 639006. 620885 . 602621 . 584236 . 565751 . 547186 . 528564 . 509905. 491232. 472564. 453926 . 435338 . 416823. 398403. 380100. 361936. 343936 . 326121. 308515 . 291140. real pier 24in 3969.9320 3266.1672 2561.1281 1855.8662 1151.4013 448.7220 -251.2147 -947.4826 -1639.1865 -2325.4617 -3005.4739 -3678.4183 -4343.5202 -5000.0336 -5647.2414 -6284.4547 -6911.0124 -7526.2805 -8129.6518 -8720.5453 -9298.4053 -9862.7011 -10412.9265 -10948.5987 -11469.2576 -11974.4659 -12463.8072 -12936.8862 -13393.3276 -13832.7752 -14254.8915 -14659.3563 -15045.8667 -15414.1355 -15763.8908 -16094.8753 -16406.8450 -16699.5687 -16972.8271 -17226.4118 -17460.1247 -17673.7770 -17867.1883 -18040.1858 -18192.6036 -18324.2816 -18435.0650 -18524.8031 -18593.3488 -18640.5577 -18666.2871 -18670.3957 -18652.7423 -18613.1856 -18551.5829 -18467.7899 -18361.6597 -18233.0422 -18081.7837 -17907.7258 -17710.7054 -17490.5534 -17247.0951 Page 5 diameter .0014051 .0013846 . 0013641 . 0013436 .0013230 .0013024 .0012818 .0012612 . 0012406 . 0012200 .0011995 .0011790 .0011586 .0011383 .0011181 .0010981 .0010781 .0010583 .0010386 .0010191 .0009997 .0009806 . 0009616 .0009428 .0009243 .0009060 .0008879 .0008701 .0008525 .0008352 .0008182 .0008014 .0007850 .0007688 . 0007529 .0007374 .0007222 . 0007073 .0006927 .0006785 .0006646 .0006510 . 0006378 . 0006250 .0006125 .0006004 .0005886 .0005772 .0005662 . 0005555 . 0005453 .0005353 .0005258 .0005166 .0005078 .0004994 . 0004913 . 0004836 . 0004762 .0004692 .0004626 .0004563 . 0004503 Ipo 758 . 761. 763 . 765. 766. 767 . 767 . 766 . 765. 764 . 762 . 759. 756. 753 . 749 . 745 . 740. 734 . 729. 722 . 716 . 709. 701. 693 . 685. 676 . 667. 658 . 648. 638 . 628 . 617. 606 . 595. 584 . 572 . 560 . 548 535 523 510 497 484 471 457 444 430 417 403 389 375 362 348 334 320 307 293 280 266 253 240 227 214 8912 5587 7068 3348 4430 0324 1046 6620 7077 2452 ,2790 ,8140 ,8556 ,4100 .4837 .0838 .2180 .8943 .1214 . 9081 .2639 . 1987 .7226 .8461 .5801 .9360 . 9252 .5596 .8513 .8127 .4565 .7955 .8430 .6121 . 1166 .3701 .3866 .1802 .7651 . 1557 .3667 .4128 .3088 . 0698 . 7107 .2469 .6937 . 0666 .3811 .6529 . 8977 .1316 .3704 .6303 .9275 .2782 .6989 .2061 .8164 . 5466 .4136 .4343 .6258 -702 . -704 . -705 . -705. -703 . -701. -698 . -694 . -689. -683 . -676. -669. -660 . -652 . -642 . -632 . -621. -609. -597 . -584 . -571. -557. -543 . -528. -513 . -497. -481. -464 . -448 . -430 . -413 . -395. -377 . -359 -340 -321 -302 -283 -263 -243 -223 -203 -183 -162 -142 -121 -100 -79 -57 -36 -14 6 28 50 72 94 117 139 162 185 208 231 255 8608 6688 4094 1144 8153 5434 3299 2059 2019 3485 6757 2133 9905 0363 3793 0473 .0680 .4682 .2744 .5125 .2075 .3843 .0665 .2777 .0403 .3761 .3065 .8516 .0312 .8641 .3684 .5613 .4594 .0782 .4325 .5364 .4029 . 0444 .4723 .6971 .7287 .5759 .2467 .7484 .0872 .2689 .2979 .1783 .9131 .5046 . 9543 .7371 .5696 .5439 .6615 .9245 .3359 .8990 .6180 .4977 .5433 .7606 . 1560 129. 130 . 131. 132 . 133 . 134 . 135. 136 . 137 . 138 . 139. 140 . 141. 142 . 143 . 144 . 145 . 146 . 147 . 148 . 149 150 151 152 153 154 155 156 000 000 000 .000 . 000 .000 .000 .000 .000 .000 .000 .000 .000 . 000 .000 .000 .000 .000 .000 .000 . 000 .000 .000 .000 .000 .000 .000 .000 .005994 .006436 , 006873 ,007305 ,007733 .008157 ,008577 ,008993 , 009406 ,009816 ,010223 .010628 .011031 .011432 .011831 . 012228 . 012625 .013020 .013415 . 013808 . 014201 .014594 .014986 .015378 .015770 .016162 .016554 . 016945 Villa 274020. 257180. 240641. 224430. 208568 . 193082 . 177996 . 163334 . 149122 . 135385 . 122148 . 109438 . 97280 .4697 85702.1253 74729.6604 64390 .1448 54710.9674 45719.8457 37444.8333 29914 .3293 23157.0855 17202 .2138 12079 .1929 7817 . 8749 4448.4898 2001.6508 508.3578 0 .0000 real pier 24in -16980.1489 -16689.5262 -16375.0309 -16036.4590 -15673.5983 -15286.2280 -14874.1183 -14437.0304 -13974.7164 -13486.9186 -12973.3700 -12433.7940 -11867.9041 -11275.4046 -10655.9903 -10009.3465 -9335.1495 -8633.0671 -7902.7582 -7143.8739 -6356.0578 -5538.9463 -4692.1694 -3815.3516 -2908.1120 -1970.0660 -1000.8254 0.0000 diameter. .0004447 .0004395 .0004345 .0004299 .0004257 .0004217 . 0004180 .0004146 . 0004115 . 0004087 . 0004061 .0004039 .0004018 .0004000 . 0003984 . 0003970 .0003958 .0003948 .0003940 .0003934 .0003928 . 0003924 .0003921 .0003919 . 0003918 . 0003918 .0003917 .0003917 Ipo 202.0054 189.5906 177.3987 165.4475 153 .7548 142.3386 131.2171 120.4085 109.9314 99 . 8044 90 . 0465 80.6767 71.7143 63.1789 55.0901 47.4679 40.3324 33 .7043 27.6040 22.0526 17.0712 12.6813 8.9047 5.7633 3.2794 1.4756 .3747569 0.0000 278 302 326 350 375 399 424 449 474 500 526 552 579 605 632 660 688 716 744 773 802 831 861 891 922 953 984 1016 .7364 .5090 .4816 .6622 .0592 .6815 .5379 .6377 .9903 .6052 .4920 .6602 . 1195 .8794 .9493 .3383 . 0555 .1094 .5084 .2602 .3721 .8509 .7028 .9330 .5461 .5460 .9352 .7156 Output Verification: Computed forces and moments are within specified convergence limits. Output Summary for Load Case No. 1: Pile-head deflection Computed slope at pile head Maximum bending moment Maximum shear force Depth of maximum bending moment Depth of maximum shear force = Number of iterations = Number of zero deflection points = .17227172 in -.00215674 1040577. Ibs-in -18670.39566 lbs 72.00000000 in 117.00000 in 5 1 Summary of Pile-Head Response(s) Definition of Symbols for Pile-Head Loading Conditions: Type 1 = Shear and Moment, Type 2 = Shear and Slope, Type 3 = Shear and Rot. Stiffness, Type 4 = Deflection and Moment, Type 5 = Deflection and Slope, Load Boundary Type Condition Boundary Condition y = pile-head displacment in M = pile-head moment Ibs-in V = pile-head shear force lbs S = pile-head slope, radians R = rotational stiffness of pile-headin-lbs/rad Axial Pile-Head Maximum Maximum Load Deflection Moment Shear Page 6 villa real pier 24in diameter.Ipo 1 2 lbs in in-lbs lbs 1 V= 18000. M= 0.000 0.0000 .1722717 1040577. -18670.3957 The analysis ended normally. Page 7 -20 -15 -10 Shear Force (kips) -5 0 10 15 20 CM CL Q llll IIII llll llll llll llll llll 1 1 . \ \ - - L - - V Case 1 100 200 Unfactored Bending Moment (in-kips) 300 400 500 600 700 800 900 1000 1100 a o 00 a> NOI 1 1 llll llll llll IIII llll llll llll llll llll llll - - J _ J - - - - - - - - - - V Case 1 -0.02 0 o Lateral Deflection (in) 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 llll llll llll lllll lllll lllll lllll lllll lllll 1 lyK 1 J _1 _l _l 1 f r !V Case 1 a 0) O •A villa real pier 30in diameter.Ipo LPILE Plus for Windows, Version 5.0 (5.0.7) Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method (c) Copyright ENSOFT, Inc., 1985-2004 All Rights Reserved This program is licensed to: Everett Tabor Stoney-Miller Consultants, Inc. Path to file locations: K:\13500-13999\13667-00 Villa Real Apartments\LPILE design\ Name of input data file: Villa real pier 3Oin diameter.Ipd Name of output file: Villa real pier 30in diameter.Ipo Name of plot output file: Villa real pier 30in diameter.Ipp Name of runtime file: Villa real pier 30in diameter.Ipr Time and Date of Analysis Date: October 18, 2012 Time: 13:53:39 Problem Title Villa real 30-inch Program Options Units Used in Computations - US Customary Units, inches, pounds Basic Program Options: Analysis Type 1: - Computation of Lateral Pile Response Using User-specified Constant EI Computation Options: - Only internally-generated p-y curves used in analysis - Analysis does not use p-y multipliers (individual pile or shaft action only) - Analysis assumes no shear resistance at pile tip - Analysis for fixed-length pile or shaft only - No computation of foundation stiffness matrix elements - Output pile response for full length of pile - Analysis assumes no soil movements acting on pile - No additional p-y curves to be computed at user-specified depths Solution Control Parameters: - Number of pile increments = 156 Page 1 villa real pier 30in diameter.Ipo - Maximum number of iterations allowed = 100 - Deflection tolerance for convergence = l.OOOOE-05 in - Maximum allowable deflection = l.OOOOE-i-02 in Printing Options: - Values of pile-head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (spacing of output points) = 1 Pile Structural Properties and Geometry Pile Length Depth of ground surface below top of pile Slope angle of ground surface 156.00 in 36.00 in .00 deg. Structural properties of pile defined using 2 points Point 1 2 Depth X in 0.OOOO 156.0000 Pile Diameter in 30.00000000 30 . OOOOOOOO Moment of Inertia in**4 39761.0000 39761.0000 Pile Area Sq. in 707.OOOO 707.0000 Modulus of Elasticity Ibs/Sq.in 3100000. 3100000. Soil and Rock Layering Information The soil profile is modelled using 1 layers Layer 1 is silt with cohesion and friction Distance from top of pile to top of layer Distance from top of pile to bottom of layer p-y subgrade modulus k for top of soil layer p-y subgrade modulus k for bottom of layer 36.000 in 360.000 in 500.000 lbs/in**3 500.000 lbs/in**3 (Depth of lowest layer extends 204.00 in below pile tip) Effective Unit Weight of Soil vs. Depth Distribution of effective unit weight of soil with depth is defined using 2 points Point No. 1 2 Depth X in 36 .00 360.00 Eff. Unit Weight lbs/in**3 .07200 .07200 Shear Strength of Soils Page 2 villa real pier 30in diameter.Ipo Distribution of shear strength parameters with depth defined using 2 points Point Depth X Cohesion c Angle of Friction E50 or RQD No. in lbs/in** 2 Deg. k_rm % 1 36.000 3.47000 25.00 .01000 .0 2 360.000 3.47000 25.00 .01000 .0 Notes: (1) Cohesion = uniaxial compressive strength for rock materials. (2) Values of E50 are reported for clay strata. (3) Default values will be generated for E50 when input values are 0. (4) RQD and k_rm are reported only for weak rock strata. Loading Type Static loading criteria was used for computation of p-y curves Pile-head Loading and Pile-head Fixity Conditions Number of loads specified = 1 Load Case Number 1 Pile-head boundary conditions are Shear and Moment (BC Type 1) Shear force at pile head = 22500.000 lbs Bending moment at pile head = .000 in-lbs Axial load at pile head = .000 lbs (Zero moment at pile head for this load indicates a free-head condition) Computed Values of Load Distribution and Deflection for Lateral Loading for Load Case Number 1 Pile-head boundary conditions are Shear and Moment (BC Type 1) Specified shear force at pile head = 22500.000 lbs Specified moment at pile head = .000 in-lbs Specified axial load at pile head = .000 lbs (Zero moment for this load indicates free-head conditions) Depth Deflect. Moment Shear Slope Total Soil Res X y M V S Stress p in in Ibs-in lbs Rad. lbs/in**2 lbs/in 0.000 .155961 -4.1054E-05 22500.0000 -.0016652 1.5488E-08 0.0000 1.000 .154296 22499.9999 22500.0000 -.0016651 8.4882 0.0000 2.000 .152631 44999.9999 22500.0000 -.0016648 16.9764 0.0000 Page 3 3 . 4 . 5 . 6 , 7 . .000 .000 ,000 ,000 , 000 8.000 9.000 10.000 11.000 12 .000 13 .000 14.000 15.000 16.000 17.000 18.000 19.000 20.000 21.000 22 .000 23 .000 24.000 25.000 26 .000 27.000 28.000 29.000 30.000 31.000 32 .000 33 .000 34 .000 35.000 36 . 000 37 .000 38.000 39.000 40 . 000 41. 000 42.000 43 .000 44.000 45 . 000 46 . 000 47 .000 48 . 000 49.000 50 . 000 51.000 52.000 53 .000 54 .000 55.000 56.000 57 . 000 58.000 59.000 60.000 61.000 62.000 63.000 64.000 65.000 , 150966 ,149302 , 147639 . 145976 , 144315 , 142655 ,140996 ,139339 ,137684 .136031 .134380 .132731 .131085 .129442 .127802 .126164 .124530 .122900 .121273 .119650 .118031 . 116416 .114806 .113200 .111599 .110003 .108412 .106826 .105246 .103671 .102102 .100539 .098983 . 097433 .095889 .094352 .092822 .091299 .089784 .088276 .086775 .085283 .083798 .082322 .080854 .079394 .077944 .076502 . 075068 .073644 .072230 .070824 .069429 .068042 .066666 .065300 .063943 .062597 .061261 .059935 .058619 . 057314 . 056020 Villa 67500.0000 90000.OOOO 112500 . 135000 . 157500 . 180000. 202500 . 225000. 247500. 270000. 292500. 315000 . 337500 . 360000 . 382500. 405000 . 427500. 450000 . 472500 . 495000. 517500. 540000 . 562500. 585000. 607500. 630000. 652500 . 675000 . 697500. 720000. 742500 . 765000 . 787500. 810000. 832500. 854952 . 877310. 899528. 921564. 943376. 964922 . 986165 . 1007067 . 1027591 . 1047704 . 1067373 . 1086565 . 1105250 . 1123400 . 1140987. 1157984 . 1174368. 1190114 . 1205201. 1219607 . 1233314 . 1246302 . 1258554 . 1270056 . 1280792 . 1290748 . 1299913 . 1308276. real pier 30in 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 - 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22500.0000 22476.0278 22404.8795 22288.0867 22127.1707 21923.6414 21678.9978 21394.7269 21072.3039 20713.1916 20318.8401 19890.6866 19430.1547 18938.6547 18417.5828 17868.3209 17292.2366 16690.6826 16064.9966 15416.5011 14746.5031 14056.2941 13347.1495 12620.3288 11877.0752 11118.6158 10346.1608 9560.9043 8764.0234 7956.6786 Page 4 diameter. .0016644 .0016637 .0016629 .0016619 .0016607 .0016593 .0016578 . 0016561 .0016541 .0016520 .0016498 .0016473 .0016446 .0016418 .0016388 .0016356 .0016322 .0016287 .0016249 . 0016210 .0016169 .0016126 .0016081 .0016035 .0015986 .0015936 .0015884 .0015830 .0015775 .0015717 .0015658 .0015597 . 0015534 .0015469 . 0015402 .0015334 .0015264 .0015192 .0015118 . 0015042 .0014965 .0014885 .0014805 . 0014722 .0014638 . 0014552 . 0014465 . 0014376 . 0014285 . 0014194 . 0014100 . 0014006 . 0013910 .0013813 .0013714 .0013615 .0013514 .0013413 .0013310 .0013206 .0013102 .0012997 .0012891 Ipo 25. 33 . 42 . 50. 59. 67. 76. 84 . 93 . 101. 110 . 118. 127. 135 . 144 . 152 . 161. 169. 178 . 186. 195. 203 . 212 . 220 . 229. 237. 246 254 263 271 280 288 297 305 314 322 330 339 347 355 364 372 379 387 395 402 409 416 423 430 436 443 448 454 460 465 470 474 479 483 486 490 493 4647 9529 .4411 . 9293 .4175 .9057 .3940 . 8822 .3704 . 8586 .3468 .8350 .3233 .8115 .2997 .7879 .2761 .7643 .2526 .7408 .2290 .7172 .2054 .6936 .1819 .6701 . 1583 .6465 .1347 .6229 .1112 . 5994 . 0876 .5758 .0640 .5342 .9687 .3507 .6638 .8923 .0208 .0348 . 9200 .6630 .2508 .6707 . 9110 . 9601 . 8072 .4419 . 8543 .0351 . 9755 .6670 .1019 .2726 . 1724 .7948 . 1337 .1838 .9400 .3976 .5525 , OOOO , OOOO , OOOO , OOOO 0.OOOO 0.0000 0.0000 0.0000 ,0000 ,0000 ,0000 ,0000 ,0000 , oooo .0000 .0000 0.0000 0. oooo 0.0000 0.0000 ,0000 ,0000 ,0000 ,0000 ,0000 ,0000 ,0000 ,0000 ,0000 .0000 0.0000 0.0000 0. oooo 0. oooo -47.9445 -94 .3521 -139.2333 -182.5988 -224.4597 -264.8276 -303 .7142 -341.1318 -377.0928 -411.6101 -444.6970 -476 .3667 -506 .6332 -535.5106 -563 .0131 -589.1555 -613.9526 -637.4195 -659.5715 -680 .4244 -699.9937 -718.2955 -735 .3459 -751.1612 -765 . 7578 -779.1521 -791.3609 -802 .4009 -812.2887 0 . 0. 0 . 0 , 0 . 0 , 0 . 0 . 0 . 0. 66.000 67 . 000 68 . 000 69.000 70.000 71.000 72.000 73.000 74.000 75.000 76 . 000 77.000 78 .000 79.000 80.000 81.000 82.000 83 .000 84.000 85.000 86.000 87.000 88 .000 89 . 000 90.000 91.000 92.000 93.000 94.000 95.000 96.000 97.000 98.000 99.000 100.000 101.000 102 .000 103.000 104.000 105.000 106.000 107.000 108.000 109.000 110.000 111.000 112 .000 113 .000 114 . 000 115.000 116.000 117 . 000 118.000 119.000 120.000 121.000 122.000 123.000 124.000 125.000 126.000 127.000 128 . 000 .054736 . 053463 . 052201 .050949 .049708 .048478 .047259 .046051 .044854 .043667 .042492 .041327 .040174 .039031 .037899 .036778 .035668 .034568 .033479 .032401 .031333 .030276 .029229 .028193 .027166 .026150 .025144 .024147 .023161 .022184 .021217 .020259 .019310 .018370 .017440 .016518 .015605 . 014700 .013803 . 012915 .012035 . 011163 .010298 .009441 . 008590 .007747 .006911 .006082 .005259 .004442 . 003632 .002827 . 002028 .001235 .000446 • .000337 • .001115 • . 001889 • . 002658 • .003423 • .004184 • .004941 •.005694 Villa 1315827. 1322556. 1328457. 1333523. 1337748. 1341127. 1343659. 1345340. 1346169. 1346146. 1345271. 1343546. 1340974. 1337559. 1333304. 1328216. 1322300. 1315564. 1308015. 1299663. 1290517. 1280588. 1269886. 1258425. 1246216 . 1233275 . 1219614. 1205249 . 1190195. 1174470. 1158091. 1141075 . 1123442. 1105209. 1086398. 1067029. 1047123 . 1026703 . 1005789. 984407 . 962579 . 940329. 917684 . 894667. 871306. 847628 . 823658 . 799426 . 774960. 750289. 725442. 700450. 675344 . 650154 . 624913 . 599654. 574409. 549211. 524096 . 499098 . 474252. 449595. 425162 . real pier 30in 7140.0136 6315.1550 5483.2128 4645.2801 3802.4330 2955.7308 2106.2160 1254.9143 402.8349 -449.0297 -1299.7033 -2148.2263 -2993.6548 -3835.0613 -4671.5339 -5502.1764 -6326.1079 -7142.4627 -7950.3901 -8749.0538 -9537.6321 -10315.3172 -11081.3153 -11834.8458 -12575.1414 -13301.4475 -14013.0217 -14709.1341 -15389.0660 -16052.1102 -16697.5703 -17324.7605 -17933.0047 -18521.6366 -19089.9992 -19637.4439 -20163.3305 -20667.0268 -21147.9076 -21605.3549 -22038.7568 -22447.5075 -22831.0067 -23188.6590 -23519.8735 -23824.0633 -24100.6450 -24349.0385 -24568.6660 -24758.9520 -24919.3225 -25049.2050 -25148.0274 -25215.2181 -25250.2052 -25252.4164 -25221.2783 -25156.2161 -25056.6531 -24922.0106 -24751.7072 -24545.1587 -24301.7774 Page 5 diameter. .0012785 . 0012678 . 0012570 . 0012462 .0012354 .0012245 .0012136 .0012027 .0011918 .0011809 .0011700 .0011591 .0011482 .0011373 .0011265 .0011157 .0011049 . 0010942 .0010836 . 0010730 . 0010625 .0010521 . 0010417 .0010315 .0010213 .0010112 .0010013 .0009915 . 0009817 . 0009721 .0009627 .0009534 .0009442 .0009351 .0009262 .0009175 .0009089 .0009005 . 0008923 .0008842 .0008763 .0008686 .0008610 .0008537 . 0008465 .0008396 .0008328 .0008262 .0008198 .0008136 .0008076 . 0008019 .0007963 . 0007909 .0007857 .0007808 .0007760 .0007714 .0007671 . 0007629 .0007590 .0007552 . 0007517 Ipo 496 498 501 503 504 505 506 507 507 507 507 506 505 504 502 501 498 496 493 490 486 483 479 474 470 465 460 454 449 443 436 430 423 416 409 402 395 387 379 371 363 354 346 337 328 319 310 301 292 283 273 264 254 245 235 226 216 207 197 188 178 169 160 .4010 . 9397 .1658 .0769 . 6707 . 9458 .9009 .5350 . 8477 . 8389 .5089 . 8583 .8881 .5996 .9945 .0748 .8430 .3017 .4540 .3031 . 8528 .1069 .0698 .7459 .1403 .2579 .1042 .6850 . 0061 .0738 .8946 .4753 . 8229 .9447 .8482 . 5412 .0316 .3278 .4382 .3715 .1367 .7431 .1999 .5169 .7039 . 7710 . 7284 . 5868 .3569 . 0496 . 6761 .2477 . 7762 .2733 .7511 .2219 .6980 .1922 .7174 .2867 .9135 .6114 .3940 -821. -828 . -835 . •840 . -845 . -848 . -850 . •851. -852 . -851. -849 . -847 . -843 . -839. -833 . -827 , -820 , -812 . -803 . -793 . -783 . -772 . -759 , -747 , -733 , -719. -704 . -688 . -671. -654 , -636, -617 , -598 , -578 , -558 , -536 , -514 , -492 , -469 , -445 , -421, -396 , -370 , -344 , -317, -290 , -262 , -234 , -205 , -175 , -145 , -114 , -83 . -51, -18 . 14 . 47 . 82 , 116 , 152 , 188 , 224 , 261, 0414 6757 2086 6568 0374 3671 6626 9407 2181 5111 8362 2096 6475 1656 7797 5053 3577 3519 5027 8247 3319 0384 9578 1033 4879 1242 0244 2003 6635 4249 4953 8849 6035 6604 0647 8247 9486 4439 3178 5767 2271 2744 7240 5806 8484 5312 6323 1546 1004 4716 2696 4954 1495 2319 7424 3200 9563 1682 9577 3273 2795 8176 9450 129. 130. 131, 132 . 133 . 134 . 135 . 136. 137 . 138 . 139. 140. 141. 142 . 143 . 144 . 145, 146 , 147 , 148, 149, 150 , 151. 152 , 153 . 154 , 155, 156. 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 , 006444 ,007191 .007935 ,008676 ,009414 ,010149 .010883 ,011614 .012343 .013070 . 013796 .014520 .015243 .015965 .016686 .017405 .018124 .018843 .019561 .020278 .020995 .021712 .022428 .023144 .023861 .024577 .025293 . 026009 Villa 400991. 377120. 353587. 330430. 307691. 285407. 263621. 242374. 221708. 201664. 182288 . 163621. 145710. 128599. 112335. 96962.5968 82530 .4489 69086 .0861 56678.0796 45355.6881 35168.8621 26168 .2488 18405.1960 11931.7561 6800.6891 3065.4658 780 .2700 0 . OOOO real pier 30in -24020.9722 -23702.1481 -23344.7058 -22948.0418 -22511.5475 -22034.6099 -21516.6105 -20956.9255 -20354.9260 -19709.9773 -19021.4391 -18288.6653 -17511.0044 -16687.7989 -15818.3856 -14902.0958 -13938.2553 -12926.1847 -11865.1990 -10754.6088 -9593.7197 -8381.8330 -7118.2464 -5802.2535 -4433.1451 -3010.2095 -1532.7329 0.0000 diameter, .0007483 .0007452 .0007422 .0007394 .0007369 .0007344 .0007322 .0007302 .0007283 .0007266 . 0007250 .0007236 .0007223 .0007212 .0007203 .0007194 .0007187 .0007181 .0007176 .0007171 .0007168 .0007166 .0007164 .0007163 .0007162 . 0007161 .0007161 . 0007161 Ipo 151.2755 142 .2700 133 .3920 124.6562 116.0775 107.6711 99.4522 91.4366 83 .6401 76.0787 68.7687 61. 7268 54 . 9698 48.5146 42.3787 36.5795 31.1349 26.0630 21.3820 17.1106 13.2676 ,8721 ,9434 ,5013 ,5656 ,1565 .2943600 0 .0000 9 . 6 , 4 , 2 , 1. 299 337 376 416 456 497 538 580 623 666 710 755 800 846 892 939 987 1036 1085 1135 1186 1237 1289 1342 1395 1450 1504 1560 .6654 .9828 .9017 .4264 .5620 .3133 .6856 .6843 .3148 .5827 .4938 .0537 .2682 .1429 .6837 .8959 .7850 .3564 .6149 .5655 .2127 .5605 .6128 .3730 .8437 .0274 .9258 .5400 Output Verification: Computed forces and moments are within specified convergence limits. Output Summary for Load Case No. Pile-head deflection Computed slope at pile head Maximum bending moment Maximum shear force Depth of maximum bending moment Depth of maximum shear force Number of iterations Number of zero deflection points .15596080 in - .00166518 1346169. Ibs-in -25252.41644 lbs 74.00000000 in 121.00000 in 5 1 Summary of Pile-Head Response(s) Definition of Symbols for Pile-Head Loading Conditions: Type 1 = Shear and Moment, Type 2 = Shear and Slope, Type 3 = Shear and Rot. Stiffness, Type 4 = Deflection and Moment, Type 5 = Deflection and Slope, Load Boundary Type Condition Boundary Condition y = pile-head displacment in M = pile-head moment Ibs-in V = pile-head shear force lbs S = pile-head slope, radians R = rotational stiffness of pile-headin-lbs/rad Axial Pile-Head Maximum Maximum Load Deflection Moment Shear Page 6 IS villa real pier 30in diameter.Ipo 1 2 lbs in in-lbs lbs 1 V= 22500. M= 0.000 0.0000 .1559608 1346169. -25252.4164 The analysis ended normally. Page 7 l<^[^. '0 I llllllllll lllllllllll I I I I I I I I I I I I I I Z £ f 9 9 I 2 6 01 ll Zl £\. (w) mdaa lllllllllll I I I I I I I IIIIIIIII "0 I. 3 e t' 9 9 Z 8 6 01. 1.1. 31. ei. (w) mdaa villa real pier 36in diameter.Ipo LPILE Plus for Windows, Version 5.0 (5.0.7) Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method (c) Copyright ENSOFT, Inc., 1985-2004 All Rights Reserved This program is licensed to: Everett Tabor Stoney-Miller Consultants, Inc. Path to file locations: design\36 inch-diameter\ Name of input data file: Name of output file: Name of plot output file: Name of runtime file: K:\13500-13999\13667-00 Villa Real Apartments\LPILE Villa real pier 36in diameter.Ipd Villa real pier 36in diameter.Ipo Villa real pier 36in diameter.Ipp Villa real pier 36in diameter.Ipr Time and Date of Analysis Date: October 18, 2012 Time: 16:21:58 Problem Title Villa real 30-inch Program Options Units Used in Computations - US Customary Units, inches, pounds Basic Program Options: Analysis Type 1: - Computation of Lateral Pile Response Using User-specified Constant EI Computation Options: - Only internally-generated p-y curves used in analysis - Analysis does not use p-y multipliers (individual pile or shaft action only) - Analysis assumes no shear resistance at pile tip - Analysis for fixed-length pile or shaft only - No computation of foundation stiffness matrix elements - Output pile response for full length of pile - Analysis assumes no soil movements acting on pile - No additional p-y curves to be computed at user-specified depths Solution Control Parameters: - Number of pile increments 156 Page 1 ^^fl^ villa real pier 36in diameter.Ipo - Maximum number of iterations allowed = 100 - Deflection tolerance for convergence = l.OOOOE-05 in - Maximum allowable deflection = l.OOOOE-i-02 in Printing Options: - Values of pile-head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (spacing of output points) = 1 Pile Structural Properties and Geometry Pile Length Depth of ground surface below top of pile Slope angle of ground surface 156.00 in 36.00 in .00 deg. Structural properties of pile defined using 2 points Point Depth X in 0.0000 156.0000 Pile Diameter in 36 . OOOOOOOO 36.00000000 Moment of Inertia in**4 82406.0000 82406.0000 Pile Area Sq. in 1017.0000 1017.0000 Modulus of Elasticity Ibs/Sq.in 3100000. 3100000. Soil and Rock Layering Information The soil profile is modelled using 1 layers Layer 1 is silt with cohesion and friction Distance from top of pile to top of layer Distance from top of pile to bottom of layer p-y subgrade modulus k for top of soil layer p-y subgrade modulus k for bottom of layer 36.000 in 360.000 in 500.000 lbs/in**3 500.000 lbs/in**3 (Depth of lowest layer extends 204.00 in below pile tip) Effective Unit Weight of Soil vs. Depth Distribution of effective unit weight of soil with depth is defined using 2 points Point No. 1 2 Depth X in 36.00 360.00 Eff. Unit Weight lbs/in**3 .07200 .07200 Shear Strength of Soils Page 2 villa real pier 36in diameter.Ipo Distribution of shear strength parameters with depth defined using 2 points Point Depth X Cohesion c Angle of Friction E50 or RQD No. in lbs/in**2 Deg. k_rm % 1 36.000 3.47000 25.00 .01000 .0 2 360.000 3.47000 25.00 .01000 .0 Notes: (1) Cohesion = uniaxial compressive strength for rock materials. (2) Values of E5 0 are reported for clay strata. (3) Default values will be generated for E50 when input values are 0. (4) RQD and k_rm are reported only for weak rock strata. Loading Type Static loading criteria was used for computation of p-y curves Pile-head Loading and Pile-head Fixity Conditions Number of loads specified = 1 Load Case Number 1 Pile-head boundary conditions are Shear and Moment (BC Type 1) Shear force at pile head = 27000.000 lbs Bending moment at pile head = .000 in-lbs Axial load at pile head = .000 lbs (Zero moment at pile head for this load indicates a free-head condition) Computed Values of Load Distribution and Deflection for Lateral Loading for Load Case Number 1 Pile-head boundary conditions are Shear and Moment (BC Type 1) Specified shear force at pile head = 27000.000 lbs Specified moment at pile head = .000 in-lbs Specified axial load at pile head = .000 lbs (Zero moment for this load indicates free-head conditions) Depth Deflect. Moment Shear Slope Total Soil Res X y M V S Stress p in in Ibs-in lbs Rad. lbs/in**2 lbs/in 0.000 .159935 .0001631 27000.0000 -.0015330 3.5622E-08 0.0000 1.000 .158402 27000.0000 26999.9999 -.0015329 5.8976 0.0000 2.000 .156869 54000.0000 27000.0000 -.0015328 11.7953 0.0000 Page 3 t-1 ii^ 3 .000 4 . 000 5.000 6 .000 7.000 8 . 000 9.000 10.000 11.000 12.000 13.000 14.000 15.000 16.000 17.000 18.000 19.000 20.000 21.000 22 .000 23 .000 24 . 000 25.000 26.000 27.000 28 .000 29.000 30.000 31.000 32.000 33 .000 34.000 35.000 36.000 37 . 000 38 . 000 39.000 40.000 41.000 42.000 43 . 000 44 . 000 45.000 46 . 000 47 . 000 48.000 49 . 000 50.000 51.000 52.000 53 .000 54.000 55.000 56.000 57.000 58.000 59.000 60.000 61.000 62 . 000 63 .000 64.000 65.000 ,155336 ,153804 ,152272 ,150740 , 149210 , 147680 ,146150 ,144622 ,143095 ,141569 ,140044 ,138521 ,136999 ,135479 ,133960 ,132443 ,130928 ,129415 .127904 ,126396 .124890 .123386 .121884 .120386 .118890 .117397 .115907 . 114420 .112936 .111455 .109978 . 108504 .107034 .105568 .104105 . 102647 .101192 . 099741 .098295 .096853 .095415 .093982 .092554 . 091130 .089711 .088298 .086889 .085485 . 084086 . 082693 .081305 .079923 .078546 .077174 .075809 .074449 .073095 . 071746 . 070404 .069068 . 067738 .066414 .065096 Villa 81000.0000 108000 . 135000 . 162000 . 189000 . 216000 . 243000. 270000. 297000. 324000. 351000. 378000 . 405000 . 432000 . 459000 . 486000 . 513000 . 540000. 567000 . 594000 . 621000 . 648000 . 675000 . 702000 . 729000. 756000 . 783000 . 810000 . 837000. 864000 . 891000. 918000. 945000 . 972000. 999000. 1025948. 1052793. 1079487. 1105981. 1132229. 1158187. 1183811. 1209058. 1233890. 1258266. 1282148. 1305500. 1328288 . 1350477. 1372036. 1392933 . 1413139. 1432626 . 1451367 . 1469335. 1486508. 1502862 . 1518375 . 1533028 . 1546800. 1559675 . 1571635 . 1582665 . real pier 36in 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 27000.0000 26973.9737 26896.6241 26769.4069 26593.7717 26371.1616 26103.0134 25790.7569 25435.8152 25039.6040 24603.5319 24128.9997 23617.4006 23070.1200 22488.5350 21874.0147 21227.9195 20551.6014 19846.4037 19113.6607 18354.6980 17570.8317 16763.3688 15933.6072 15082.8349 14212.3308 13323.3638 12417.1935 11495.0693 10558.2311 Page 4 diameter, . 0015325 .0015322 .0015317 .0015311 .0015304 .0015296 .0015287 .0015277 .0015266 .0015254 . 0015241 .0015226 .0015211 .0015195 .0015177 .0015159 .0015139 .0015119 .0015097 .0015074 .0015050 .0015026 .0015000 .0014973 . 0014945 .0014916 .0014886 . 0014854 .0014822 .0014789 .0014755 .0014719 .0014683 .0014645 .0014607 . 0014567 .0014526 . 0014484 . 0014442 .0014398 .0014353 . 0014307 .0014260 . 0014213 .0014164 . 0014114 . 0014063 . 0014012 .0013959 .0013906 .0013852 .0013797 .0013741 .0013685 .0013628 .0013570 .0013511 .0013452 .0013393 .0013332 .0013272 .0013210 .0013148 Ipo 17. 23 . 29. 35 . 41. 47 . 53 . 58 . 64 . 70. 76. 82 . 88 . 94 . 100 . 106 . 112 . 117 . 123 . 129 . 135 . 141. 147. 153 . 159 . 165 . 171. 176 . 182 188 194 200 206 212 218 224 229 235 241 247 252 258 264 269 274 280 285 290 294 299 304 308 312 317 320 324 328 331 334 337 340 343 345 6929 5905 4881 3858 2834 1810 0787 9763 .8739 .7715 .6692 .5668 .4644 .3621 .2597 .1573 .0549 .9526 .8502 .7478 .6455 . 5431 .4407 .3383 .2360 .1336 .0312 .9289 .8265 .7241 .6218 .5194 .4170 .3146 .2123 .0985 .9624 .7930 .5802 .3136 . 9836 .5806 .0955 . 5194 .8438 .0604 .1613 .1389 . 9857 .6948 .2594 .6730 .9295 .0230 .9480 .6990 .2712 .6598 . 8603 . 8686 .6808 .2932 .7026 0.0000 0.0000 0.0000 0.0000 0.0000 ,0000 ,0000 ,0000 , oooo ,0000 ,0000 ,0000 ,0000 ,0000 ,0000 ,0000 ,0000 ,0000 ,0000 ,0000 ,0000 ,0000 ,0000 0.0000 0.0000 ,0000 ,0000 ,0000 ,0000 .0000 .0000 .0000 .0000 .0000 0 . 0. 0. 0, 0, 0. 0 , 0 , 0 , 0 , 0. 0, 0. 0 , 0 , 0, 0. 0. -52.0526 -102.6466 -151.7878 •199.4827 -245.7375 •290 .5590 -333 .9539 -375 . 9295 -416.4928 -455.6514 -493.4130 -529.7852 -564 .7761 -598 .3939 -630.6469 -661.5436 -691.0926 -719.3028 -746.1831 -771.7425 -795.9902 -818.9355 -840.5878 -860.9567 -880.0516 -897.8823 -914.4585 -929.7899 -943 .8864 Villa real pier 36in diameter Ipo 66 . 000 . 063784 1592751. 9607. 9089 . 0013086 347. 9057 -956. 7580 67. 000 .062478 1601881. 8645. 3227 . 0013024 349. 8999 -968. 4144 68 . 000 .061179 1610042 . 7671. 6827 . 0012961 351. 6825 -978. 8656 69. 000 .059886 1617224 . 6688 . 1891 .0012898 353 . 2513 -988. 1216 70. 000 . 058600 1623418. 5696 . 0321 .0012834 354 . 6043 -996 . 1923 71. 000 . 057319 1628616. 4696. 3922 .0012771 355. 7397 -1003. 0875 72 . 000 . 056045 1632811. 3690. 4398 .0012707 356. 6560 -1008. 8173 73 . 000 . 054778 1635997 . 2679. 3355 .0012643 357. 3519 -1013. 3914 74 . 000 .053517 1638169. 1664 . 2300 .0012579 357. 8265 -1016. 8197 75 . 000 .052262 1639325 . 646. 2641 .0012515 358. 0790 -1019. 1119 76 . 000 .051014 1639462 . -373 . 4308 .0012450 358. 1088 -1020. 2779 77 . 000 .049772 1638578. -1393. 7333 .0012386 357. 9158 -1020. 3271 78 . 000 .048537 1636675 . -2413. 5314 .0012322 357. 5000 -1019. 2692 79 . 000 .047308 1633751. -3431. 7229 .0012258 356. 8614 -1017. 1136 80 . 000 .046085 1629811. -4447. 2145 .0012194 356. 0008 -1013. 8697 81. 000 . 044869 1624857 . -5458 . 9228 .0012131 354 . 9186 -1009. 5468 82 . 000 . 043659 1618893 . -6465. 7731 .0012067 353 . 6160 -1004. 1538 83 000 .042455 1611925 . -7466. 7000 .0012004 352. 0940 -997. 6999 84 000 .041258 1603960 . -8460 6469 .0011941 350. 3541 -990. 1939 85 000 . 040067 1595004 . -9446 5662 .0011878 348. 3979 -981. 6445 86 000 .038882 1585067. -10423 4186 .0011816 346. 2272 -972 0603 87 000 .037704 1574157 . -11390 1735 .0011754 343 8443 -961 4495 88 000 .036532 1562286 . -12345 8085 . 0011693 341 2513 -949 8205 89 000 .035365 1549466 . -13289 3093 .0011632 338 4509 -937 1812 90 000 .034205 1535708 . -14219 6696 .0011572 335 4457 -923 5394 91 000 . 033051 1521026 . -15135 8906 .0011512 332 2388 -908 9027 92 000 .031903 1505436 . -16036 9813 .0011453 328 8334 -893 2786 93 000 .030761 1488952 . -16921 9578 .0011394 325 2329 -876 6743 94 000 .029624 1471592 . -17789 8433 . 0011336 321 4409 -859 0967 95 000 .028493 1453373 . -18639 6679 . 0011279 317 4612 -840 5526 96 000 .027368 1434313 . -19470 4684 .0011222 313 2979 -821 0484 97 000 .026249 1414432 . -20281 2877 .0011166 308 9553 -800 5904 98 .000 .025135 1393750 . -21071 .1753 .0011111 304 4378 -779 1847 99 .000 . 024027 1372289. -21839 .1861 .0011057 299 7501 -756 8369 100 .000 .022924 1350072 . -22584 .3809 .0011004 294 .8971 -733 .5526 101 .000 .021826 1327121. -23305 .8257 .0010952 289 .8839 -709 .3371 102 .000 .020733 1303460 . -24002 .5918 .0010900 284 .7157 -684 .1952 103 . 000 .019646 1279115 . -24673 .7553 .0010850 279 .3981 -658 . 1317 104 . 000 .018563 1254113 . -25318 .3966 .0010800 273 .9367 -631 .1509 105 .000 .017486 1228479. -25935 .6005 .0010751 268 .3374 -603 .2571 106 .000 .016413 1202241. -26524 .4561 .0010704 262 . 6064 -574 .4540 107 .000 .015345 1175430. -27084 .0557 .0010657 256 .7499 -544 .7452 108 . 000 .014282 1148073. -27613 .4953 .0010612 250 . 7744 -514 .1341 109 . 000 .013223 1120203. -28111 .8741 .0010567 244 .6867 -482 . 6236 110 .000 .012168 1091850. -28578 .2941 .0010524 238 .4935 -450 .2163 111 .000 .011118 1063046. -29011 .8597 .0010482 232 .2019 -416 . 9148 112 . 000 .010072 1033826. -29411 .6776 .0010441 225 .8193 -382 .7212 113 .000 .009030 1004223 . -29776 .8568 .0010401 219 .3531 -347 .6372 114 . 000 .007991 974272 . -30106 .5077 .0010362 212 .8109 -311 .6645 115 . 000 .006957 944010 . -30399 .7420 - .0010325 206 .2007 -274 .8042 116 . 000 .005926 913473. -30655 .6729 • .0010288 199 .5305 -237 .0575 117 .000 .004899 882698. -30873 .4141 • .0010253 192 .8084 -198 .4250 118 . 000 .003876 851726. -31052 .0801 • .0010219 186 .0431 -158 . 9070 119 .000 .002856 820594. -31190 .7856 • .0010187 179 .2430 -118 .5039 120 .000 .001838 789344. -31288 .6452 • .0010155 172 .4170 -77 .2153 121 . 000 .000824 758017 . -31344 .7734 • .0010125 165 .5742 -35 . 0411 122 . 000 -.000187 726655. -31358 .2841 • .0010096 158 .7237 8 .0195 123 .000 -.001195 695300 . -31328 .2906 • .0010068 151 . 8750 51 .9674 124 . 000 -.002200 663998. -31253 .9051 • .0010041 145 .0376 96 .8037 125 .000 -.003203 632793 . -31134 .2383 -.0010016 138 .2213 142 .5298 126 .000 -.004203 601730 . -30968 .3999 • .0009992 131 .4362 189 . 1472 127 .000 -.005201 570856 . -30755 .4974 - .0009969 124 .6924 236 .6578 128 .000 -.006197 540219 . -30494 .6367 - .0009947 118 .0003 285 .0636 Page 5 tij it- 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 . 000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 , 007191 , 008182 .009172 ,010160 ,011146 ,012131 ,013115 ,014097 ,015078 ,016057 ,017036 ,018014 ,018991 ,019967 .020943 .021918 .022893 .023867 .024841 .025814 .026788 .027761 .028734 .029707 .030679 .031652 .032625 .033598 Villa 509867. 479849. 450216 . 421018 . 392308 . 364139. 336564 . 309639. 283418 . 257959. 233318. 209555. 186729. 164900 . 144129. 124478 . 106011. 88791.8394 72885.1947 58357.2080 45274.8182 33705.9249 23719.3908 15385 . 0442 8773 .6809 3957.0664 1007.9368 0 . OOOO real pier 36in -30184.9216 -29825.4533 -29415.3307 -28953.6500 -28439.5046 -27871.9849 -27250.1781 -26573.1685 -25840.0367 -25049.8602 -24201.7131 -23294.6656 -22327.7850 -21300.1345 -20210.7743 -19058.7607 -17843.1471 -16562.9832 -15217.3157 -13805.1882 -12325.6415 -10777.7137 -9160.4404 -7472.8549 -5713.9889 -3882.8721 -1978.5332 0.0000 diameter. . 0009927 .0009907 .0009889 . 0009872 .0009856 .0009841 .0009827 .0009815 .0009803 .0009793 .0009783 .0009774 .0009767 .0009760 .0009754 .0009748 .0009744 .0009740 .0009737 .0009734 .0009732 .0009731 .0009730 .0009729 .0009728 . 0009728 .0009728 .0009728 Ipo 111.3705 104.8137 98 .3409 91.9633 85 . 6922 79.5392 73.5160 67.6346 61.9072 56.3461 50 . 9639 45.7733 40.7873 36.0192 31.4821 27.1898 23 .1561 19.3949 15.9204 12 .7470 9.8894 ,3624 ,1810 ,3606 ,9164 , 8643448 ,2201643 0 . OOOO 334 . 384 . 435, 487 . 540 , 594 . 649 , 704 , 761. 818 . 877 , 936 , 997. 1058. 1120, 1183 . 1247, 1312 , 1378 , 1445, 1513 , 1582 , 1652, 1722 , 1794 1867 1941 2015 3668 5698 6753 6860 6048 4347 1788 8405 4230 9299 3645 7304 0310 2699 4506 5765 6508 6770 6580 5969 4964 3592 1875 9834 7487 4849 1929 8735 Output Verification: Computed forces and moments are within specified convergence limits Output Summary for Load Case No. 1: Pile-head deflection Computed slope at pile head Maximum bending moment Maximum shear force = Depth of maximum bending moment = Depth of maximum shear force Number of iterations Number of zero deflection points = .15993470 in -.00153300 1639462. Ibs-in •31358.28413 lbs 76.00000000 in 122.00000 in 5 1 Summary of Pile-Head Response(s) Definition of Symbols for Pile-Head Loading Conditions; Type 1 = Shear and Moment, Type 2 = Shear and Slope, Type 3 = Shear and Rot. Stiffness, Type 4 = Deflection and Moment, Type 5 = Deflection and Slope, Load Boundary Type Condition Boundary Condition y = pile-head displacment in M = pile-head moment Ibs-in V = pile-head shear force lbs S = pile-head slope, radians R = rotational stiffness of pile-headin-lbs/rad Axial Pile-Head Maximum Maximum Load Deflection Moment Shear Page 6 villa real pier 36in diameter.Ipo 1 2 lbs in in-lbs lbs 1 V= 27000. M= 0.000 0.0000 .1599347 1639462. -31358.2841 The analysis ended normally. Page 7 Sliear Force (kips) -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 Mill IIIII lllll lllll lllll IIMI Mll lllll lllll lllll lllll lllll MM. 1 ^ r 1 1 7 - L i - - - r T ] - r T 1 V Case 1 CM a « Q Cvl 200 Unfactored Bending Moment (in-kips) 400 600 800 1000 1200 1400 1600 III] llll llll lllll llll llll lllll llll 1 1 - - - - - - - - - L - - V Case 1 Cvl a o 00 CJ5 Cvl 32- -0.04 -0.02 o Lateral Deflection (in) 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 CM a o as 05 CM llll IIII liil llll liil lllll lllll llll llll 1 1 1 ly - - L L r V Case 1 PC120068 2601 AVENIDA DE ANITA VILLA REAL APTS- INSTALL CB122509 2601 AVENIDA DE ANITA CB122510 2713 AVENIDA DE ANITA \/ll I A REAL APTS- INSTALL l^\t2S^.^^r^ AM ni=uilMn Rl 111 DING TO VILLA REAL APTS- INSTALL CAISSON GRADE BEAM BEHIND BUILDING TO TD O^JiAAJi\ Final Insp. ApprO' BUILDING PLANNING Date ENGINEERING RRE Expedite? Y N ffi AFS Checked by; HazMat APCD Health Fornw/Fees Sent Reed Due? By Encina Fire HazHealthAPCD PE&M School Sewer Stormwater Special Inspection CFD: Y N LandUse; Density ImpArea; FY; Annex; Fartor; PFF: Comments Date Date Date Date Building Planning Engineering Fire %S'c>iL yicnt ^ ^ ^t-M.y • Done • Done Issued