Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
2501 EL CAMINO REAL; ; CB131839; Permit
City of Carlsbad 09-25-2013 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB131839 Building Inspection Request Line.(760) 602-2725 Job Address: 2501 EL CAMINO REAL CBAD Permit Type: COMMIND Sub Type: COMM Status: ISSUED Applied: 08/01/2013 Entered By: RMA Parcel No: 1563020800 Lot#: 0 Valuation: Occupancy Group: $0.00 Construction Type: NEW Reference# Plan Approved: 09/25/2013 Issued: 09/25/2013 Inspect Area Plan Check#: PC130045 Project Title: ROBINSONS/MAY-FOUNDATION ONLY AFTER PARTIAL DEMOLITION OF THE ROBINSONS MAY BUILDING (SEE CB131572) Applicant: HOFMAN PLANNING STE 1 3156 LIONSHEAD AV CARLSBAD CA 92010 760 692-4019 Building Permit Add'! Building Permit Fee Plan Check Add'! Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $0.00 $0.00 $0.00 $2,610.00 $0.00 $1.00 $0.00 $0.00 $0.00 $0.00 $0.QO $0.00 $0.00 $Q.OO $0.00 $0.00 $0.00 $1.00 $0.00 Total Fees: $2,674.00 Total Payments To Date: Owner: CMF PCR LL C C/0 WESTFIELD PROPERTY TAX DEPT PO BOX 130940 DE:PT WFLD CARLSBAO,CA 92013 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFD Payoff Fee PFF (3105540) PFF (4305540) License tax (3104193) License Tal< (4304193) Traffic impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additicmal Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES $2,674.00 Balance Due: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $31.00 $31.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $2,674.00 $0.00 Inspector: Clearance: ------ NOTICE: Please take NOTIC that approval of your project includes the "Imposition" o fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the.date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a}, and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which u hav reviousl been iven a N tlCEsimil r this or s to which the tatut of limit ti ns s reviousl otherwise ex ired. THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: OpLANNING 0ENGINEERING «~ pc_ I JOtJ'-15 ~ CITY OF CARLSBAD~p 0 Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-6Cl2-2719 Fax: 760-602-8558 L email: building@carlsbadca.gov /)() . www.carlsbadca.gov 0BUILDING 0FIRE Plan Check No. Est. Value Plan Ck. Deposit Date 7/30/2013 SWPPP JOB ADDRESS 2501 El Camino Real SUITE#/SPACE#/UNIT# .. APN . /k fa -. 3a~ -of. .:i. 4 CT/PROJECT# LOT# PHASE# # OF UNITS # BEDROOMS #BATHROOMS TENANT BUSINESS NAME 3 Mere DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) · Th.e Rob May box sits at the e~s~ end of the Pl~za Ca;·no Real Mall. w.e Will be affecting all, 75,000: square ft on the first . . . floor. This permit is for thdfoundations eeded to modify the building, per the new de$ign, . . ·.. \~n~ . . EXISTING USE PROPOSED USE ARAGE (SF) PATIOS(SF) DECKS(SF) vacant M1ncantile · Lifestyle N/A N/A APPLICANT NAME (Primary Contact) Michael $heller ADDRESS 2049 Century .Park East 41st Floor CITY STATE ZIP ·CA 90067 PHONE FAX EMAIL PROPERlY OWNER NAME .s~e Attached .. To be Determined ADDRESS ADDRESS CITY STATE ZIP , CITY STATE ZIP PHONE . FAX PHONE FAX EMAIL . EMAIL ARCH/DESIGNER NAME & ADDRESS STATE UC.# STATE UC.# CLASS CITY BUS. UC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to·construci, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement tliat he Is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500)). · . . . Workers' Compensation Declaration: / hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of corisentto self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain workers' C!l/DPensation, ,is required by Section 3700 of the Labor Code, for the performa_nce of the work. for which this perm[tis is~ued. My workers' compensation insurance carrier and policy number are: Insurance Co .. ___ ~--~-----------~ Policy.No, ___ ~---------Expiration Date ________ _ This section need not be completed if the permit is for one hundred dollars ($100) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars {&100,000), In addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. 25 CONTRACTOR SIGNATURE OAGENT DATE ffirm that I am exempt from Contractor's Ucense Law for the following reason: ;-~j-~-:,..-~,...;:,:l.-:--1."':;,.-,;."";:'),.., . .,..,_:."":·.""· .,,...,,....,..,...,..,..-,-....... .'.,.,,;.,., -. ,,.......,,,,.., -··'"'--tt:~t ~'\ ~( ·:;:t·~,. fl,,' ' , .. '·' ~ ' :~,' , 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 tlirough his own employees, provided that such improvements are not intended or offered for ~e. 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.!:! I, as owner of the property, am exclusively contracting with licensed contractors to construct the project {Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I am exempt under Section . . -. Business and Professions Code for this reason: · M 1. I ~nally plan to provide the major l~bor and materials for construction of the proposed.property improvemenl DY es rlo 2. I~/ have not) signed an application for a building permtt for the proposed work. c'.j(. tr£,. 3.1 have contracted with the following person {firm) to provide the proposed constiuctlon {include name address/ phone/ contractors' license number): t.-M6o ~ 4. I plan to provide portions of the work, but I l]ave hired the following,person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the folio g persons to provide the work indicated {include name/ address/ phone/ type of work): 25 PROPERTY OWNER SIGNATURE 0AGENT DATE Is the applicant or future building occupant required to submi\ a ~usiness pl<!~, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act:/ ... jYes i{JNo . _ __. Is the applicant or-future building occupant required to obtain a penmit from the air pollution control, disjrict or air_quality management district? I_ JYes L{ j No Is the facility t~ be constructed within 1,000feet of the outer boundary ofa school site? : _ Yes !.{ lNo IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIEICATE 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. Lender's Name Lender's Address I certifythatt have read the application and state that the above infonmation is correct and that the infonmation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of tlie City of Calfsbad to enter upon the-above mentioned property tr inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY INANY WAY ACCRUE AGAINST SAID CITY IN.CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA penmlt is required for excavations over 5'0' deep and demolltion.or construction of structures over 3 stories in height. EXPIRATION: Every pennlt issued by the Building Official under the provisions of this Code shall expire by limitation and become nul and voo if the building or v.ork authorized by such pennit is not commenced v.ithin 180 days from the date of such pennlt !Jr if the_ building or~rk authorized~ penmtt is suspended or abandoned at anytime after the v.ork is commenced bra period of 180 days (Section 106.4.4 Unifonn Building Code) . ...@S" APPLICANT'S SIGNATURE ~'\;"jA.. . ::::£::> . ,, . . _ DATE . 7/ '3 I/ 2P /3 . ~ '·"~.~ , . ..-., STOP: iHIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested. at final inspection. CERTIFICATE OF 0 CCU f' i> NCY /Commer<1dl PrOJCCts 0 n I y I Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME .. ' "" ' - '• ,, ·-ADDRESS· BUILDING ADDRESS ., •< •r--,, _, __ CITY ' -· STATE--ZIP CITY STATE ZIP Carlsbad CA -,, ,, ' -----. -" ~ ---PHONE, ... " :1 FAX: .,. EMAIL .. OCCUPANT'S BUS. LIC. No. · --.. DELIVERY OPTIONS . ·:PICKUP: .. i CONTACT (Listed above) ; ·:) OCCUPANT (Listed above) . :CONTRACTOR (On pg. i) ,, ,, )MAIL TO: : ... , CONTACT (Listed above) . 1 OCCUPANT (Listed above) ... : ASSOCIATED CB# -' CONTRACTOR (Ori Pg: i) ., ;··:•NO CHANGE INUSE/ NO CONSTRUCTION j ·:MAIL/ FAX TO OTHER: ~ .. ( CHANGE OF USE/ NO CONSTRUCTION . '. _, -. ~· --- --,. --, - -. ,-------------------------------.. __ , _, ~ APPLICANT'S SIGNATURE ---.-, DATE ., ' .. -- . Inspection List Permit#: CB13H!39 Type: COMMIND COMM ROBINSONS/MAY-FOUNDATION ONLY AFTER PARTIAL DEMOLITION OF THE R Date Inspection Item Inspector Act Comments ------------~--- 02/18/2014 12 Steel/Bond Beam PY PA 02/06/2014 12 Steel/Bond Beam PY PA 01/21/2014 11 Ftg/Foundation/Piers PY PA 01/13/2014 12 Steel/Bond Beam PB PA 01/06/2014 11 Ftg/Foundation/Piers PY PA 12/27/2013 62 Steel/Bond Beam PB NS 12/23/2013 11 Ftg/Fouridation/Piers PY NS 12/18/2013 11 Ftg/Foundation/Piers PY PA 12/10/2013 11 Ftg/Foundation/Pi~rs PB AP 12/05/2013 11 Ftg/Foundation/Piers PY PA 11/25/2013 11 Ftg/Foundation/Piers PY PA shear wall o k with special inspection 11/15/2013 11 Ftg/Foundation/Piers PB PA 11/06/2013 11 Ftg/Foundation/Piers PY PA 10/31/2013 11 Ftg/Foundation/Piers PY PA 10/28/2013 11 Ftg/Foundation/Piers PY PA First three rows of columns Thursday, October 27, 2016 Page 1 of 1 Attachment to Building Permit Application Signature Page of Owner ];>LAZA CAMINO REAL, a California limited partnership v By~ PCRGP, L.P., a Delaware limited partnership its general partner By: Plaza Camino Real LLC, a Delaware limited liability company, its general partner By: Westfield America Limited Partnership, a Delaware limited p~nership, its sole member By: Westfield U:S. liability com Property Owner Name: PLAZA CAMINO REAL, a California limited partnership Address: c/o Westfield, LLC, 2049 Century Park East, 41 st Floor, Los Angeles, CA 90067 Telephone: 310-478-4456 CMFPCRLLC, Attachment to Request for Building Permit For Partial Building Construction Owner's Signature Page a Delaware limited liability company By: Westfield America Limited Partnership, a Delaware limited partnership, its sole member By. Westfield U.S. Holdings, LLC; a Delaware limited liability company, its general partner ~ . ' . By .... : . . ... · ' . .. Name: · · · · s. H Title~ EsGil Corporation In <Partnersl#p witli government for (JJui(aing Safe~ DATE: AUG.29,2013 JURISDICTION: CARLSBAD PLAN CHECK NO.: 13-1839 (PC13-0045) PROJECT ADDRESS: 2501 EL CAMINO REAL SET: II tJ APPLICANT 0" JURIS. D PLAN REVIEWER D FILE PROJECT NAME: REGAL-12 & 24-HR. FITN~SS (3 STORY BUILDING ADD & REMODEL) D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction1s codes . .,~,t ... 12s] The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: Michael Sheller 2049 Century Park East 41 st floor, Century City, CA 90067 12s] EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Mike Telephone#: 310-575-5909 ·. Date contacted: (by: ) Email: msheller@westfield.com Fax #: Mail Telephone Fax In Person lZ] REMARKS: Submit a letter from the soils engineer to the city confirming that the foundation plans have been reviewed & it's been determined that the report recommendations are properly incorporated into the plans. Assorted Plumbing and Electrical sheets have been submitted however verification of proper design is not possible prior to the tenant im'provement submittals. PME shell revisions as shnwn are to be installed at the developers risk pending final design submittal for the tenant build out. *[The demolition & shoring plans were issued under CB13-1572. -THIS IS A FOUND. ONLY PERMIT]. By: ALI SADRE, S.E. EsGil Corporation D GA D EJ D PC Enclosures: 8127 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil ·Corporation In (l'artnersliip witli qo'fJernment for (J3uiCaing Safety DATE: AUG.08,2013 JURISDICTION: CARLSBAD ~~NT ~ .[:I PLAN REVIEWER [:I FILE PLAN CHECK NO.: 13-1839 (PC13-0045) PROJECT ADDRESS: 2501 EL CAMINO REAL SET: l PROJECT NAME: REGAL-12 & 24-HR. FITNESS (3 $TORY BUILDING ADD & REMODEL) D D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans trarismitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation untiJ corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Michael Sheller 2049 Century Park East 41 st floor, Century City, CA 90067 EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Mike (" .h.) Telephone#: 310-575-5909 Date contacted:q'{d'/J3(by: t~) Email: msheller@westfield.com Fax #: ~ Mail /Telephone./ Fax In Person REMARKS: The demolition & shoring plans were issued under CB13-1572. -THIS IS A FOUND.ONLY PERMIT. By: ALI SADRE, S.E. EsGil Corporation D GA D EJ D PC Enclosures: 8/5 9320 Chesapeake Drive, Suite 208 + San Diego, Califomia92123 + (858) 560-1468 + Fax (858) 560-1576 GENERAL PLAN CORRECilON LIST JURISDICTION: CARLSBAD (PC13-0045) PROJECT ADDRESS: 2501 EL CAMINO REAL PLAN CHECK NO.: 13-1839 OCCUPANCY= B/M/A2; CONSTRUCTION = 11.-B; STORIES= 3; HEIGHT= 36'; DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 8/5 AUG.08,2013 REVIEWED BY: ALI SADRE, S.E. FOREWORD (PLEASE READ): This plan review is lirnited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • Please submit two sets of revised, stamped and signed sets of plans to: ESGIL CORPORATION. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • STRUCTURAL 1. Provide a letter from the soils engineer confirming that the foundation plans have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. 2. Note on the foundation plan that "Prior to the contractor requesting a Building . Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report." ., 3. 4. 5. Note on plans that surface water will drain away from building. The .grade shall fall a minimum of 5% within the first 10 feet (2% for impervious surfaces). Section 1804.3. This applies to the expanded footprint for the new addition. Show a typical section and elevation for the piles with the reinforcement size, number, layout, ties arrangement and extension from top to bottom including any additional ties at the top. · The following design loads shall be clearly indicated on the construction documents. (Section 1603.1): Add the roof basketball-coud live load. as per CCI report. on Sheet ST1: Also add the following info. on plans: • Seismic design data. The following information should be provided. (Section 1603.1.5) o Seismic response coefficient, C8 (the numerical values, all systems, both directions) 6. Structural Observations for SOC D, E, and F Structures. Structural observation should be provided and noted on the plans because of one of the following conditions. (Section 1710.1) a) The structure is classified as Occupancy Category Ill. This includes buildings whose primary occupancy is public assembly with an occupant load greater than 300. See Table 1604. 5 for a complete listing. 7. If Structural Observation is required, note on the plans: "The owner shall employ a registered design professional to perform structural observations. Deficiencies shall be reported in writing to the owner and the building official. At the conclusion of the work included in the permit, the structural observer shall submit to the building official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved." Section 1710 .1. 8. Redundancy Factor SDC D-F a) In the lateral calculations, seismic forces must be increased by a factor of 1.3 to account for redundancy (Seismic Design Categories D thru F), per ASCE 7-05, Section 12.3.4.2 & Eq. 12.4-3. Verify for both new & existing. 9. Please show steel moment frame columns including their anchorage and uplift are designed as per AISC 341-05, Section 8.3. ASCE-7-05, Section 12.4.3.2. See the next item as well. SDC B - F 1 O. Seismic Load Effect .: This applies to all the steel frame columns & their connections to .the concrete beams & columns below: a) Seisrnic load effect, E. The seismic load effect, E, should be computed in accordance with the following equation set forth in ASCE7-05, Section 12.4.2: E =pQE + 0.2SosD b) Maximum seismic load effect, Em, The maximum seismic load effect, Em, should be computed in accordance with the following equation set forth in ASCE7-05, Section 12.4.3 to be used in the special seismic load combinations of Section 12.4.3.2: Em = 00 Q1: + 0.2SosD SDC D-F 11. Requirements in Seismic Design Category D. The structures assigned to SDC D should satisfy the following requirements, in addition to the requirements for SOC C. (ASCE 7-05, Sec. 12.3): Show how all irregularities are addressed on plans as thev apply to the axial forces impacting the found. Plans: a) Prohibited Horizontal and Vertical Irregularities for Seismic Design Categories D through F. Structures assigned to Seismic Design Category E or F having horizontal irregularity Type 1 b of Table 12.3-1 or vertical irregularities Type 1b, 5a, or 5b of Table 12.3-2 shall not be permitted. Structures assigned to Seismic Design Category D having vertical irregularity Type 5b of Table 12.3-2 shall not be permitted, except when subject to the limitations of Section 12.3.3.2. b) Plan or Vertical Irregularities. For structures having a plan structural irregularity of Type 1a, 1 b, 2, 3, or 4 of ASCE 7-05, Table 12.3-1 (as shown in Figure 10.7) or vertical irregularity Type 4 of Table 12.3-2; the design forces determined from Section 12.8.1 need to be increased 25 percent for the following connections: 1) diaphragms to vertical elements, 2) diaphragms to collectors, and 3) collectors to vertical elements. (Section 12.3:3.4). r-... _ -----.. -----.. ---.. -----.. --.. --.. --.. --, I ,' ' --• ~ ' • !:"'' 1-1 f ~,"7"'-c~"~~•:-···,~-···"•= f . I I .,.__~~~~~--t' I ,•:J' : . I LO· ••••••••• a. Torsionarirregularity . 7 Re.entrant . corner b. Re.entrant corners . -. : ·. ·-: ---. :-. ·.: ._ ·.: ·--. : ·. ·. :-.~·-: ._ .. :-. -. : -. -. :-. ·. :-. -. :-. -. : ·--. : ._ --.. -. :-. -. : ._ -. : -. ·-: -. ·. :-. ·.: ·. -. 12. Pile Foundations Discontinuity in ver:tical elements of lateral.force-resisting system d. Out-of-plane offsets Figure 10.7 Examples of Plan Irregularities 1 -4 c. Diaphragm discontinuity a) Interconnection of pile caps and piles. rRiiiiiiii Individual pile caps or piles should be interconnected by ties in accordance with Section 1810.3.13. See the next two items. 13. Please show details & references for the 18"x18" grade beam near grid point A- 13, on Sheet S2.0. Indicate the reinf size/ number with ties size & spacing. 14. Please show a grade beam, similar to the previous item, on Sheet S2.0, near grid point A-1 (between the pile cap & existing building continuous footing). 15. The slab between gridlines A & AO on Sheet S2.0 can not be deferred to the tenant. Show the slab thickness and reinforcement to adequately tie the grade beam on line AO to the existing building on line A 16. Please provide a cross-section on Sht. S2.0, similar to A/S6.0 between gridlines AO & A Thi$ applies to the building expansion between lines AO & A 17. Detail 14/ST11, as referenced on S2.0, near grid point E-7, is incorrect. 18. Please specify Where existing footings E, F, G, M, N & P, as per schedule on 2/S1 .0, are cross referenced on plans. 19. Please note where pad footings 14 & 15, as per schedule on 3/S1 .0, are called out on plans. · 20. Please call out the retaining wall footing continuous reinforcement on detail 9/ST12, at top & bottom. [I.e.; (3) #5's@ l & B]. 21. On detail 20/ST12, specify the weld size & type between the channel & studs. 22. Please indicate where details 9, 14, 19 & 20/ST12 are referenced on plans. 23. Please state where details 3, 8, 9 & 13/Sl11 are referenced on plans. 24. Please specify where details 12, 19 & 24/ST10 are referenced on plans. 25. Please note where detail 20/ST9 is referenced on plans. 26. Please indicate where details 6 & 25/ST5 are referenced on plans. 27. Concrete Shear Walls: Show details of the end bars for SW's on grid line L, Sheet 51 .0: i.e., provide typical concrete wall elevation & section views: a) Requirement for shear wall boundary elements. The need for special boundary elements at the edges of structural walls should be evaluated in accordance with ACI 318-05, Section 21.7.6.2 or 21.7.6.3. The requirements of 21.7.6.4 and 21.7.6.5 also should be satisfied. (ACI 318-05, Section 21.7.6.1) • ADDITIONAL 28. Submit any related underground P/M/E plans for review & approval. Please complete, sign & return the attached PARTIAL PERMIT form to EsGil. 29. The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE, S.E. at EsGil Corporation. Thank you. •· [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD 0045) PREPARED BY: ALI SADRE, S.E. PLAN CHECK NO.: 13-1839 (PC13- DATE: AUG. 08, 2013 BUILDING ADDRESS: 2501 EL CAMINO REAL BUILDING OCCUPANCY: M/ A2/B BUILDING PORTION FOUNDATION WORK ONLY Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: D Repetitive Fee -:.-1 Repeats * Based on hourly rate Comments: D AREA Valuation ( Sq. Ft.) Multiplier .. By Ordinance Complete Review D Other 0 Hourly EsGU fee TYPE OF CONSTRUCTION: 11-B/SPR. Reg. VALUE Mod. - D Structural Only 1-----1---181 Hrs. @ * $116.00_ ($) $2,s10.001 $2,osa.001 Sheet 1 of 1 macvalue.doc + ~ « .. \.~ ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 9/11/13 PROJECT NAME: Westfield_Rob May Foundation onlyPROJECTID: SDP 09-04 PLAN CHECK NO:CB131839 SET#:l ADDRESS: 2501 El Camino Real APN: 156-302-08 VALUATION: APPLICANT CONTACT: hli@hofmanplanning.com ~fti J1C~ Ji'J P [Qf ~ This plan check review transmittal is to notify you of clearance by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by the Construction & Inspection Division ls required: Yes [] No ~ ~ 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 below under remarks. Please resubmit amended plans as-required. "PLANNING '' 'LAND DEVELOPMENT, tN.G. :D·IRE_.f)lll;VENTiO,N .•. , . i 1ao-ao2-46:t,6.' 760-602-:2750 · ·760-6.02s46_65 • : ·· i ., .... ~ .. ..,.,_.,. ,..,. ...... _ ~~~ .... -... ,, , .·, ... l ~::_,_,,'·,·,1', ,·,.,; ,--l Chris Sexton L ..... J 760-602-4624 Chris.Sexton@carlsbadca.gov ,_J 760-602-27 41 760-602-4663 ! ·• Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov 1 I r---, Kathleen Lawrence ~ D Greg Ryan ! 11------------~, f----! Gina Ruiz !., ___ ' 760-602-4675 IXI Linda Ontiveros ~ D Cindy Wong 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Olitiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov !' I r I I , I ' / I '-----~ J i-o I D Dominic Fieri , 760-602-4664 Domin ic.Fieri@carlsbadca.gov Remarks Addendum to existing right-of-way required to recap existing waterline. Separate review fee to Engineering for $343.00 «~w ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue {760) 602-4610 www.carlsbadca.1mv DATE: 9/10/2013 PROJECT NAME: Westfield Carlsbad. PROJECT ID: EIR 09-02/SDP 09-04 PLAN C~ECK NO: CB131839 (Foundation Only) SET#: 2 ADDRESS: 2501 El Camino Real APN: 156-302-08 [8'.I This plan check review is complete and has been APPROVED by the Planning Division. By: Ja!»on Goff {JtJ--. A Final Inspection by the Planning Division is required D Yes !:8J No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: ''' Pl.ANNIN'G ENG'INEERING · ; F.iRE l>REVE·NtlON · .. · ,7'60·J>02,461O _,, '· -. , 76ci6Q24665 .. ,. 160-6O2::21,~o . ' ,·, '' '. .. .,' -· --., . D Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 . 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory.R~an@carlsbadca.gov D Gina Ruiz D· Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov C~hthia.Wong@carlsbadca.gov ~ .. .. Jason Gof·f r7,f;._ D D Dominic Fieri 760-602-4643 jason.goff@carlsbadca.gov 760-602-4664 Dominic.Fieri@carlsbadca.gov ., Remarks: CB131839 (Building Package #2) shall not allow for any construction other than foundation only. ~J)__ '£ «?~ ~ CllY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Ecc;>nomic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 8/2Oj13 PROJECT NAME: westfleld plaza """~0 PROJECT ID: PLAN CHECK NO: cb131839 SET#: I ADDRESS: 2$ ~ APN: 1. : • "'..f. ; '"''>-. ""~-~ r G IZJ This plan check review is complete and has been APP~D by the fire Division. J> By: cwong A Final Inspection by the Division is required 12sJ Yes D No D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: _ You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 160-602-4665 D Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Grego!'.)'..R~an@carlsbadca.gov - D Gina Ru'iz D Linda Ontiveros [Z] Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov -o D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: -~ ... ** APPROVED: TIDS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. Page 1 of2 TIDS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. TIDS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Page2 of2 Carlsbad Fire Department Plan Review Requirements Category: COMMIND , COMM Date of Report: 08-20-2013 Name:· Address: Permit#: CB131839 HOFMAN PLANNING STE 1 3156 LIONSHEAD AV CARLSBAD CA ATTN: SHAYEVAN92010 fob Name: ROBINSONS/MAY-FOUNDATION ONLY Job Address: 2501 EL CAMINO REAL CBAD ;' I I INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0006570 [NOT MET] *** Bubble All Changes *** 1. Sheet A6.2 ( issued for reference only ) : Provide wall detail fot 2 hr rated fire wall assembly. Specify standard used in wall detail. e.g. Table 720.1(2), Gypsum Association, UL, etc. Entry: 08/20/2013 By: cwong Action: CO sl / RECEIVED AUG'2 ·& 28tl:QUEST FOR BUILDING PERMIT CITY OF cfR@..8~IAL BUILDING CONSTRUCTION BUILDING DIVISION To: Building Official; jurisdiction of: CARLSBAD Pursuant to the provisions of the 2009 edition of the International Building Code, Section 106.3.3, the· undersigned. requests· that a building permit be issued for: FOUNDATION PERMIT ONLY. for the propos.ed. building to be lgcatec;t at: 2501 a;~ CAMINO RE;AL and identified as Plan Review Number. CB13-1839 Acknowledgment i$ mede that plans fQr the entire structu~ are not complete· and/or th~t the. plan t~vi~w has not been completed. We recognize that ·proceeding With pa_rtlal construction at this time is. entirely a.tour own risk, with: no as$uran~ that the permit fot·the ent!te build.inQ or atructvre will be granted, We further absolve the jurisdiction ofi CARLSBAD and EsgU: Corp(>ratlon, and officers· and empioyees thereof;. of all responsibility·for the issuance of a partial permit and further a.gree that any work performed under this permit will be removed or Ptherwise corrected to be ln accord with the reql!irements of the final approved pt~s. when a permit for the enttre t,,,,.ti_ld,fng or ~tructure is granted. It is agreed that neither-the jurisdiction of? CARLSBAD not Esgil corporation, and offlcel"$ and emp.loyees thereof, will" be liable tot expenses incurred as a result of removal or co~ction of work which may be-necessary to comply with· the final approved plans. Signature: Date: Date: Date: Contractor ~Id 3.1, 3 0~34-/111 ---- ANF & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATION'S For Foundation Package Retail Expansion Westfield Carlsbad 2525 EI Camino Re~ #100 Carlsbad, California 9200:8 Architect JPRA Architects 3 9300 West Twelve Mile Road, Suite 180 Farmington Hj-11s, ;Ml 48331 Tel: (248) 737--0180 13903.00 ! RECEIVED AUG~ 1· 2013 ' CITY OF CARLSBAD BUILDING DIVISION ( ! i ,. : - F. -.•. -' .. • ANF & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATION·s For Foundation Package Retail Expansion Westfield Carlsbad 2525 El Camino Real #100 Carlsbad, California 92008 Architect JPRA Architects 39300 West Twelve Mile Road, Suite 180 Fatmi11gtonHills~ Ml 48331 Tel: (248) 737-018.0 ' • '.---7 ',. j. ,,._, ~-. ' : i J J ' ·- 13903.00 13903 Westfield Carlsbad JoaNo,-=--DY ' BY------ Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 CODSUlting Structural Engineers E-mail: 11Df1688@pac~.net e I --A.-,-11,,m-,CAOl7'1 I Foundation Package Carlsbad, California 07/2013 OAT£ ____ _ SH.---OF-- • • INDEX (Foundation Package) 1. Column Loads & Foundation Design ............ F-1 -F-27 2 . 3. Column Base Plates Design & Anchor Rods Electrical Room Wall & Footing BP-I -BP-6 EL-1 4. Lateral Loads Analysis .................................. L-1 -L-10 •• • D • • y ~ • ~ k:> l ~ ! I I I r0 [f ' y I I ~ I : i ks> I 'o ! i i I ---.·~ @ • l * ***~ :fre r! ~'i* 2f!l~~Ff** * * * *** ** ** * *'* * * * ** * * * * * * *** **** ** * ** * * ** * SQ. FTG. DIMENSIONS AND REINFORING FOR SOIL PRESSURE= 3.50 KSF * * * * * * * * * * * * *'* * * * * * * * * * * * * * * * * * * * * *·* * * * * * * * * * * * * * '* * * * * * * * * * * * * * * * * * * * * * * * * * * • CONCRETE COMPRESSIVE STRENGTH= 3000.0 REINFORCEMENT YIELD STRENGTH = 60000.0 PSI PSI ACTUAL MAXIMUM LOAD IS SHOWN IN COLUMN 4 OF THE TABLE DEAD LOAD= 50. PSF LIVE LOAD= 50. PSF COMBINED ULTIMATE LOAD FACTOR = 1.55 , ,, .:ii.I ~ _.,,. " .,,..;--!!) t~ . "'l ·10 ~ . ;'t./:~-"1 ; .,.. 8 ================-====-====--==----==~-===;========-====--====-===---==----= NO. SIZE MINIMUM FOOTING THK. MAX. LOAD AREA OF ST. REINFOR. (FEET) BASE PL SIZE INCH KIPS SQ. IN EACH WAY ==========~============================================================-=-= 1 3.00 SQ 10.0 X 10.0 12.0 31.1 .58 3-# 4 2 3.50 SQ 10.0 X 10.0 12.0 42.3 .67 4-# 4 3 4.00 SQ 10.0 X 10.0 12.0 55.2 .79 4-# 4 4 4.50 SQ 10.0 X 10.0 12.0 69.9 1.20 6-# 4 5 5.00 SQ 10.0 X 10.0 12. 0 86.3 1. 74 6-# 5 6 5.50 SQ 10.0 X 10.0 14.0 104.1 1. 90 7-# 5 7 6.00 SQ 10.0 X 10.0 14.0 123.9 2.56 9-# 5 8 6.50 SQ 10.0 X 10.0 ·16.0 145.1 2.75 9-# 5 9 7. o.o SQ 10.0 X 10.0 16.0 168.2 3.53 9-# 6 10 7.50 SQ 10.0 X 10.0 18.0 192.7 3.76 9-# 6 .11 8.00 SQ 10.0 X 10.0 20.0 218.7 4.02 10-# 6 12 8.50 SQ. 11. 0 X 11. 0 20.0 246.9 4.81 11-# 6 13 9.00 SQ 11.0 X 11. 0 22.0 276.l 5.11 12-# 6 14 9.50 SQ 12.0 X 12.0 22.0 307.6 5.98 14-# 6 15 10.00 SQ 13.0 X 13.0 22.0 340.8 6.95 12-# 7 16 10.50 SQ 13.0 X 13.0 24.0 374.8 7.28 13-# 7 17 11. 00 SQ 14.0 X 14.0 24.0 411.4 8. 35 14-# 7 18 11. 50 SQ 14.0 X 14.0 26.0 448.5 8.71 15-# 7 19 12.00 SQ 15.0 X 15.0 26.0 488.4 9.86 17-# 7 20 12.50 SQ 16.0 X 16.0 26.0 529.9 11.12 15-# 8 21 13.00 SQ 16.0 X 16.0 28.0 571.8 11.50 15-# 8 • -~ #J~1o~ 451/~ F-~ EXISTING FOOTING SCHEDULE MARK SIZE 4,c;o~ ~ :THK. REINF 7l-lt>. ~ 0 7' -3"x7' -3" ($-4-I<. 1 8" 8-#7 E.W. ! 0 8' -6"x8' -6" U'? ~j 21 ,, 12-#7 E.W. ! @] 9' -6"x9' -6" ~,lo' ~ 24" 14-#7 ,_ V,I t.. I/ • [EJ 1 O' -O"x 1 O' -0" -,50 K; 24" 13-#8 E.W. ' [I] 11 '-3"x11 '-3" I 44-~ K 2 7" 15-#8 E.W. 0 5' -4"x5' -4" Gf G:f' • 1 6" 6-#5 E.W. .... : ~ 6' 3" c' 3" ' (~7 '< '. 1 5" 12--#5 E.W. -XO -i ' [8J 1;;,1<.. I 4' -3"x4' -3" ! 1 6" 5-#5 E.W. i 0 4' -1 o"x4' -1 o" <;z,~' ! ,. 1 6" 5-#5 E.W. I I I 0 g' -o"x9' -0" Z94-K. :: . 21 " 11-#8 f-w I ~-. [TI 6' -3"x6' -3" I';, 1 ~I 1 8" 7-#6 E.W. [8J 5' -4"x5' -4" 'f9 f.C~ I 1 6" 6-#5 E.W. 0 11 '-3"x11 '-3" 4-4~ I<. 27" 16-#8 E.W. 0 11'-o"x11·~0" 4-1,..t K. 27" 16-#8 E.W. SCHEDULE -. Joe. llt~?o ?,;:._, F-<:" • NEW FOOTING SCHEDULE MARK SIZE 44!09 .fo "--REINF. (BOTTOM UNO) r; THK. 1t..-Lo~ OR REMARK DJ 8'-11"SQ. vt& (... 18" SEE 2/ST5 ~ 9' -6"SQ. ?)\~ <-. 1 8" SEE 3/ST5 IT] 1 O' -O"SQ. ?St>' ' 1 8" SEE 4/STS [}] 12' -O"SQ. ~otl K 24" SEE 5/STS [fil 11 '-O"SQ. 4-~ K. 18" SEE 1 t/ST5 [ill 42* • 14/ST5 11 '-O"SQ. .... 24" . SEE [I] 11'-3"SQ. 4-+,J i:.. 21 ,, SEE 15/ST5 [ill 4' -6"SQ. '1 t J< .. 1 8" 5-#5 E.W . • [[] 7' -o"so. 1 IC~ l '2,, 1 6" 9-#6 E.W. [gJ 7' -6"SQ. (C\1"'-1 8" 9-#6 E.W. [] 8' -o"so. ~1 ~ 20" 10-#6 E.W. B] 1 O' -O"SQ. ?S't> K. 22" 12-#7 E.W. ~ b>} • 5-#6 LONG & 3' -O"x6' -0" " 1 8" #5 @12"O.C. SHORT [8] 3'-6"SQ. 4'~ K. 12'' 3-#5 E.W. ~ 4' -O"SQ. ~~ 1 2" 4-#5 E.W. [§] 7' -O"x9' -0" -u,, K..22" 9-#6 LONG & 11-#6 SHORT [z] 8' -O"x 1 3' -0" ~~ ·""' 24" 12-#7 EA. WAY B] 2' ~6"x6' -0" 1 2" 3-#5 LONG & #5 @12"O.C. SHORT • ~ 3' -O"x8' -0" 1 8" 4-#6 LONG & #5 @12"O.C. SHORT SCHEDULE • • • ANF & ASSOCIATES Title: Dsgnr: Job# /-3 j 0 2.7 Date: 9:24AM, 30 JUL 13 Consulting Structural Engineers 9420 Telstar Ave Suite 118 El Monte, CA 91731 Tel 626-448-8182 Description : Scope: Rev: 560002 . User. KW-0600953, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Footing Analysis & Design Page 1 13903-rob-may box pcr.ecw;Calculations Description Fo?ting on grid D/5.5 General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight I Loads Applied Vertical Load ... Dead Load Live Load Short Term Load Applied Moments ... Dead Load Live Load Short Term Applied Shears ... Dead Load Live Load Short Term Summary ·3,800.0 psf 1.330 4 3,000.0 psi 60,000.0 psi 145.00 pgf 160.00 psf 100.000 k 81.000 k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about y.y Axis (pressures @ left & right) k k k Code Ref: ACI 318-02, 1997 use, 2003 IBC, 2003 NFPA 5000 Dimensions ... Width along X-X Axis 7.000 ft Length along Y -Y Axis 9.000 ft Footing Thickness 22.00 in Col Dim. Along X-X Axis 16.00 in Col Dim. Along Y-Y Axis 24.00 in Base Pedestal Height 0.000 in Min Steel% 0.0014 Rebar Center To Edge Distance ... ecc along X-X Axis ... ecc along Y-Y Axis 0.000 in 0.000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft / k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k 3.50 in Footing Design OK 7.00ft x 9.00ft Footing, 22.0in Thick, w/ Column Support 16.00 x 24.00in x 0.0in high Max Soil Pressure Allowable "X' Ecc, of Resultant "Y' Ecc, of Resultant X-X Min. Stability Ratio y.y Min. Stability Ratio DL+LL 3,292.1 3,800.0 0.000 in 0.000 in No Overturning No Overturning DL+LL+ST 3,292.1 psf 5,054.0 psf 0.000 in 0.000 in 1.500 :1 Actual Allowable Max Mu 24.566 k-ft per ft Required Steel Area 0.475 in2 per ft Shear Stresses .... Vu Vn * Phi • 1-Way 34.780 93.113 psi 2-Way 73.341 186.226 psi I I Footing Design • Shear Forces Two-Way Shear One-Way Shears ... Vu@Left Vu@Right Vu@Top Vu@Bottom Moments Mu@Left Mu@Right Mu@Top Mu@Bottom ACI C-1 72.26psi 23.84psi 23.84psi 34.28psi 34.28psi AC! C-1 15.87 k-ft 15.87 k-ft 24.21 k-ft 24.21 k-ft ACI C-2 73.34psi 24.21 psi 24.21 psi 34.78 psi 34.78psi ACI C-2 16.11 k-ft 16.11 k-ft 24.57k-ft 24.57k-fl ACI C-3 Vn * Phi 26.00 psi 186.23psi 8.62 psi 93.11 psi 8.62 psi 93.11 psi 12.31 psi 93.11 psi 12.31 psi 93.11 psi AC! C-3 Ru/ Phi As Reg'd 5.71 k-ft 52.3psi 0.48 in2 per ft 5.71 k-ft 52.3psi 0.48 in2 per ft 8.71 k-ft 79.8 psi 0.48 in2 per ft 8.71 k-ft 79.8psi 0.48 in2 per fl • • • ANF & ASSOCIATES Title: Dsgnr: Job# l-5 '1 °>;, · Date: 9:24AM, 30 JUL 13 Consulting Structural Engineers 9420 Telstar Ave Suite 118 Description : 7tJCrvr f-1 El Monte, CA 91731 Scope: Tel 626-448-8182 Rev: 580002 User. KW.()600953, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Footing Analysis & Design Page 2 13903-fQb-may box pcr,ecw:Calculations Description Footing on grid D/5.5 . I Soil Pressure Summary Service Load Soil Pressures DL+LL DL+ LL+ ST Factored Load Soil Pressures ACI Eq. C-1 ACI Eq. C-2 ACI Eq. C-3 Left 3,292.08 3,292.08 4,464.78 4,608.91 1,805.73 ACI Factors (per ACI 318-02, applied internally to entered loads) Right 3,292.08 3,292.08 4,464.78 4,608.91 1,805.73 ACI C-1& C-2 DL 1.200 ACI C-2 Group Factor ACI C-1 & C-2 LL 1.600 ACI C-3 Dead Load Factor ACI C-1 & C-2 ST 1.700 ACI C-3Short Term Factor .... seismic= ST*: 1.100 Used in ACI C-2 & C-3 Top 3,292.08 3,292.08 4,464.78 4,608.91 1,805.73 Bottom 3,292.08 psf 3,292.08 psf 4,464.78 psf 4,608.91 psf 1,805.73 psf 0.750 Add"l "1.4" Factor for Seismic 0.900 Add"l "0.9" Factor for Seismic 1.300 1.400 0.900 I • • • ANF & ASSOCIATES Consulting Structural Engineers 9420 Telstar Ave Suite 118 Title: Dsgnr: Job# l?i 03 Date: 9:25AM, 30 JUL 13 El Monte, CA 91731 Description : Scope: 7 tfceri F-3 Tel 626-448-8182 Rev: 580002 User. KW-0600953, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Footing Analysis & Design Page 1 13903-rob-may box pcr.ecw:Calcutatlons Description Footing on grids B/5.5 & C/5.5 General Information Allowable Soif·Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight I Loads Applied Vertical Load ... Dead Load Live Load Short Tenn Load Applied Moments ... Dead Load Live Load Short Term Applied Shears ... Dead Load Live Loa~! Short Term 3,800.0 psf 1.330 4 3,000.0 psi 60,000.0 psi 145.00 pcf 160.00 psf 180.000 k 150.000 k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right} k k k Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dimensions ... Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Base Pedestal Height Min Steel% Rebar Center To Edge Distance ... ecc along X-X Axis ... ecc along Y -Y Axis 0.000 in 0.000 in 8.000 ft 13.000 ft 24.00 in 16.00 in 24.00 in 0.000 in 0.0014 3.50 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k Summary Footing Design OK 8.00ft x 13.00ft Footing, 24.0in Thick, w/ Column Support 16.00 x 24.00in x 0.0in high Max Soil Pressure Allowable "X' Ecc, of Resultant "Y' Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio DL+LL 3,619.0 3,800.0 0.000 in 0.000 in No Overturning No Overturning DL+LL+ST 3,619.0 psf 5,054.0 psf 0:000 in 0.000 in 1.500:1 Actual Allowable Max Mu 67. 090 k-ft per ft Required Steel Area 0.820 in2 per ft Shear Stresses .... Vu Vn * Phi 1-Way 66.788 93.113 psi 2-Way 125.073 186.226 psi • I Footing Design ' Shear Forces Two-Way Shear One-Way Shears ... Vu@Left Vu@Right Vu@Top Vu@Bottom Moments Mu@Left Mu@Right Mu@Top Mu@Bottom ACIC-1 123.47t,si 30.72psi 30.72psi 65.96psi 65.96psi ACIC-1 24.31 k-ft 24.31 k-ft 66.23k-ft 66.23 k-ft ACI C-2 125.07psi 31.15psi 31.15psi 66.79psi 66.79psi ACI C-2 24.62 k-ft 24.62k-ft 67.09k-ft 67.09k-ft ACI C-3 Vn * Phi 43.81 psi 186.23 psi 10.98 psi 93.11 psi 10.98 psi 93.11 psi 23.34 psi 93.11 psi 23.34 psi 93.11 psi ACIC-3 Ru/ Phi As Reg'd 8.62 k-ft 65.1 psi 0.52 in2 per ft 8.62 k-ft es.1 psi 0.52 in2 per fl 23.50 k-ft 177.4 psi 0.82 in2 per ft 23.50 k-ft 177.4 psi 0,82 in2 per ft • • • ANF &ASSOCIATES Consulting Structural Engineers 9420 Telstar Ave Suite 118 El Monte, CA 91731 Tel 626-448-8182 Title: Dsgnr: Job# /71 D) Date: 9:25AM, 30 JUL 13 Description : Scope: 71/~ F-1 Rev: 580002 User. KW-0600953, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Footing Analysis & Design Page 2 13903-rob-may box pcr.ecw:Calculalions Description Footing on grids B/5.5 & C/5.5 j Soil Pressure Summary Service Load Soil Pressures DL+LL DL + LL+ ST Factored Load Soil Pressures ACI Eq. C-1 ACI Eq. C-2 ACI Eq. C-3 Left 3,618.97 3,618.97 4,919.69 5,066.56 1,959.00 ACI Factors (per ACI 316-02, applied internally to entered loads) Right 3,618.97 3,618.97 4,919.69 5,066.56 1,959.00 ACI C-1 & C-2 DL 1.200 ACI C-2 Group Factor ACI C-1 & C-2 LL 1.600 ACI C-3 Dead Load Factor ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor .... seismic = ST • : 1.100 Used in ACI C-2 & C-3 0.750 0.900 1.300 Top 3,618.97 3,618.97 4,919.69 5,066.56 1,959.00 Bottom 3,618.97 psf 3,618.97 psf 4,919.69 psf 5,066.56 psf 1,959.00 psf Add"I "1.4" Factor for Seismic Add"! "0.9" Factor for Seismic 1.400 Q.900 I Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineers E-mail: anfl acbeU.net , Joe No. f-34, 19 3 BY Py DATE---- SH.--OF--.L--.;;;::942::;;.:011;;;;;;,;elstar;;;;;.;,;;.;A"en;;;;.ue,_s_wte_n .... s, _El M_o_ute,,._CA-91-73_1 _ F-t 0 forv Gri-1~1Nt0 -r1pe ~ fe,t,"'ft·N(i. {½ Srlf:rl!s1 F-4) • All-ow Tt:ryl:}-L l-t:,f!rO = (~q., K .fo1t.--NErv.J Lt!J-,ro ~ 7 o .Z-80 -~ G-tJlA-fUt~ E')(.. ,s,-,-,.,-,c, 7L;''70->1-/g'' frlt -ro g!_..tt 11 7~ /_ i~'-3/~s) C: -C'f p E ([l ) t!> iJ ,;,-;Foo r "'C, l.en uvq r s "L.2-o k 6, 7 /" cd~ ~~wta--~~ F-r: Ci 1 ? e> rJ Ci 11, '0 S -r,./q , "k e-1, ~ , %, , ;~! ~/ ~ 1 ~ o/i 1, E/0 6/ 1 F/ F-/ ~/. I-II '4~-rA-8LG . 1 -, / "/It / /IOI /l"J./ f 'Z,./ /10 1 HA,, ~ u /, 1.-An..~ 11 Pe: e] f'I'', ~tAo-lltjeo .,.-o 9) -11 '' ?&.. .. ~IL 't''fp e [[J f'r!r t.uf-"1'&.f Nw-w 'Ta7'4-L-Lt:,f&-0 ~ -ro 1<. ) 11 J \I ~ ci f , &N ~ e 1-~ .,at ?rGt -ro 9 ~ · cs,& r-e t., ('. ,(,) Eri"~H-y Si S:-.) , 4'1P~ fo 11-4 . s "l-)( -3 S = -3 I(.)\.,. k.. frt; 1 '? oi-. '11LtoS C/f o I c./4 1, 1 1/to A-11,G-IJ,/1 <, "1''( f>G. Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineers E-mail: anfl688 Qi. acbell.net JoeNo. /3jO;> BY f>Y • 9420 Tel.star Avenue, Suite 118, El Monte, CA 91731 DATE---- SH.--OF-- • bn--t-'(pt:::-lIJ f-r4 ·tl-'i,:t,,/ /V~ lcrao "'-P -ro ;"sK, G:-N ~e.. GiG,n , l.-~tt'5-«. ,o 10!..0·1 ~. (~ t)&rA-1(... ~1"$) l¼-llctAJ lot:ro :: '55 o K. :~ = I .. o t./3 ( f. ~ ~ o-v&t&... ' k~,r-~U!) <fc£i,; ON ,f 11,to 6rjto :if ~2 A1lk -n4•> ~'"(P6 ~11,.. -v'-(pe::-l!] f-rt, wnl4 Ne-w lP8'10 ~ Ta 4-,¥f, ~ GJ.J~E ~ 1 YT · ? L. .;/ $&. -Fr ~ -ro lI !-. o" '?-6l. ( ~ /)(!s-r' Ari'-1 ~S') i~ ~ = 4)-1r_f< t/:?1 I c.--T. -~Z-4--=-/ ,,,~~ s ( ~-!> .s: 7~ o v&n- fr Cr '7 I:)"' ~ M1i>7 ¾ P/o FI a ~ I · 1-1 L r L A-~11-a t&) I I I ( I I IC/ I lt'f ) 19 ~ 11-11~ -r ype:-) fo!L -ryp C:::-~ h '1 IAA~1,( 1--J~ L-ol}-0 ~ tf~I ",, ~ l~~<: ~,~ s'-{IP'' 1,&2.. h ez -r 0 11 '-~ '' $o2.. n-41 {. s-e-e: {)8Tfd--tL '%T0 A-L.lG>w lc-tJQ = 44~ ~ o .. k ff 4 a,~ t:j ,1;u:, F /, , 7 -ru tt;, -t '-{ p & . fr,tL,--rype @ Ft-4 w 1,;i.., ~ lc,--f¼O 'Q:> To t/?-£>; err,J(.,,&t7 ~ f¼.t~ 1L~'~k4 -ro 11.L.o''SQ f-'C'~ Cft>oo-fon...4-,4-'<~.1c.. Fr~'~&¥J'f!IA0S f7/?, F/2,, i¼-, o/s, ~, ~ ..:T/4 k!!-e--Tlfll. ~rP&. '5 ~ D arr,e.iL-14-/~1~ Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 Consulting Structural E~gineers E-mail: anfl688 acbell.net JOB NO. ( ~:f O '1 BY OY • 9420 Telstar Avenue, Suite 118, EJ Monte, CA 91731 DATE.---- SH.--OF-- • 'f .. /'2., ~ f'1;;0 r i"" ~ s .,J L, tJ G k .. / -: ~/fl;IO?; k.1/~, k-1/,0 ,. ,-.,/.,4.,J. u,~ = /7 f K. fl¼ 7Lr,d 1~xt<ir' n/K w/ 1-.#te ~ .;.u..J. &t:rff'Ol-f qt>~O_ fc'L, I et? I< '? /7~ d;,J<... q tvi,r; s J,< ' 1/i I k # 1/!5 I k, 1/ 7 / J<' 1/., ) HA-)( UH) = ( 9s? " ~ gr_e,•f ~ )( 2,o•' TUI<.. 1.A,,i f c, .,, :# (p E:r, W · P,u-,r a:t; ~ Ot)O fon-2.'24 K_ / ( S} 7 k. e,. k C,n-1q', I<, 1 ,, I<,¼,, k-1/~ I k •½ /.-(,4r,,i lcM) = ?v., k U¼-t (f) t_ t, I I trsl )I '2-i I "TU I cA< . w I I 1---# 7 &, I.(,.). F,4T'en; Cia,o fO~ ~soK '? -?"31< c:,., k • ANF Tel: (626) 448-8182 & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineers E-mail: anfl688 acbell.net 9420Telstar Avenue, Suite 118, El Monte, CA 91731 V', • -N JOBNO, t~t:J:;> BY PY DATE---- SH.--OF-- ' J 4- ½ n-{WI ~ '-/ L,o fr<) : f 1 PL.:::tz..7"- l l,l,. =:: 1,/ ~ K _._, ' ·i f ,\ ' '' \, .-, ~1,p· t.Ut0€. Y.. lf--0 "t'UK f-t4 . Iv ~ D'-~4-?0<P '-F j lL --7D ef'C.. f P + L + o/t. 4 .. e!>,'f j) -+ t:// · 4 (I la -21!)) ( lb-2 f) o.7. M @ fJ-tS11"'l57¼ at F,1 -2-15.~ ~ ,, y.. 25.<;; . + 2./.b~ • 7 ')( ,4,;s =-(J.e>7 o'~ V =-P-1 ~, ~ + ~ 1.b )(·7) ::.. ,,·s .. or-; k.. 'z_ ;; L -= { l . 7 ,,. 2, +-" 4? ( 2, 7 I 'i) + , I L/ t; (I. ( ? ) ( ,j_( • t; X i-1 ' ~) ~ 1,1,,s;::,I< ' '< l... ll -=-1. I , 'IC '2.. + # o 7 (-a. 7 · ,;) -::: I~• tt:J ANF & ASSOCIATES l!! ~:i~ ::t:~;i Consulting Structural Engineers E-mail: anfl688 acbeU.net JOB NO. / 'Jjo) BY fYj • 94ZOTelstar A-venue, Suite 118, El Monte, CA91731 DATE--- SH.--OF- Fr C, I> l.. ~ ~ ~ .S ( ~ )( i -S) (. I lf ~) -::. { .fJ 8-. ~ K. F --llf $o1c.... -=-5;4-{,;;)(1s){.u) "" 44,G I\ ~ t> L =-t ~ 7 . ,s ~ + 1 o ~. ~ -+ t-ltf, b = 2.-1" -7 ~ ~ /2.. . t4. ::. 21&>. 7 ¼ ( '2.t, • 7 s {' q) :: Co 1~1 t ~ X =-jo<=t~:t: 1,+,D?D _ r 1-~o.;,( .. q) -tl.f.44 L ::: _ -i-'fo.~~f.~,)(,,J -c I/ t(, s~ k~ f ~(}' -!;(II• Ii tf) {-3#-~) • • ~ll&f ::; </. t-{t;2--[4(.1,ti:) -f /, ~ 1,J'."1) ""~;]%kSt° • ~ ff =-3,s{,,3l,) = tf.&:,1,,, kSf 7~-7/ o,/c... ft>"-IHL + %1 .?.:--Oof:':, ~°T c:;cn1-..J 0~1t,,J !.,. Pl = '2-t:f 0, 7>.> ~ t.L --/1:, • .,._ K "~ t;. = 1?0", 'f ?{ ~,1s) ~ ~/e, .. 4 I~ --x = g .,_, D, j:,~31:.!!1.. o =-'~ , 4er ' ~ob-1 ~ ~f c-?ob~ ?)(2-. -=-f,??? k'~ -< q-,4,,_ ,~ -~f{,) ,,s) -6<~ Tel: (626) 448-8182 ANF & ASSOCIA1ES Fax: (626) 448-8092 Consulting Structural Engineers E-mail: anfl688 acbell.net -• 9420 Telstar Al'enue, Suite 118, El Monte, CA 91731 • 5y ___ _ DATE---· --- SH.,--OF-- -H 1c/J."' +:;_ ¾t1-1.*-1 Is i< .,,) -== 84 1k, I HM-::. ~ (t .4) =-t I 1 .(~:;/"" I,·=-4.;'I cl: 4-s II Cl I I b,tJeQ'o '~,{t, U'rJ~ 4 -*e es~-"£°(. V =-:2-1 ~ +2.:;:, (q,5_x~,s)=-tb1,c:r'< v"'-::; /o?,'1 (1-4) =-}5/ ~ ri1J%' :. (D7S fSI >~1.7 ANF & ASSOCIATES F~~; ~!i~ !!t.:~:i Consulting StructuraJ Engineers E-mail: anfl688 acbell.net BY---- • 9429 Telstar Avenue, Suite 118, El Monte, CA 91731 DATE--- SH.--OF- • f-l0 ct./Gek C,1..-1() /t;l : (;<~7 ~ (J)L = 2-'10,. 7 ~ f 2-( (f.s){t.~){. fs '){_:,,-;) -=-i.,-~, .. ~~ f-M t--r le> ,AJ =-2--.q 1.8 ( o.q )(. ~~ = 1 ?· 8 "' f~tVG ~WCG:..; a--' ? k~ \' 4----1\-7 "~'1 -? k 4\.1 '-•4 "'\\~@ ~ \\D,(_ . ~ {, ~ f -~ -(8 ,s )-1-l.! ~-I'> c tt-.<;) J c~-5) ::. '2-7 • I , K g-7 ,13:> -,. 1 ~.,e, ===-I g-1 /7 ~ >-< 7 1 !t:§". '17 '<i , Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-80~ Consulting Structural Engineers E-m~: anfi6 , acbell.net JOBNO. {?'f_e!, BY oy 9420 Telstar Avenue, Suite US, Ei Monte, CA 91731 DATE---- SH.--OF- I / ,.'\ l ---'-"" . · -·--"---·-·-_ -··iL l\,l...~\ 0~ I J 1\ u )l ~\-()\WIC:if;: '*'-~ le.HOG-'/-4,--t> 1) ~ #\Lat.'' . .-;u~~ ft't., w/ 7 .. ~ 10 Sovo+t ~ . \ 'f:1'J e-r-in #~ . U,Mf * "2-*f 'itE:_s@ ' -tf.. Q 1'0Q? ' /Z:.1(:),". ~ li,,,4µ_. Irr?../ L~ "2.- u.) PL-= 6 .. Sr-1,,f;) · .f l f. b7 ~ (<; + 2;. s (1 ~; + b.s-(~~s) =" lo/~ f Lf.-t"-'>f!--. lL--3.~(tfJo)-t-6,>{2,.)(t1;;i>)= /lt.,!>'e; Pl F- lvtJ-LL Ot. ::: ?0,??(~ .. ~;(t.,~,4~) = ltb,6~~*'" fl; Cr 1 $,o/L = [4->(. 4-'lit;&,, 7>? + '('{tr,s ft. ")S) (~ )J {_ •If S) + Sb,-2;? { 4-X./ .5 )(·II) . -; l,?K ~PL=-/.()18(:;o,,"?)+11~,fo-1-177 :.-$2¾J.~K- • f-t911.,-t9,q' 0 + &>~7 f; t.,. '7 t> :. :,zb~~ (, '1) = 2§f ~. 7 k Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineers E~mail: anfl6 acbell.net 9428 Telstar Avenue, Suite 118, El Monte, CA 91731 JOB'NO. l ~er()~ Sy ___ _ DATE--- SH. OF- f-/B DtT.11-= 2-584 3(,1){-i.~ .. s) + ~~,,_~(.1)(14.7s) -:: 4 ~sre -4 3' 'k; I<.., H . ·== 2.Gf-?:7 { 2--2 .. 1 7) --27-1~.~ 1 ~ ~ __ i~7?~ -lf~s~,& r x -----=--------.: I I ,. b ~ =, ?--'f ?, 7 . _ 1-Cf~,7l2-) 4 41: -.. ::: • 2-/ K -f ::rt,, .b,~x4) t(f n~ :::: tf, -i,/ -&-fAt/-£) -• II {ts)]{. q) • = 3.9.f l.<"'f" ,4-u.o-w ~p = -3.~(/.;~)-=l/-,.CdP kSf 7 ~~~f 0 -~ ~t-tvt., M trl-.-f en..rr @ fr'1 : J ~l. ,~\.., ?,_. ' i." C -z., ) + I . ~ 4-(--½:;J -=--~-(QI .4s'/ fi HA.( =-?--bf .tf i (~ )(I ,,tf) ~ {4'~6:,. '1 l "< Jo :.tf811 ' 4 ~ 4-4-') 1 (;'' A-(_, ~<sl O :::. ( . /.p(p ~ 7-#10 ~ c!C"17 ~ 4--'I ~ T°<f ~ --i-----*4--rt~@ l-i..t{ ~--'-. • • Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 al E • _ ~E-·;::,:ma::.:,11: ,;,;;:anf1_688~a-cbe,..U.n...,et Comulting Structnr ngmeers - 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 11 C~ Gc--k SltDtJ';7 _. 2-. PL = 2-C( 2:> ,? " .f"Mc.1 1rnJ =-2-'f 3;-/ (. 2,S_J = I I!'> 'l.. 2:-'< Joe No. ,~cro:, ay ____ _ OATE.---- SH.--OF-- f"-½tv~ ~-&-r~c.~ • ~~CJ-,, ct~) =-l "t, ,~ ~ / ( . AJ I" .1./.f>.~ ,-ti t( ()-r"--~ ""f:'-r..,e, l"-u-~ --r--O Wt \.., ----...... "-·-·-····------~-~--~--- ~Gf!,4.-K<irf I ">/ff-tE=~. IJ-? '?I/E:-trrl--~ =-'1-o~ ~ -b ~ ~l(.._ ft C:., ~N U IVf;-:. k-~ ) . I/ ·={1--r:;g • ? + '2-,, S2JCl4-) ,: '2--<;, I. S, k. < 2.-D~, ~ 0 -k. ANF . Tel: (626) 448-8182 & ASSOCIATES Fax: (626) 448-8092 Consulting StructuraJ Engineers . E-mail: anf1688 acbell.net • 9420 Telsur Avenue, Suite 118, El Monte,.CA 91731 OATi::.---- SH.--OF'-- I • 1!~~ l, C,-,..) C) N L, ,-rt: A. () t---t,~,.;@ 2-,AJ)) fLootl,.,_ ~ (1)4-it,~ (J',&,'\....-~fl..J ~ ~ DIV'j I N'7 t:.cJ~ /V L(; f!rtJ S PowN T~ ee:~c.c.) I s-r .pL. H&i,( ce,l,..-,w le,ro = 5', ,? k.. { Ci11-10 ry,i.o) W,,e ?~,, X? te:/' Ce>NC.... ~IUt-Oe! e,t:..~ ~Wf. h-Wif'i le fl'Vr A.o C, n,,a,cG-lbM i.s-r ., ::>,, 'I-? >< , I ,f-I> = I• ?-I y l... f- ~ 7t,. c;, 4= f)n-n L'c:!) (P / e-,,..,, ? l) •q' W / fs -# { D verz.--p~S , -# f-r,es @ te/' 4'~G. ~D,--L', Lb"'~ $el.Pc-J Ci~ tn~ttM ~ ft t.-C:::-a.Wldlr1. fctL-~vi f;>e(f'17"f ~ qt:>t:JO {on.., ~~ T ~ ~ g-k > 5~ :~ ( ~ ~,K-f f-n) • • ANF Tel: (626) 448-8182 & ASSOCIATES Fax: (626) 448-8092 -Consulting StrnctaraJ Engineers E-mail: anfl acbeB.net 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 DATE---- SH.--OF-- F ---iA ft11L--ftl-~~ u.+1l>E1v MtrH~ ,rl&.6+-1.e:-coL. -p IJtL-=-?--o4' k. H~ V -==-47 k Hwy. ; . K fe>lt.,, IL~ 1-rt/& HPH~ .f114'Hrt: pn.-,LLeO (j> ,e:,,i.., P= t/$ I "2..-~0 •tt..,t jn..,tc.&-o ep, ;,.,i,.~ wt tij ·?e>' Def f&-1 . • .,., ..., N • -~ t .. Q .,,, <') • )-c,-e, .#,I? IO~ -Jt/ ~ F ,;.-i,z__ I - - - -~ - - - - - - -~ - - - - - --:-- - - - - -~ - - - - - - -~ - - - - - - -_1_ AO_ - ---.! - ------L -------:---I : I 1 I I I I I : ____ 11 _____ --~ -------, 1r -------t I I -----r------~ ---- ---~ ---- - --,-------; ..,. - I 1 I _: _______ ~-------~------- ' I ' I : --~------~-------~ --:-------, -----' ----,- 1 ' 1 l --~-------~------~----~--~-------f------- CIDH Pile 1 --~-------~-------r- 1 I ----:-------~-------~------- I I ---1-------r- ' ' -"!'-,------,,-r --·r· -~,t ' ------·~ -----~ -~ ------1-------- 1 I ~ \ I ~ --:-------~.,i ------ ·'!:-,. I~: ·,.., ,, ' --- - --1-- I ~,__ "7 Dia=2 ft -----+----~--' o Dia=2.5 ft .c. Dia=3 ft ODia-.1.511 o Dia=4 fl • •• • Lateral Deflection (inches) -0.1 0 0.1 0.2 0.3 0.4 0.5 0.6 O I I I I I I I I I I I I ')" I I I I I I I I I I I I I -I -J -- U) Jll -I ,-,/ ... ,- 0 ..... f 1/ / V ,- ,-I ... / / - U) / .... !/; / / --V - -./ -V / --./ - ,-. ii - 0 ._,. 0 U) - - -- -... --- ,- -- ,-,.. -... -- ~ : ' ' ' ' ~ . ~ ~ ' ' • I J ·~ CIDH 2.5 ft DIA 0.7 0.8 0.9 I I I I I I I I I I I I I I I I ,V / / / v Case 1 a Case 2 e,.Case 3 • • • Shear Force (kips) -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 0:1111 !Ill IIII 1·111 1111 1111 1111 111171 1111 1111~111 JIii lllli7 U) 0 .... U) 0 N 0 an : / ,I/ ,,/ r l.e" V .... V / V .... ,-/ / -/i ,,A V V V ,... / .... / V -/ -/ _y( / V v-V / .... -b' / --/ -A ~1 - -,... ~ -\ I-\ I- -\ II \\ I-l .... ~ I- -\ \t -,... - -\I -l .... ' -], -,, "Case 1 I-~ aCase2 -: c,.Case3 CIDH 2.5 ft DIA . \ • • £ -.c -CL Q> 0 • Bending Moment (in-kips) -1.2E4 -1E4 -8000 -6000 -4000 -2000 0 2000 ~ :J:lr:,,Cfo_ "5t./~ f-~ 4000 0 r-.:::c-.-.--r--r-.----r-r-T--,-.,....:,s:-r--r-,--,---,---.--..:----,---,,--,--.----,---r-r-r--,....--.---r---r--,---r----,r--r--r--,----,---,---, 0 N IQ N 0 (") ~1------t----+------------+---------;1--------! 0 v 1-, ---'----l------l----'----1------,-1------4-----------1---- '!)1------t----+--~--1----------------1-------! ;; Case 1 a Case 2 6Case 3 ~L-..-----'------'---'---'-----L------'------------L-1-----' CIDH,2.5 ft DIA Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448~8092 Consulting Structural Engineers E-mail: anfl acbell.net JOB No. (-¼j t:r;> BY oy • 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 DATc.---- SH.--OF-- • • . f--i.-(p t~M-. LM--T~IH.... u·IKJ &IJ l1N! A-o -::: (-?'i + lt1 + ~4 + ~7 ~4'1 + ?'}i +):: ?q 7 I( -rcs-rAL t>L. ={slo .. 1, t 1-5 .+ ?O-t 4-~ +~o. ~ tt;"o# & -t ~o+-i.tf--t 1--oJ-lt 115 · 'ft1&t'1?)(~.~x-~) :s,,\ ~ '1~\;-· {o"f ::. ?~?..,_ ,\~S,)t -;a,\1. ~-'\-::..~to~: ;(.~' ":>6H... -c:. • \\ ( l •1>')( ~ \ ~ ){ '? ){.~) ~ l->,Cf _ '2: :: ·1o?bK -fl\;t ~"1' 1etJ {c:'1\..-C e ::: o .~~( ,_o~<o) =-~'=> l. .(c ~ Dtttl-L~ (Pf~ ~~lN'J L.-A-'t&rt.A-L-LoA-0 3;. \1~4~~7. .lt, \"'TAI--IS"f' '2, --i.. I) Mll-G-0 (PI lcrl\... AvA-1 l..A-I? l E; · . ~:& = ( • 5"'-f@re11- M ~1 t1(.L.+1 A-LLowA--~t~ ~(l.-8-L.. il{ ~ :: 3-Z> K f-1',t., i' Ur-1(:it.A-L- ~ ~~ tl>t.J ~~ eetJt>~t; HOM~ = 7'2--oo''K L5e:€:-~H~> f~2, . . k f ... ut') /,S/o f ... ~ k-r U-6-l.-1},&.J, NC, 1-1 DH ""I 'C 7 'Z..oo )( -ao R : / 4-oll~ k =-,il. l l\JetVrj ,M&c..t..) u4 • ? D J) !Lt LL E:-0 {f le-rl---,._,,_./ 8 -{ 6 \I etb[ \ C&L-7 e--,JQ .alif= tf> 1LG::', Q [e,(f t!>.-C . Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) ,448-8092 Consulting Structural Engineers E-m1il: an0688 acbell.net JOB NO. t 2:?1o ~ BY 07 • 9420 Telstar Anmue, Suite 118, El Monte, CA 91731 DATE---- SH.--OF-- • ~ A-1 ,-WJHO ~ "J..~/,.5 X :S~ ~(te;~ t-?~ f bts(iff UfUJ) + !?..:.( 2f, -1-b,si'i,O) ~ -$ ~~2:s' =If t~_ WA-q_. ,. O_ I . ,\ If ( .Lt. LV;>f:-~ -(_p 7(.Q_ 'I. { ~ {,,(,) ~ -"[ ~ !::'A-w ~ ~ u:;-~ = 3, S ,,_ X ~ .. 5 =-f-$-I<. 7 "$~ .. lf-I( 1;. I<.._ • • • • Title: Dsgnr: Description : Scope: Job# J.~']03 Date: 1:41PM, 30 JUL 13 BP-/ -: """R,,..ev-: =sa=oooo==-------------·-------------·-·--·--· ---·-----·---------·---· ----. I User. KW-0600953, Ver5.8.0, 1-Dec-2003 Steel Column Base Plate . (c}1983-2003 ENERCALC Engineering Software 13903.ecw:Calculatlons Description HSS 6X6X3/8 --------~-----------·-------·. ------··--·--·-----·----; General Information Code Ref: AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 I Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width Summary 38.00 k 0.00 k-ft 12.000 in 12.000 in 0.625 in 42.000 in 42.000 in Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 263.9 psi Allow per ACl318-95, A3.1 = 0.3 * f'c * Sqrt(A2/A 1) * LDF 1,800.0 psi Allow per AISC J9 2,100.0 psi Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable Thickness OK 26,265.6 psi 27,000.0 psi Bolt Tension OK 0.000 k 5.500 k Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete re Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area ---------· HSS6x6x3/8 6.000 in 6.000 in 0.349 in 6.000 in 3,000.0 psi 36.00 ksi 1.000 1.500in 2 5.500 k 0.442 in2 Baseplate OK Full Bearing : No Bolt Tension --------- • • • Title: Dsgnr: Description : Scope: Job # I -s Cf o !;; Date: 1:43PM, 30 JUL 13 --Rev:-saoooo User: KW.-0600953, Ver 5 8.0, 1-Dec-2003 .(c)1983-2003 ENERCALC Engineering Software Steel Column Base Plate 13903.ecw:Calculalions Description HSS 8X8X3/8 r---------------- ! General Information Loads Axial Load X-X Axis Moment Plate Dimensions Plate L~ngth Plate Width Plate Thickness Support Pier Size Pier Length Pier Width Summary 58.00 k 0.00 k-ft 14.000 in 14.000 in 0.750 in 36.000 in 36.000 in ·-·· ----···---------- Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 295.9 psi Allow per ACl318-95, A3.1 = 0.3 • f'c • Sqrt{A2/A1) • LDF 1,800.0 psi Allow per AISC J9 2,100.0 psi Plate Bending Stress Actualfb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable Thickness OK 22,789.7 psi 27,000.0 psi Bolt Tension OK 0.000 k 5.500 k ---------Code Ref: AISC 9th Ed ASD, 1997 USC, 2003 IBC, 2003 NFPA 5000 I Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete fc Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area HSS8x8x3/8 8.000 in 8.000 in 0.349 in 8.000 in 3,000.0 psi 36.00 ksi 1.000 1.500 in 2 5.500 k 0.442 in2 Baseplate OK Full Bearing: No Bolt Tension -·--··. ··----·-·--------·----·----~-~--------·---.. ·------------ • • • Job# / ~qo t> Date: 1 :48PM, 30 JUL 13 / Title: Dsgnr: Description : Scope: ---------··----R~e-v:~s=sooo=~o---. -----. ·--.. --··· ·---· ·----· User: KW-0600953. VerS.8.0.1-Dec-2003 Steel Column Base Plate (c)1983-2003 ENERCALC Engineering Software 13903.ecw:Calculalions Description HSS 1.2X12X3/8 -----------·-----~-··---···· ---· -----------: General Information Code Ref: AISC 9th Ed ASD, 1997 usc, 2003 1sc. 2003 NFPA 5000 I Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width Summary 180.00 k 0.00 k-ft 19.000 in 19.000 in 1.125 in 36.000 in 36.000'in Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 498.6 psi Allow per ACl318-95, A3.1 = 0.3 * f'c * Sqrt(A2/A1} * LDF 1,705.3 psi Allow per AISC J9 Plate Bending·Stress Actualfb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable 1,989.5 psi Thickness OK 26,108.2 psi 27,000.0 psi Bolt Tension OK 0.000 k 5.500 k Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete fc Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area HSS 12x12x3/8 12.000 in 12.000 in 0.349 in 12.000 in 3,000.0 psi 36.00 ksi 1.000 · 1.750 in . 2 5.500 k 0.442 in2 Baseplate OK Full Bearing : No Bolt Tension Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 S ....__, E • . .,,..E-::::mail~: an~fl~688a,_acb_ell._,net Consulting tru.,.w.. ngmeers - JOB No. I 21° :> BY D'/ • 9420 Tel.star Avenue, Suite 118, El Monte, CA 91731 · DATE:---- SH.--OF-- tf>-f Mt>M6N'( -t~e· l~La.HNS -ro 4~~ lb~ ~,..., . ~t.J . l.,t ~ A .c. I tJ E ~ iu .Ptn..,£:;C.,TfDtJ s. ~ -f~ .e-r~s o"'-', fi wr ; •t K '1~ = S&Yf ., ~ (_p -~~DI'-" tu:,QS ~c.H. Su?>~. . -«r\ 'I ~ G ,~, I) .. l £1¼-.w~. ~ tJi ' 4 wt.AO~ .&H . • ~~,,,r;~~~~~~~l'&~-~ /\ -r _5?h::l>. -=-t;,f.,ql<.. rti..t-( L,., :::. I -= l/-'$' -..!t. I • I'(\~-)(. 3 tt::t:=:t:::=:t. _,__(D'' __ ......_..,.. . (o ,I I fe-== 4 l<7 \ . /OO_txc) c__ -=-;C ~)c ~t ~s) ~ ?·~bK o.t<:,.. • • • Anchor Calculations Anchor Selector (Version 4.11.0.0) Job Name: Calculation Summary -ACI 318 Appendix D For Uncracked Concrete per ACI 318-08 Anchor Anchor Steel #of Anchors Embedment Depth (in) 1 1/4" Heavy Hex Boll F1554GR 55 25 Concrete Concrete Cracked fc(psi) 'l'c,V Normal weight No 4000.0 1.40 Condition Thickness (in) Suppl. Edge Reinforcement B tension and shear 30 No Anchor Layout Dimensions Cx1 Cx2 Cy1 Cy2 bx1 bx2 by1 by2 sx1 Sy1 sy2 (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) 18 18 9 9 3 3 3 3 12 12 12 Factored Loads Nua (lb) vuax (lb) vuay (lb) Mux (lb*fl) Muy (lb*fl) 134900 0 0 0 0 ex(in) ey(in) Mod/high seismic Apply entire shear @ front row 0 0 No No Individual Anchor Tension Loads N ua1 (lb) N ua2 (lb) N ua3 (lb) N ua4 (lb) N ua5 (lb) 22483.33 22483.33 22483.33 22483.33 22483.33 e'Nx<in) e'Ny(in) 0.00 0.00 lndlvldual Anchor Shear Loads V V V V ua1 ua2 ua3 ua4 . (lb) (lb) (lb) (lb) 0.00 0.00 0.00 0.00 e'vxOn) e'vy<in) 0.00 0.00 Tension Strengths Steel (C!> = 0.75 ) N98'1b) <l>N90(1b) 72675 54506.25 V V ua5 ua6 (lb) (lb) 0.00 0.00 Nu8(1b) N ua/<l>Nsa 22483.33 0.4125 N ua6 (lb) 22483.33 Concrete Breakout has not been evaluated per user option. Pullout(<!>= 0.70) Np0(lb) <l>Np0(1b) Nu3(lb) Nua/<l>Npn 100217.60 70152.32 22483.33 0.3205 about:blank Page 1 of2 Datemme: 7/21/2013 9:51:43 AM Category NIA 7/21/2013 • • • Side-Face Blowout (<I>= 0.70) Nsbg(lb) <l>Nsbg(lb) I Nu8(1b) I Nua /<I>Nsbg 166485.21 116539.65 Shear Strengths Steel (<I>= 0.65) 44966.67 0.3858 V58(1b) <l>V58 (lb) Vu8(1b) V ua/<l>Vsa 43605 28343.25 0.00 0.0000 Concrete Breakout (case 1) (<I>= 0.70) vcbgx(lb) <I>Vcbgx(lb) I Vuax(lb) :E V uax /cl>V cbgx 49909.52 34936.66 0.00 0.0000 vcbg/lb) <I>Vcbgy(lb) IVuay(lb) I V uay /<l>V cbgy 40963.18 28674.23 0.00 0.0000 Concrete Breakout (case 2) (<I>= 0.70) vcbgx(lb) <I>Vcbgx{lb) rvuax(lb) :E V uax /<l>V cbgx 51951.63 36366.14 0.00 0.0000 vcbgyClb) <l>Vcbgy(lb) :E vuay(lb) I Vuay /<!>Vcbgy 66137.34 .46296.14 0.00 0,0000 Concrete Breakout (case 3) (<I>= 0.70) ~1 edge I Vua /<l>V cbg 0.0000 :E Vua /<l>Vcbg 0.0000 vcbgy(lb) <llVcbgy{lb) I Vu8y(lb) :E V uay /<I>V cbgy 124773.79 87341.65 0.00 0.0000 cy1 edge vcbgx(lb) <I>Vcbgx(lb) l:VuaxClb) I V uax /cfN cbgx 81926.36 57348.45 0.00 0.0000 cx2 edge vcbgy(lb) <l>Vcbgy(lb) I Vuay(lb) i: V uay /¢,V cbgy 124773.79 87341.65 0.00 0.0000 cy2 edge vcb9:,c(lb) <I>Vcbgx(lb) I Yuax(lb). :E V uax /¢,V cbgx I Yua /<l>V cbg 81926.36 57348.45 0.00 · 0.0000 0.0000 Pryout (<I>= 0.70) vcp9(1b) <l>Vcp9(1b) I Vuax(lb) I V uax /<l>V cpg 210392.32 147274.62 0 0.0000 vcp9(1b) <I>V cpg(lb) :E vuay{lb) I V uay /ct>V cpg 210392.32 · 147274.62 0 0.0000 ncheck Interaction check: PASS I V~8 /ct,Vcpg 0.0000 Use 11/4" diameter. 1554 GR. 55 Heavy Hex Bolt anchor(s) with 25 In. embedment about:blank Page 2 of2 7/21/2013 Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineers E-mail: anfl68 acbell.net JoeNo.0?0 ~ BY O'{ • . 9410 Telstar A,e11ue, Suite 118, El Monte, CA 91731 DATE; ___ _ SH.--OF-- • • EL-f TZ-~ Cf: ~LEs'C.."Tl'L(C... /lo~ L "'14-1 -0 ,, ~. ~ .,~·· LT ""1 U>r<.. t,,l1"./ 6"¥&. w ~ .. 'f ")(. u/2 .. ,j t:,~~ w., "ll f ~ C, ~ e q~:v' 4~1re P~_ck. ~ ven...c.o -S \./ort.i:: H10 ... ~ 4 m) fe>r\. "''°f ~' °7<> '>1:c-0 loflrO -= /'?$"ff> F ~~I Kf5:>Eo (f)L : lt!> J> ?'f ( ~~l/Pr'f Hies") LL :::: ~o~Sf- 2-::::-~6(f Sf < 12:> ~ o,Jc,:.. '5&l-f-4 : 1., 1 + lf£f = 4--7 (f ~F ~,t,~ {).)fr14-~ b.)TL = ~xtf~+-frf x1f -:. 7 ts:> I f Vf, ~"CH tv tvlht..-Ol. =--1 ·~'I-2-o :::. 160 _ ~ "'=-/G'2..I (j}Lf- o'I ( .1.L. ., l'> C!H IA..-w/lr-u.... 1..4,;' ""T s-@ v.f · o .. <.,, . G1!r uJ ~ ?DUO q (2.-cCA.-j ~ • ANF · Tel: (626) 448-8182 & ASSOCIATES Fax: {626) 448-8092 Consulting StructoraJ Engineers E-mail: anfi688 acbell.1.et ___ 942_oT _e1star..;;.;.;;A;;,;;;;:Yen;,;;;11e,:_;;Suite::· :_:;:11::,:_8, .::,EI.=:Mo::nte!;:.,:, C:;!A!!917~31~ DATE.---- SH. L-f OF-- • I 208 ~ -r¼ tM., . "D L.--:::-"2--2.-'19 ~ ·; 2. r,,,J.;ib.J.L C,w.i,, I¼{-n ::::. c 1,7 XJttJXt-~~) ""rs1,B>,~ evd) t-i{, -=-(67+rrt3)(>-)(IJ)trrt'p) = 721 ~o 4f ANF-Tel: (626) 448-8182-& ASSOCIATES Fax: (626) 448-8092 Conmlting Structuqal Engineers E-mail: anfl acbeU.net JOBNO,--- BY ~ ·--_94z_o '11 ..... ~lstai--_Aven~ue~, Suit,;:;,;e;;.:.;11~8, ,::.;El M:;:::o::ate,~CA~91~73!..:i ...J DATE----/ ·z.. SH. c.--OF-- r;., 4--4 esz '/5~ tdJ ~ ~ I © (!) I (0 I -I l r • fu-r( t,l---~{1,t1)( flf) -f (73)(qq ~ b,; m=J =-'l-"J<t"lo? #' ff P-4iJ 6Ji. c;wJf, ~L ~ [< q, )Cl Ol/:)t-( H )(W il (1:6 MF -(-(9S'f) ""l So 7~2.o wtdl /,,J{ '°" [!N + I i-1-I I tf + 2.,1; + { bl.{'/_11,r)-r {b If f 3-f ll~(!.3, r J{tr1t) =-1i1£/, 5 IA: - fwi,1:t:~, ~ C,.,) 1,, i )L nf'f) = u b£ ({o 41 • · ANF & ASSOCIATES Tel: (626) 448--8181 Joa No, __ _ Consul · • rax: (626) 448-8091 • ting Structural Engmeers E-mail: anf1688 acbell.net 9420 Telstar Aven Suit ue, e 118, El M,onte, C~ 91731 BY f;;A._,,, DATE--:----- L-"J SH.-..:,__OF-- • • \ 1i I r (j) tlB 11 A.I • rr J>L-. gt~ t~ ""frnX 5"•)-f ((o){t•\-1 fr1-)". qr)+ (n)(11') -U'. ,q)'_ ~1) + ('-~y__ q~) t /8~ { 48 fff-) ~ ,q,t2.u2----'M: · tJ,,jJ w(. = {tot/ f ?i -t /1, -tB ?--Ht~-+ e,-r I H 87-t ,..., f I H 2/ 8-+ u .-t -z-7 f 4r f ht' f ll) (f7J )(lo Pt?) ::::-20 )8 00 44' Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 Comulting Structural Engineers E-mail: anfl acbell.net • 9420 Telstar Afenue, Suite 118, El Monte, CA 91731 cs- \"' • J 'f Joe No. ____ _ BY _ _.~---__ _ DAT""L SH. -vOF-- ..... ~ ~t ! r-· r i -~1 l ANF tel: (626) 448-8182 & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineers E-111llil: anfl688 acbell.net Joe No. __ _ BY -fx__.. '. ..,n.-A-s.He 118, El Moot<, CA91731 DATE--- SH. c-rOF- • • .... ~ T(tr(v "P~ ~[{43J.fle).+ (Bt/,rXttti) ,r-(tto){{o) f (lift'-1)-f (2,hfr~)-1-(tBX'"J.o) ~{1t){__1e) tl,7XJ1)-t C7J(5"2-) t(36X:21) t{s-X.t.r) -1 (t1)(coq,2(48 r~) ::=-to~oj'v'C~ {'~~ }L ~ [(>fX>e)-(: (3~xs-q) +(,1Y_P-)+ (n{t"l-) ~(!{~)(f6)+C.?6)!,) -f (;1'j(_2 ~) -f ( ?f)(l-6)-t (re'K_4t)f(37ftl, f) 1 (?~x 2,-0) -t-Ct<J X4 f[lc ro P>F) :::. ;-2-t10 1 f =# . VJJ_ /;J{, -;. Cr•'l -l h-f 8,+ Jg -f i?f 67 f f1 + tWtl'f-f t(q.XttXtof!F) ~ gt, Cf: bo ~ Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 E-mail: anfl acbell.net Comulting Structural Engineers .... iiiiiiii .... --.....,--, • L-....;94;,;;;20;;.li;;,;e;,;;lstar.;;.;;A',;.;;e.;;nu.e,_, s.,utt_e_n_s_, _E_I M_on_te_,,..,CA_,_1,_3_1 __ • V . I) CI . + ?x (,,A... ,, .. --r;.,~µw_)(..{~ -~ _..!.:~":f+=....::......:.. __ c::,-___ c:> ____ 'f---:~:-t:--.+ I', J jl I ''"j/' , ( 1 ,I I I I ., I I (/ ' ·// ! ,; ./•Iµ , /-, ,.I ,s I , , I 'i , ., . I I I ·, I I ., '· , I , J ,, , I , I . ,, t.' , . I , I I I ' / . ., I' • ,1 t-,. I . ' I 't )1 I I l ' l . I ' < ' I ' I I \ I ' • .. • I J I > ;, I , I ' ) ' /· JOB NO.-,------ BY --prt-- DATEC,-~ SH.---OF--- .... ANF Tel: (626) 448-8182 & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineers E-mail: anfl acbelLnet JoeNo, __ _ BY -fx::-_. • 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 DATE--- SH. l-7 OF- • u1f6: f'bJ.. it.-- :o_ {2-, VCm,)Ctot m) .,,. 1) 1 > 0° 8-« Cfa.; eo,.sc &--11 ~~ L-1-lvf: Jc I ,1f x b 'I. i.. 'f ttfS' ~ '>lf6 ;be~ (1~ s~ { H..:t..1 ff,,,,,J,. 9st.l,,,-,_) -F~x111) f {f<t/!;'l)+{B1Xlf))+(~B){42-)t (fv)(}B) -f (e)fr)-t(,1)(!6) i c16)(t;) f &-nXt6~~ 60)(0) 1_ (1tt){~1,)-f (,ia)(() t6{X t'1:)+ (()((;?>) -t (zr)l,)f (q)(q12J(40 PS't-) =-((00 ~,D (,Jd,(. wt. -= (.,_,>iff >n.X-;X. t6)C I f/#) = 2Iw80 4f To-(ArL.-Pl-. /J -$ PttLe;-c_'1_~~,J5 ~ '2-V::,G\ + '2-54' t ~, 04 -,. {p~~ + I ~~7 -rct t D )_ + ~1'·??( .!i¼tb~) t&o~~~t-~1-~+l--1.9(Yf.)f1b~) -=-I 7; 2,2' K. e-l,t.) /)ttec.-rrotJ : 2--'2-'tCf t '2--S4 + ?,) D 1 t 6 1?2-'"" I 6 ~} + 9 7 ~ '1- • + ~7 i/-.1") + ~ + 7s)(.ft.)(, lb?) ~ /'715:'f ~ Tel: (626) 448-8182 ANF & ASSOCIATES -rax: (626) 448-8092 Consulting Structural Engineers E-mail: anf1688 acbell.net JOBNo. I ,:{0 , BY ~y • 9420 Telstar ATenue, Suite 118, El Monte, CA 91731 DATE---- SH.--OF-- •• • LiJ-r~ Lotro ~L.<--'-/ch"to,JS. ~- {/ ==-~w c_ =-'7>1>s ? o/1... '5 ()';, '"' t\ 't2-,B 'Tlt-b1-t $ti1Ls tu.,y cnJ'{ -i:. =-/. ") Ve C b/2-/5:,{ /7~~9) = ~1-?f k (/ f:::--:::-cJ, '"2-,/~ 3( I 71 ~) -'3St_f = ::,t;;Cf <f'~-,51-r -..2.2.. K -/-..,4-o ~~ti"~ ~~~ l-1 r,..re ft,o C? ?.fal>fL . ANF Tel: (626) 448-8182 & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineers E-mail:'anfl acbell.net • 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 • I lJ ·pl., ,'::tl Joa No. ( ~Cf e,. ~ BY oy DATE----- SH.---OF-- f I l i, i I ; ! I I I ; l ; I j ! l-, • • Title: Job# J:i;qo? Date: 1 O: 16AM, 29 JUL 13 I ; Rev: 580000 User. KW-0600953, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Dsgnr: Description : Scope: Rigid Diaphragm Torsional Analysis Description Distribution of lateral load to shear walls : General Information l-(CJ Page 1 13903.ecw;Calculat,ons ··------------------------~----..... ~----~-~---- 111111111111111111 --Y-YAxisShear 3,731.00 k Min.XAxisEcc 5.00 % XAxisCenterofMass 157.00ft X-X Axis Shear 3,340.00 k Min. Y Axis Ecc 5.00 % Y Axis Center of Mass ... Shears are applied on each axis separately Max X Dimension Max Y Dimension L wan Data 108.67ft 313.33ft 244.00ft I Label Thickness Length Height WallXcg WallYcg Wall Angle Wall End E 7 I in ft ft ' ft ft degCCW Fixity ··--·· •-•v••-" 1 13.500 75.000 17.000 0.563 41.500 90.0 Fix-Pin 3,122.0 2 13.500 54.000 17.000 0.563 200.170 90.0 Fix-Pin 3,122.0 3 13.500 174.170 17.000 312.770 91.100 90.0 Fix-Pin 3,122.0 4 13.500 305.330 17.000 156.670 0.563 0.0 Fix-Pin 3,122.0 5 14.000 30.330 21.500 15.170 243.170 0.0 Fix-Pin 3,605.0 6 14.000 27.500 21.500 196.830 248.170 0.0 Fix-Pin 3,605.0 7 14.000 27.500 21.500 274.330 248.170 0.0 Fix-Pin 3,605.0 : Calculated Wall Forces Label Load Location for Maximum Forces Direct Shears k Torsional Shearsk Final Max. Wall Shear L ___ X ft y Length Thick Length Thick 1 -45.100 0.000 897.511 ····-0.000 240.052 -0.041 k 1,137.563 2 -45.100 0.000 605.576 0.000 161.970 -0.487 767.546 3 -45.100 0.000 2,214.542 0.000 -402.593 -0.556 2,214.542 4 0.000 89.469 -2,915.782 0.000 308.908 0.863 -2,915.782 5 0.000 89.469 -156.431 0.000 -113.806 0.314 -270.237 6 0.000 89.469 -129.702 0.000 -96.588 -0.017 -226.290 7 0.000 89.469 -129.702 0.000 -96.588 -0.146 -226.290 I Summaryr--. ----~----· . ! X Distance to Center of Rigidity 186.434ft Controlling Eccentricities & Forces from Applied Y-Y Shear ! Y Distance to Center of Rigidity 31.401 ft Xcm + (Mln%*MaxX) -X-cr = -13.767 ft Torsion= -51,365.90 k-ft I I I I , X Accidental Eccentricity 15.667ft Y Accidental Eccentricity 12.200 ft ~------------------ Xcm-(Min%*MaxX)-X-cr = -45.100ft Torsion= -168269.32 k-ft Controlling Eccentricities & Forces from Applied X-X Shear Yem+ (Min%*MaxY) -Y-cr = 89.469ft Torsion= 298824.87 k-ft Yem -(Min%•MaxY)-Y-cr = 65.069ft Torsion= 217328.87 k-fl l l J I I I ., I- .I I I I I I I I I I I I I I I I I GEOTECHNICAL INVESTIGATION, RECONFIGURATION AND ADDITIONAL RETAIL WESTFIELD PLAZA CAMINO REAL CARLSBAD, CALIFORNIA Prepared for: PLAZA CAMINO REAL, GP 110601 Wilshire Boulevard, 11th Floor Los Angeles, California 90025 Project No. 603522-001 Leighton Consulting, Inc~ A J...EJGHTON GROUP COMPANY I I I Leighton Consulting, Inc. I I I I I I I I I I I .I I I I A LEIGHTON GROUP COMPANY February 21, 2013 Plaza Camino Real, GP 110601 Wilshire Boulevard, 11th Floor Los Angeles, California 90025 Attention: Subject: Mr. Mike Sheller Geotechnical Investigation Proposed Reconfiguration and Additional Retail Westfield Plaza Camino Real Carlsbad, California Project No. 603522-001 In accordance with your request and authorization, Leighton Consulting, Inc. (Leighton) has conducted a geotechnical investigation for the proposed Reconfiguration and Additions Retail project in Carlsbad, California. This report presents the results of our field investigation activities, review of previous reports, geotechnical analyses, and provides our conclusions and recommendations for the proposed improvements. Based on the result of bur preliminary geotechnical investigation, the proposed project is considered feasible from a geotechnical standpoint provided our recommendations are implemented in the design and construction of the project. If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, Distribution: (5) Addressee 3934 Murphy Canyon Road, Suite B205 111 San Diego, CA 92123-4425 858.569.6914 11 Fax 858.292.0771 a www.leightongroup.com I I I I -I I I I I I I I I I I I I I 603522-001 TABLE OF CONTENTS Section 1.0 INTRODUCTION .............................................................................................. 1 1.1 1.2 1.3 PURPOSE.AND SCOPE .... · ...................................................................................... 1 SITE LOCATION AND DESCRIPTION ........................................................................ 3 PROPOSED DEVELOPMENT ......... -............................... , .......................................... 4 2.0 2.1 2.2 SUBSURFACE EXPLORATION AND LABORATORY TESTING ......... 5 SUBSURFACE FIELD INVESTIGATION ...................................................................... 5 PREVIOUS GEOTECHNICAL REPORTS .................................................................... 5 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS ...................................... 7 3.1 GEOLOGIC SETTING ............................................................................................. 7 3.2 SITE-SPECIFIC GEOLOGY ..................................................................................... 7 3.2.1 Artificial Fill (Map Symbol -Af) ...................................................................... 7 3.2.2 Quaternary -Aged Alluvium (Map Symbol -Qal) .......................................... 8 3.2.3 Tertiary-Aged Santiago Formation) ............................................................... 8 3.3 GROUND WATER ................................................................................................. 8 3.4 LANDSLIDES ........................................................................................................ 8 3.5 ENGINEERING CHARACTERISTICS OF ON-SITE SOIL ............................................... 9 3.5.1 Soil Compressibility and Collapse Potential .................................................. 9 3.5.2 Expansive Soils ............................................................................................. 9 3.5.3 Soil Corrosivity ............................................... : .............................................. 9 3.5.4 Excavation Characteristics .......................................................................... 10 3.5.5 Infiltration ..................................................................................................... 10 4.0 FAUL TING AND SEISMICITY ..................................................................... 11 4.1 FAULTING ......................................................................................................... 11 4.2 SEISMIC DESIGN PARAMETERS ........................................................................... 11 4.3 SECONDARY SEISMIC HAZARDS .......................................................................... 12 4.3.1 Shallow Ground Rupture ............................................................................. 13 4.3.2 Liquefaction and Lateral Spreading .................... '. ........................................ 13 4.3.3 Tsunamis and Seiches ................................................................................ 14 5.0 C·ONCLUSIONS .............................................................................................. 15 6.0 RECOMMENDATIONS ...................................................................................... 17 6.1 EARTHWORK ..................................................................................................... 17 6.1.1 Site Preparation ......................................................... : ................................. 17 6.1.2 Excavations and Removals ......................................................................... 18 6.1.3 Engineered Fill Placement and Compaction ............................. :: ................. 19 - i -Leighton I I I I I I I I I I I I I I I I I I I 603522-001 TABLE OF CONTENTS (Continued) Section 6.1.4 Import Soils ................................................................................................. 19 6.2 FOUNDATION AND SLAB CONSIDERATIONS ........................................................... 19 6.3 FLOOR SLAB CONSIDERATIONS .......................................................................... 22 6.4 RETAINING WALL DESIGN ................................................................................... 23 6.5 SHORING OF EXCAVATIONS .................................•....................... , ...................... 24 6.6 PIPE BEDDING AND PIPE ZONE BACKFILL ............................................................ 25 6.6.1 Trench Zone ................................................................................................ 25 6.7 SURFACE DRAINAGE AND EROSION ..................................................................... 26 6.8 VEHICULAR PAVEMENTS .................................................................................... 26 6.9 CONCRETE FLATWORK ........... -..............................••..•............•........................... 28 6.10 GEOCHEMICAL CONSIDERATIONS ........................................................................ 28 6.11 FOUNDATION REVIEW ........................................................................................ 28 6.12 CONSTRUCTION OBSERVATION ..............•............................................................ 28 7.0 LIMITATIONS ...................................................................................................... 29 Tables Table,1 -2010 CBC Seismic Design Parameters -Page 12 Table 2 -Static Equivalent Fluid Weight (pcf) -Page 22 Table 3 -Preliminary Pavement Sections -Page 26 Figure Figure 1 -Site Location Map -Page 2 Plates Plate 1 -Geotechnical Map'--In Pocket Plate 2 -Cross-Sections A-A' and B-B' -In Pocket Appendices Appendi~ A -References Appendix B -Boring Logs and CPT Sounding Logs Appendix C -Laboratory Testing Appendix D -Liquefaction Analyses Appendix E -General Earthwork and Grading Specifications Appendix F -CIDH Pile Data Appendix G -ASFE Geotechnical Insert -ii -Lelghton I I I I I I I I I I I I I I I I I I I 1.1 603522-001 1.0 INTRODUCTION Purpose and Scope This report presents the results of our geotechnical investigation for the proposed reconfiguration and additions to the Westfield Plaza Camino Real in Carlsbad, California (Figure 1 ). The purpose of our investigation was to identify and evaluate th~ existing geotechnical conditions present at the site and to provide conclusions and recommendations relative to the proposed retail development. Our scope of services included: • Review of existing project geotechnical reports, aerial photographs, and other geologic documents and maps. References are cited in Appendix A. • A subsurface investigation consisting of two (2) small-diameter borings, four (4) field percolation tests, and advancement of four (13) cone penetration test (CPT) soundings in order to obtain site-specific subsurface information for the design of the site improvements. The logs of the borings and CPT soundings are presented in Appendix B. Field percolation test results are discussed in section 3.5.5. • Review of previous studies and as-graded reports that were prepared by others. • Geotechnical evaluation of geotechnical data accumulated during our investigation including seismic, liquefaction, infiltration, and settlement analysis. • Preparation of this report presenting our findings, conclusions, and recommendations relative to the proposed retail development with respect to grading., foundation considerations for the proposed improvements. -1- I .. I I I I I I I I I I I I I I I I I 0 2,000 Feet Project: 603522-001 Scale: 1 " = 2,000 ' Base Map: Microsoft Bing, 2013 Thematic Info: Leighton 4,000 Eng/Geo!: MDJ Date: February, 2013 Author: Leighton Geomatics (cglovando) SITE LOCATION MAP Westfield Plaza Camino Real Robinsons-May Ren_ovation Carlsbad, California Map Saved as V:\drafting\60352?\001\Maps\P603522-001_F01_S1telocabonMap_GIS_2013-02-20.mxd on 2/20/2013 5:27.50 PM Figure 1 Leighton I I I I I I I I I I I I I I I I I I I 1.2 603522-001 Site Location and Description The focus of our study is the Westfield Plaza Camino Real shopping center which is proposed to receive renovation and additional, development. In general, the Westfield Plaza Camino Real is bound by El Camino Real to the east, Highway 78 to the north, Marron Road to the South, and an existing retail center (North County Plaza) to the west in Carlsbad, California (Figure 1 ). The existing shopping center development, or mall, consists of 1,100,000 square feet of enclosed retail shops and department stores with one to two levels. The mall is centrally located and surrounded by parking lots. The site topography generally consists of gently sloping paved parking area converging on the southern portions of the site and to the northern portion of the mall parking area. In addition, the site includes two north sloping terraces separating the southern and northern parking areas that are located on the eastern central and the western central portions of the shopping center. The grade breaks between the terraces range from approximately 7 to 19 feet in height. Elevations across the site range from approximately 46 feet mean sea level (msl) in the southeast to approximately 22 feet msl in the north-central portion of the site. The site is located in the alluvial valley previously known at the Buena Vista lagoon. The original grading of the development consisted of cutting the hillside south of Marron Road and filling the valley areas with up to 40 feet of compacted fill. As described in the previous geotechnical reports section of the site prepared by Woodward-Clyde and Leroy Crandall (1967 through 1975), the site has experienced several phases of documented grading (i.e. mass grading, surcharge grading, fine grading). However, it should be noted that remedial grading of the underlying potentially compressible alluvial soils consisted of minor removals of alluvium and marsh vegetation prior to fill placement particularly at the eastern and western ends of the mall. In addition portions of the site were surcharged with approximately 30 feet of fill prior to building construction. Latitude: N33.1786 Longitude: W117.3346 -3-lelghton I I I I I I I I I I I I I I I I I I 603522-001 1.3 Proposed Development It is our understanding that the proposed development will consist of renovations to existing structural elements across the entire site and constructing additional retail space in portions of the site. Associated site improvements will include underground utilities, paved parking and driveways, surface drainage facilities and landscaping. Proposed grades are generally anticipated to be within 1 to 2 feet of the existing site grades. -4-Lelghton -I I I I ·1 I I I I. I I I I I I I 1: I I 603522-001 2.0 SUBSURFACE E:XPLORATION-AND LABORATORY TESTING 2.1 Subsurface Field Investigation 2.2 The subsurface investigation, which consisted of the advancement of two (2) small-diameter borings, four (4) field percolation tests, and thirteen (13) CPT soundings to depths ranging from 20 to 116 feet below the existing ground surface (bgs). The approximate locations of the borings are presented on the Geotechnical Map (Plate 1 ). Logs of the borings and CPT soundings are presented in Appendix B. Field· percolation test results are discussed in section 3.5.5. Previous Geotechnical Reports As background, original geotechnical studies for the existing Westfield Plaza Camino Real site were performed by Leroy_ Crandall (LC 1967, 1968, 1969) and Wood-Clyde (WC, 1975). As discussed in the referenced reports, an initial foundation investigation report was also performed for the eastern half of the mall site by Leroy Crandall in 1966; however, that report was unavailable for our review. In addition, the Woodward-Clyde geotechnical investigation report, consisting of 10 small-diameter borings, was focused on the western portion of the mall site after the mass grading. The origirial sheet grading of general site was performed betwe.en July and October 1966, and Leroy Crandall provided observation of the excavation of formational material, alluvial deposits, and placement and compaction of engineered fill. Documented fills up to 40 feet and cuts up to 100 feet were performed during sheet grading of the site. It was then determined that up to 3 feet of settlement could occur across the eastern site site over several years. Therefore, in order the use of conventional foundations without waiting several years, a surcharge fill was placed to accelerate settlement. The surcharge fill, approximately 25 to 30 feet high, was placed over and 20 feet outside the building limits, and monitored to for 18 months. Subsequently, the anchor department stores building pads (i.e. Sears, J.C. Penney, Macy's (previously Broadway and May Co.), Robinsons) were individually fine graded. (see Appendix A). The limits of the surcharge fills are -5-Lelghton I I I I I ·1 I I I I I I I I ,I I I I I 603522-001 shown on the Geotechnical Map (Plate 1) and Geological Cross Sections A-A' and 8-8' (Plate 2). -6- 'I I I I I :1 .I :1 I I . I ·1 603522-001 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS 3.1 Geologic Setting The site is located in the coastal section of the Peninsular Range Province, a geomorphic province with a long and active geologic history throughout Southern California. Throughout the last 54 million years, the area known as "San Diego Embayment" has undergone several episodes of marine inundation and subsequent marine regression, resulting in the deposition of a thick sequence of marine and nonmarine sedimentary rocks on the basement rock of the Southern California batholith. Gradual emergence of the region from the sea occurred in Pleistocene time, and numerous wave-cut platforms, most of which were covered by relatively thin marine and nonmarine terrace deposits, formed as the sea receded from the land. Accelerated fluvial erosion during periods of heavy rainfall, coupled with the lowering of the base sea level during Quaternary times, resulted in the rolling hills, mesas, and deeply incised canyons which characterize the landforms we see in the general site area today. 3.2 Site-Specific Geology Based on our subsurface exploration, review of as-graded documents (LC, 1967, 1968a, 1968b, and 1969) and review of pertinent geologic literature and maps, the geologic units underlying the site consist of artificial fill soils, Quaternary-aged Alluvium, and the Tertiary--aged Santiago Formation. Brief descriptions of the geologic units present on the site are presented in the following sections. The approximate aerial distributions of those units are shown on the Geotechnical Map (Plate 1 ). In addition, geological cross-sections of the site are provided on Plate 2. 3.2.1 Artificial Fill (Map Symbol -Af} The proposed site generally consists of a previously filled alluvial area. Prior to placement of the compacted fills, alluvial soils were removed to approximately 2 feet below the existing grades. The depth of compacted fill on the eastern and western portions of the site is expected to be on the ~- , • -7-Leighton I I I I I I I I I I I .I I I I I I I I 603522-001 order of 15 to 40 feet. Fills toward the center of the site, which is underlain by the Santiago Formation gradually reduce to as little as 5 feet below existing grade. Fills were reported to have been derived primarily from excavations from existing cut slope in the southern portion of Westfield Plaza Camino Real site. To improve stability of the alluvial soils to support construction traffic, granular soil was reportedly pushed into the existing subgrade soils prior to fill placement. Low to medium expansive soils that were reused as compacted fill were reported at pad grade elevation. Fill soils were described as silty sand with gravel, silty sand with clay, silty sand wi_th traces of clay and gravel. 3.2.2 Quaternary -Aged Alluvium (Map Symbol -Qal) Alluvium is present beneath the compacted fill tnroughout the eastern and western protiohs of the site and to a lesser extent in the central portion of the site. The alluvium that was left in-:place is considered to be saturated and increases in depth from south to north across the site, approximately 60 to 115 feet, respectively. The materials that comprise the allµvial materials were predominantly clayey with discontinuous interbedded layers of sands and silty sands to sandy silts. 3.2.3 Tertiary-Aged Santiago Formation) The Tertiary-aged Santiago Formation is considered to be present beneath the alluvial soils and directly below the fill in the center portion of the site. As encountered, the materials were damp to moist, dense to very dense as silty sand to clayey sand. 3.3 Ground Water 3.4 Ground water was encountered at an elevation of 14 and 16 feet above mean sea level during our investigation and in previous geotechnical borings. Materials below this elevation are considered to be saturated. Landslides Our investigation was limited primarily to the existing flat graded existing pad and parking lot areas. No ancient landslides or other slope instability .problems have -8-Lelghton I ,I I I I I I I I I I I I I I I I I I 603522-001 been mapped on the subject site. In addition, no evidence of landsliding was encountered during our site investigation. Based on our review of geotechnical literature and our observations, landsliding is not a constraint to the currently proposed development. 3.5 Engineering Characteristics of On-Site Soil Based on the results of our geotechnical investigation, the current and previous laboratory testing of representative on-site soils (Appendix C), and our professional experience on adjacent sites with similar soils, the engineering characteristics of the on-site soils are discussed below. 3.5.1 Soil Compressibility and Collapse Potential The artificial fill soils are considered to have low compressibility and low collapse potential. The underlying alluvial materials encountered at the site have a generally low blow counts and localized porosity indicating an unconsolidated character, which is subject to potential settlement from heavy concentrated building loads or large amounts of additional fill. 3.5.2 Expansive Soils Based upon our laboratory testing, review of previous geotechnical reports, borings and CPT logs, and field observations performed for the preparation of this report, the near surface fill soils (within the upper 10 to 15 feet) are expected to generally possess a low to medium expansion potential. Alluvial materials below this zone. are expected to range from low to highly expansive. 3.5.3 Soil Corrosivity A preliminary corrosive soil screening for the on-site materials was completed during our previous investigations to evaluate their potential effect on concrete and ferrous metals. The corrosion potential was evaluated using the results of laboratory testing on one representative soil sample obtained during our subsurface evaluation. -9-Lel:ghton I I I I I I I I I I I I I I I I I I I 603522-001 Laboratory testing was performed to evaluate pH, minimum electrical resistivity, and chloride and soluble sulfate content. The sample tested had a measured pH of 7.39, and a measured minimum electrical resistivity of 340 ohm-cm. Test results also indicated that the sample had a chloride content of 123 ppm, and a soluble sulfate content of less than 0.03 percent (by weight in soil). Soil resistivity test results indicate the soils are generally lower than 2,000 ohm-cm which indicates site soils are potentially corrosive to buried uncoated ferrous metals and should be mitigated. 3.5,4 Excavation Characteristics It is anticipated the on-site soils can be excavated with conventional heavy-duty construction equipment. Localized friable sand zones, if encountered, may require special excavation techniques (i.e. flattening of slopes) to prevent collapsing of the excavation. 3.5.5 Infiltration We performed four field percolation tests (three (P-1 through P-3) on the existing compacted fill soils and one (P-4) on the existing native soil) to evaluate the soil for potential infiltration of storm water. The results of the field ,percolation tests indicated that the existing onsite soils generally have a percolation rates at 50 mpi (P-1 ), 120 mpi (P-2), 120 (P-3) and 250 mpi (P-4) minutes per inch (mpi). It should be noted that generally, a percolation rate less than 120 mpi is considered necessary to consider a site suitable for onsite surface infiltration of storm water. However, the site artificial fill that consist of mixture of soils ranging from silty sands to clays with permeable and impermeable layers which can transmit and perched ground water in unpredictable ways. Therefore, Low Impact Development (LID) measures may impact down gradient improvements and the use of some LID measures may not be appropriate for this project. Infiltration and Bioretention Stormwater Systems design should be reviewed by geotechnical consultant. -10-lelghton I I I I I I 1, I 1· I I I I I I I I I 603522-001 4.0 FAUL TING AND SEISMICITY 4.1 Faulting Our discussion of faults on the site is prefaced with a discussion of California legislation and policies concerning the classification and land-use criteria associated with faults. By definition 9f the California Mining and Geology Board, an active fault is a fault which has had surface displacement within Holocene time (about the last 11,000 years). The state geologist has defined a potentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years). This definition is used in delineating Earthquake Fault Zones as · ma11dated by the Alquist-Priolo Geologic Hazards Zones Act of 1972 and most recently revised in 2007 (Bryant and Hart, 2007). The intent of this act is to assure that unwise urban development and certain habitable structures do not occur across the traces of active faults. The subject site is not included within any Earthquake Fault Zones as created by the Alquist-Priolo Act. San Diego County, like the rest of Southern California, is seismically active as a result of being located near the active margin between the North American and Pacific tectonic plates. The principal source of seismic activity is movement along the northwest-trending regional fault zones such as the San Andreas, San Jacinto and Elsinore Faults Zones, as well as along less active faults such as the Rose Canyon Fault Zone. Our review of geologic literature pertaining to the site and general vicinity indicates that there are no known major or active faults on the site (Jennings, 1994). Evidence for faulting was not encountered during our field investigation. The nearest known active fault is the Rose Canyon Fault Zone located appro~imately 5.7 miles (9.1 km) west of the site. Because of the lack of known active faults on the site, the potential for surface rupture at the site is considered low. 4.2 Seismic Design Parameters The effect of seismic shaking may also be mitigated by adhering to the California Building Code or state-of-the-art seismic design parameters of the Structural Engineers Association of California. The following geotechnical design -11-Lelghton ·I I I .I I I I 1· I I I I I I I I I I I 603522-001 parameters have been determined in accordance with the 2010 CBC (CBSC, 2010) and the USGS Seismic Design Maps Application (Version 3.0.1 ): Table 1 CBC (2010) Seismic Code -Parameters for the Site Description Values CBC Reference Site Class D Table 1613.5.2 · Short Period Spectral Ss 1.234 Figure 1613.5(1) Acceleration 1-Second Period Spectral S1 0.467 Figure 1613.5(2) Acceleration Short Period Site Coefficient Fa 1.007 Table 1613.5.3( 1) t-Second Period Site Coefficient Fv 1.533 Table . 1613.5.3(2) Adjusted Short Period Spectral SMs 1.242 Equation 16-36 Acceleration Adjusted 1-Second Period SM1 0.716 Equation 16-37 Acceleration Design Short Period Spectral Sos 0.828 Equation 16-38 Response Parameter Design 1-Second Period So1 0.477 Equation 16-39 Spectral Response Parameter 4.3 Secondary Seismic Hazards Secondary effects that can be associated with severe ground shaking following a relatively large earthquake include shallow ground rupture, soil liquefaction and dynamic settlement, lateral spreading, seiches and tsunamis. These secondary effects of seismic shaking are discussed in the following sections. -12-Lelghfon I I I I I I I I I I I I I I ·I I I I I 603522-001 4.3.1 Shallow Ground Rupture No active faults are mapped crossing the site, and the site is not located within a mapped Alquist-Priolo Earthquake Fault Zone (Bryant and Hart, 2007). Shallow ground rupture due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility at any site. 4.3.2 Liquefaction and Lateral Spreading Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near surface ground water table are most susceptible to liquefaction, while the most clayey materials are not susceptible to liquefaction. Liquefaction is characterized by a loss of shear strength in the affected soil layer, thereby causing the soil to behave as a viscous liquid. This effect may be manifested at the ground surface by settlement and, possibly, sand boils where insufficient confining overburden is present over liquefied layers. Where sloping ground conditions are present, liquefaction-induced instability can result. For consideration in liquefaction analysis, and based on deaggregation of the Maximum Considered Earthquake event, a magnitude M7 .14 is associated with the Design Earthquake Ground Motion (i.e. peak ground acceleration of 0.33g). Liquefaction analysis was performed utilizing the program LiquefyPro with the procedures of Robertson and Wride and NCEER guidance. Based on our analysis, much of the alluvial soils encountered are considered too clay rich to experience liquefaction. Where liquefaction potential was identified, the potential was found to be within relatively thin discontinuous sand layers, with increasing thickness in some of the soundings and borings at greater depths. In addition, due to the thin, discontinuous nature of the liquefiable zones and the relatively flat site condition, the potential for lateral spreading is considered to be low. -13-Lelghton I I I I I I I I I I I I I I I I I I I 603522-001 Dynamic settlement was evaluated utilizing procedures outlined by Robertson and Wride, 1998 and the results of that analysis indicate a potential total liquefaction-induced settlement on the order of 1 inch may result from the design earthquake event. It should be noted that the potential differential settlement of the building due to liquefaction is anticipated to be less than 1/2 of an inch, and that the structural design of the new improvements can be used to mitigate potential differential movements. A plot of the liquefaction analysis is provided in Appendix D. 4.3.3 Tsunamis and Seiches Based on the distance between the site and large, open bodies of water, and the elevation of the site with respect to sea level, the possibility of seiches and/or tsunamis is considered to be low. In addition, review of the San Diego County Tsunami Inundation Maps for Emergency Planning, Oceanside/San Luis Rey Quadrangle, indicate that the site is outside of inundation zone. · -14-Lelg;hton I I I I I I I I I I I I I I I I I I I 603522-001 5.0 CONCLUSIONS Based on the results of our geotechnical study of the site, it is our opinion that the proposed improvements are feasible from a geotechnical viewpoint, provided the following conclusions and recommendations are incorporated into the project plans and specifications. The following is a summary of the significant geotechnical factors that we expect may affect development of the site. • The shallow on-site soils are expected to generally possess a very low to moderate expansion potential with Expansion Index values less than 70. • Based on our subsurface explorations and laboratory testing, the existing near surface soils in their current condition are not suitable for support of settlement sensitive structures. Remedial grading (i.e., removal, moisture conditioning and . recompaction) of the upper 2 feet of materials will be required prior to construction of the proposed improvements. • Onsite soils are expected to have a low potential for sulfate attack on concrete. However, buried metal pipes and conduits are susceptible to corrosion. • The existing onsite soils appear to be suitable material for use as compacted fill provided they are free of organic material, debris, and rock fragments larger than 6 inches in maximum dimension. Materials placed within 5 feet of the pad grade should possess an expansion index less than 70. • Our review of the geologic literature indicates there are no known major or active faults on or in the immediate vicinity of the site. In addition, evidence of active faulting was not encountered within the site during our field investigation or the prior grading operations. Because of the lack of known active faults on the site, the potential for surface rupture at the site is considered low. • The main seismic hazard that may affect the site is ground shaking from one of the active regional faults. The nearest known active fault is the Newport-Inglewood, which is located approximately 5.7 miles (9.1 km) west of the site. • The saturated granular alluvial soils beneath the eastern and western portions of the site have a potential for liquefaction due to a design earthquake loading. Therefore, -15-Lelghton I I I I I I I I I I I I I ·1 I I I I· ' 603522-001 the near surfc;1ce improvements, such as piping and conventional shallow foundations, may be subjected to dynamic differential settlements on the order of 1/2 inch. The structural design of the new improvements can be used to mitigate potential differential movements. • Proposed grades are anticipated to be near or below the existing grades. As a result, settlement waiting period is not considered necessary. If grades are raised, revised recommendations may be warranted. -16-Liiighton I I I I I I I I I I ·I I I I 603522-001 6.0 RECOMMENDATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incompl'ete. The nature of many sites is such that differing -geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore., the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during earthwork operations and construction of the project, in order to confirm that our preliminary findings are representative for the site. 6.1 Earthwork We anticipate that earthwork at the site will consist of remedial grading of the near-surface soils; grading of the building pad additions and associated improvements; utility construction; subgrade preparation in pavement areas; foundation excavation; and retaining wall construction and backfill operations. We recommend that earthwork on the site be performed in accordance with the following recommendations and the G~neral Earthwork and Grading Specifications for Rough Grading included in Appendix E. In case of conflict, the following recommendations shall supersede those in Appendix E. 6.1.1 Site Preparation If additional grading, such as fill placement, is planned on the site, the areas to receive structural fill, engineered structures, or hardscape should be cleared of surface and subsurface obstructions, including any existing debris and undocumented or loose fill soils, and stripped of vegetation. Removals should extend the competent documented fill soils and/or competent formational soils. Removed vegetation and debris should be properly disposed off site. Holes resulting from the removal of buried obstructions which extend below finish site grades should be replaced with suitable compacted fill material. Ail areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 inches, brought to above optimum moisture conditions, and recompacted to at least 90 percent relative compaction based on ASTM Test Method -17-Lelghton I I I I I I I I I I I I I I I I I I I 603522-001 D1557. If clayey soils that are more expansive (El>70) are encountered, increased moisture and revised recommendations may be needed. 6.1.2 Excavations and Removals Excavations of the upper onsite materials (i.e., fill and alluvium soils) may generally be accomplished with conventional heavy-duty earthwork equipment. In accordance with OSHA requirements, excavations deeper than 5 feet should be shored or be laid back to if workers are to enter such excavations. Temporary sloping of excavations should be determined in the field by a "competent person" as defined by OSHA. For preliminary planning, sloping of excavations at 1 :1 (horizontal to vertical) to a depth of 15 feet (or above ground water) may be assumed for soils and should remain stable for the period required to construct the utility, provided they are free of adverse geologic conditions or seeps. Note that excavations should not extend below a 2:1 plane extending down from existing footings unless properly designed by an engineer. We recommend some removal and recompaction be performed across the site. In parking areas and surface improvements 3 feet beyond proposed additions, the minimum depth should be 1 foot, in proposed building areas the minimum depth should be 2 feet. The bottom of all removals should be proof rolled and uniformly compacted to 90% relative compaction prior to the placement of compacted fill soils. Note that loose or soft undocumented fill soils associated with previous underground utilities, landscaping, and retail construction may be encountered and localized deeper removals may be required. The actual depth and extent of the required removals should be determined during grading operations by the geotechnical consultant. The removal bottom should then be scarified a minimum of 6 inches, moisture conditioned and compacted to at least 90 percent relative compaction (based on American Standard of Testing and Materials (ASTM) Test Method D1557). Soil can then be placed to proposed finish or subgrade elevations. Expansion and sulfate testing should be performed on finish grade soils. Leighton should observe and test all fill placement during grading and observe footing excavations prior to concrete placement to confirm that the soil conditions are as anticipated. -18-Lelghton I ,, I I I I I I I I I I I I I I I I I I 603522-001 6.1.3 Engineered Fill Placement and Compaction The onsite existing fill soils are generally suitable for use as compacted fill provided they are free of organic material, debris, and rock fragments larger than 8 inches in maximum dimension. All fill ~oils should be brought to 2 percent above optimum moisture conditions and compacted in uniform lifts to at least 90 percent relative compaction based on ASTM Test Method D1557. The upper 12 inches of subgrade and all aggregate base should be compacted to at least 95 percent beneath vehicular pavements. The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts not exceeding 8 inches in thickness. Placement and compaction of fill should be performed in general accordance with the current City of Carlsbad grading ordinances, sound construction practice, and the General Earthwork and Grading Specifications for Rough Grading presented in Appendix E. 6.1.4 Import Soils Import soils, if necessary to bring the site up to the proposed grades, should be free of oversize material and debris. These soils should be granular and have an expansion index less than 50 (per ASTM Test Method D4829). Please contact this office for further evaluation of the import soils and/or borrow site prior to importation. 6.2 Foundation and Slab Considerations Foundations should be designed in accordance with structural considerations and the following recommendations. These recommendations assume that the soils encountered have a low to medium potential for expansion. Conventional Footings For support of proposed building loads and site retaining walls (i.e., anticipate to be less than 5 feet high), conventional spread and continuous footing may be used. The footings should extend a minimum of 24 inches beneath the lowest -19-Lelghton I I I I I I I I I I I I I I I I I I ·1 603522-001 adjacent finish grade. Foundation may be designed for a maximum allowable bearing pressure of 3,500 pounds per square foot (psf) if founded in properly compacted fill soils over alluvium and 5,000 pounds per square foot (psf) if founded in properly _compacted fill soils over Santiago Formation. The limits of alluvial material and Santiago Formation is depicted on site geotechnical map. The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 18 inches for continuous footings and 24 inches for square or round footings, if used. The recommended allowable bearing capacity for spread footings is based on a maximum allowable total and differential settlements of 1-inch ar-id 3/4-inch. Since settlements are functions of footing size and contact bearing pressures, some differential settlement can be expected between adjacent columns, where large differential loading conditions exist. With increased footing depth to width ratios, differential settlement should be less. An additional post-liquefaction 1/2 inch over a distance of 25 feet should be allowed for in the design of the structure (i.e., an angular distortion of 1/600). Deep Foundations For deep foundations, we recommend the use of Cast-In-Drilled-Hole (CIDH) piles. For the analysis and development of the capacities of CIDH piles, the computer program SHAFT (Version 2012.7.3) produced by Ensoft, Inc. was used. As shown in Appendix F, the CIDH allowable capacity curves were developed for 24-to 48-inch diameter piles penetrating into dense formational material. For tension or uplift capacity from the CIDH, we recommend using 0.7 of the allowable capacity. It should be noted that the data presented on the design curves are based on the supporting capacity of the earth materials. Design considerations should also be given to the pile as a structural member. CIDH piles should be spaced at a minimum of three (3) pile diameters if group action capacity reductions are to be neglected. For piles constructed at 1.5 diameters center to center spacing, a 50 _percent reduction in capacity should be taken along the affected section of the pile for ea~h adjacent pile. Reduction values for intermediate spacing may be determined by interpolation. Anticipated settlement of ½ inch is anticipated for the proposed piles. -20-Lelghton I I I I I I I I I I ·I I I I I I I I. I 603522-001 All pile installation should be performed under the observation of the geotechnical consultant and consistent with standard practice. Drilling equipment should be powerful enough to drill into the dense to very dense formational material to the design penetration depths. Once a pile excavation has been started, it shall be completed within 8 hours, which includes inspection, placement of the reinforcement, and placement of the concrete. Construction of piles should be sequenced such that the concrete of cor,structed piles are allowed to setup prior to constru~tion of piles within 3 diameters. Ground water should be anticipated in the pile excavations and should be considered· in the development of a Contractor's Pile Installation work plan. If CIDH pile excavations a.re filled with water or drilling mud, concrete must be placed through a pipe extending to the bottom of the pile excavation. Caving of friable, soft or loose soils may occur. Therefore, a starter casing should be used to protect the top of the borehole to mitigate caving conditions. In addition, the contractor should also be prepared to employ casing or other methods of advancing the drilled pile excavation (i.e., 1drilling mud} to mitigate caving. Use of casing should be at the contractor's discretion. If CIDH pile excavations become bell-shaped and cannot be advanced due to severe caving, the caved region may be filled with a sand/cement slurry and redrilled. Redrilling may continue when the slurry has reached suitable set and strength. In this case, it may be prudent to utilize casing or other special methods to facilitate continued drilling after the slurry has set. -21- Leighton I I ·I I I I I I I I I I I I I I I I I \ 603522-001 The lateral capacities for the CIDH piles were determined using the computer program LPILE (Ver, 6.0.08). For other deflections, depths to zero moment, maximum moment and inflection points, see data plots in Appendix F. For piles closer than 8D, the lateral capacity should be reduced according to the values in the table below. CIDH Pile Group Capacity Reductions Pile Spacing (Center-to-Center) Reduction in Axial Capacity . (Percent) 7 pile diameters 98 6 pile diameters 95 5 pile diameters 90 4 pile diameters 85 3 pile diameters 75 6.3 Floor Slab Considerations Slab on grade floors should be at least 5 inches thick and reinforced with a minimum of No. 3 rebars at 18 inches on center each way, placed at mid height in the slab. Slabs should be underlain by a 2-inch layer of clean sand or clean gravel. We recommend that the architect follow the guidance of ACI 302.2R-06 for design of the under slab moisture protection measures and development of constructi.on specifications. We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect. Prior to placement of the vapor barrier, the upper 6-inches of subgrade soil should be moisture conditioned to a moisture content 2 percent above the laboratory optimum. The potential for slab cracking may be further reduced by careful control of water/cement ratios. The contractor should take the appropriate precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slip-sheet (or equivalent) be utilized above the concrete slab if crack-sensitive floor coverings are to be placed directly on the concrete slab. If heavy vehicle or equipment loading is proposed for the slabs, greater thickness and increased reinforcing may be required. -22-Leighton I I I I I I I I I I I I I I I I 603522-001 6.4 Retaining Wall Design For design purposes, the following lateral earth pressure values in Table 2 for level or sloping backfill are recommended for walls backfilled with very low to low expansion potential (Expansion Index less than 50). Table 2 Static Equivalent Fluid Weight (pcf) Conditions Level 2:1 Slope Active 35 55 At-Rest 55 85 Passive 300 150 (maximum of 3 ksf) (sloping down) Retc:1ining structures should be provided with a drainage system, as illustrated in Appendix E, to prevent buildup of hydrostatic pressure behind the wall. For sliding resistance, a friction coefficient of 0.35 may be used at the soil-concrete interface. The lateral passive resistance can be taken into account only if it is ensured that the soil against embedd_ed structures will remain intact with time. Retaining wall footings should have a minimum embedment of 18 inches below the adjacent lowest grade unless deeper footings are needed for other reasons. If conditions other than those covered herein are anticipated, the equivalent fluid pressure values should be provided on an individual case basis by the geotechnical engineer. A surcharge load for a restrained or unrestrained wall resulting from automobile traffic may be assumed to be equivalent to a uniform horizontal pressure of 75 psf which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform horizontal pressure equal to 0.35q should be applied to the wall (where q is the surcharge pressure in psf). Wall backfill should be brought to optimum or above moisture content and compacted by mechanical methods to at least 90 percent relative compaction (based on ASTM 01557). Wall footings should be designed in accordance with the foundation design recommendations and reinforced in accordance with structural considerations. For all retaining walls, we recommend the previously discuss setback distance from the outside base of the footing to daylight. -23- .I I I I I I I I ·1 I I I I I I I I 603522-001 To account for potential redistribution of forces during a seismic event, the subterranean walls should also be checked considering an additional seismic pressure distribution equal to 1 0HT psf, where HT equals the overall retained height in feet. 6.5 Shoring of Excavations Based on our present understanding of the project, excavations on the order of 15 to 20 feet deep are anticipated. Accordingly, temporary shoring of vertical excavations may be required. We recommend that excavations be retained either by a cantilever or braced shoring system with cast-in-place soldier piles and sheeting or wood lagging, as needed. It should be noted that a tie-back restrained pile system may encounter a caving condition. Based on our experience with similar projects, if lateral movement of the shoring system on the order of 1 to 2 inches cannot be tolerated, we recommend the utilization of a braced pile system. Shoring of excavations of this size are typically performed by specialty contractors with knowledge of the San Diego County area soil conditions. Lateral earth presst.Jres for design of shoring are presented below: ) Cantilever Shoring System Active pressure = 35H (psf), triangular distribution Passive Pressure = 300h (psf) H = wall height (active case) or h = embedment (passive case) Multi-Braced Shoring System General Active Pressure = 29H (psf), rectangular distribution Passive Pressure = 30Oh (psf) H = wall height (active case) or h = embedment (passive case) All pressures are based on dewatered conditions, with the water table at least 4 feet below the base of the excavation. All shoring systems should consider additional loading of adjacent surcharging loads. Settlement monitoring of adjacent buildings, sidewalks and adjacent settlement sensitive structures should be considered to evaluate the performance of the -24-Leighton I I I I I I I I I- I I I I I I I I I I 603522-001 shoring. Shoring of the excavation is the responsibility of the contractor. Extreme caution should be used to minimize damage to existing pavement, utilities, and/or structures caused by settlement or reduction of lateral support 6.6 Pipe Bedding and Pipe Zone Backfill Pipe bedding should extend to a depth of at least 6 inches below the pipe bottom and the pipe zone backfill should extend from the top of the bedding to a height of at least 12 inches over the top of the pipe. In addition, there should be a range of 6 to 12 inches of pipe zone backfill material on either side of the pipe. The bedding and pipe zone material may consist of compacted free draining sand, gravel or crushed rock (SE >30). The bedding layer should be supported on firm, competent material, as determined by the Geotechnical Consultant and provisions of the above reference. Disturbed or loose materials at excavation bottom should be removed to expose firm native material. We anticipate that firm soil conditions exist at proposed invert depths, although some soft and/or loose soils may be encountered. Removals should be performed as previously described in Section 6.1.2 of this report and in accordance with the recommendations made during the course of excavation. 6.6.1 Trench Zone The onsite soils are generally suitable for use as compacted backfill provided they contain enough soil material to effectively create a fill matrix without voids and are free of oversize material, organic materials and debris. Processing or screening of the onsite excavated material may be require prior to reuse as fill. Saturated soils should be dried back and/or replaced with import soils. The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in uniform lifts not exceeding 8 inches in thickness. Materials greater than 6 inches in maximum dimension should not be utilized in fills. Fill soils (onsite and import) should be placed near or above optimum moisture content and compacted to a minimum of 90 percent relative -25~ I I I I I I I I I I I I I I I I I I I 603522-001 compaction (based on ASTM Test Method 01557). Placement and compaction of fill stiould be performed in accordance with local grading ordinances under the observation and testing of a qualified geotechnical consultant. Densification by water jetting within the trench zone is not recommended. 6.7 Surface Drainage and Erosion Surface drainage should be controlled at all times. The proposed structures should have appropriate drainage systems to collect runoff. Positive surface drainage should be provided to direct surface water away from the structure toward suitable drainage facilities. In general, ponding of water should be avoided adjacent to the structure or pavements. Over-watering of the site should be avoided. Protective measures to mitigate excessive site erosion during construction should also be implemented in accordance with the latest City of Carlsbad grading ordinances. 6.8 Vehicular Pavements The pavement section design below is based on the stated Traffic Index (Tl) and our visual classification of the site soils. We assumed an R-Value of 14 for flexible pavement design. The Tl values were chosen based on our experience with similar projects. Actual pavement recommendations should be based on R- vah,Je tests performed on bulk samples of the .soils that are exposed at the finished subgrade elevations across the site at the completion of the grading operations. Flexible pa·vement sections have been evaluated in general accordance with the Caltrans method for flexible pavement design and City of Carlsbad Standard GS-17. The recommended flexible pavement section for this condition is given in Table 3. -26- Lei hton ,g .. I I I I I I I I I I I I I I I I I I I 603522-001 Table 3 Preliminary Pavement Sections Traffic Description Assumed Traffic Asphalt Concrete Aggregate B.ase Index (Tl) (inches) (inches) Auto Parking 4.5 4 5 Auto Driveways 5.0 4 6 Truck Driveway 6.0 4 12 Flexible pavements should be constructed in accordance With current Caltrans Standard Specifications. Aggregate base should comply with the Caltrans Standard Specifications of Section 26. Aggregate base should be compacted to a minimum of 95 percent relative compaction (ASTM D 1557). For areas subject to regular truck loading (i.e., trash truck apron), we recommend a full depth of Portland Cement Concrete (P.C.C.) section of 7 inches with appropriate steel reinforcement and crack-control joints as designed by · the project structural enginee_r. We recommend that sections be as nearly square as possible. A 3,250-psi mix that produces a 550-psi modulus of rupture should be utilized. All pavement section materials conform to and be placed in accordance with the latest revision of the California Department of Transportation Standard Specifications (Caltrans) and American Concrete Institute (ACI) codes. The upper 12 inches of subgrade soil and all aggregate base should be compacted to a relative compaction of at least 95 percent (based on ASTM Test Method D1557). If pavement areas are adjacent to heavily watered landscape areas, we recommend some measure of moisture control be taken to prevent the subgrade soils from becoming saturated. It is recommended that the concrete curing separating the lc;mdscaping.area from the pavement extend below the aggregate base to help seal the ends of the sections where heavy landscape watering may have access to the aggregate base. Concrete swales should be designed in roadway or parking areas s~bject to concentrated surface runoff. -27-Lel_ghton I I I I I I I I I I I I I I I I I I I 6.9 603522-001 Concrete Flatwork Concrete sidewalks and other flatwork (including construction joints) should be designed by the project civil engineer and should have a minimum thickness of 4 inches. For all concrete flatwork, the upper 12 inches of subgrade soils should be moisture conditioned to at least 2 percent above optimum moisture content and compacted to at least 90 percent relative compaction based on ASTM Test Method D1557 prior to the concrete placement. 6.10 Geochemical Considerations Concrete in direct contact with soil or water that contains a high concentration of soluble sulfates can be subject to chemical deterioration commonly known as "sulfate attack." Soluble sulfate results (Appendix C) indicated negligible soluble sulfate content at the sites. We recommend that concrete in contact with earth materials be designed in accordance with Section 4 of ACI 318-08 (ACI, 2008). Based on our testing results, the soils at Westfield Plaza Camino Real site have a corrosion potential to buried uncoated metal conduits (Caltrans, 2003). Therefore, we recommend measures to mitigate corrosion be implemented during design and .construction. 6.11 Foundation Review Foundation plans should be reviewed by Leighton to confirm that the recommendations in this report are incorporated in project plans. 6.12 Construction Observation The recommendations provided in this report are based on preliminary design information, our experience during rough grading, and subsurface conditions disclosed by widely spaced· excavations. The interpolated subsurface conditions should be checked in the field during construction. Construction observation of all onsite excavations and should be performed by a representative of this office so that construction is in accordance with the recommendations of this report. All footing excavations should be reviewed by this office prior to steel placement. -28-Lelg,hton I I I I I I I I I I I I I I I I I I I 603522-001 7.0 LIMITATIONS The conclusions and recommendations presented in this report are based in part upon data that were obtained from a limited number of observations, site visits, excav~tions, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the su_bsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. A final geotechnical report will be provided once final grades are known. -29-Lelghton I I I I I I I I I I I I I I I I I I I APPENDIX A References I I I I I I I I I I I I I I I I I I I 603522-001 APPENDIX A References American Concrete Institute (ACI}, 2006, Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials. Bryant, W. A. and Hart, E. W., 2007, Fault Rupture Hazard Zones in California, Alquist- Priolo Special Studies Zones Act of 1972 with Index to Special Study Zone Maps, Department of Conservation, Division of Mines and Geology, Special Publication 42, dated 1997 with 2007 Interim Revision. California Building and Safety Commission (CBSC), 2007, California Building Code. California Division of Mines and Geology, CDMG, 1996, Probabilistic Seismic Hazard Assessment for the State of California, Open File Report 96-08. California Division of Mining and Geology, 1996, Guidelin.es for Evall!ating the Hazard of Surface Fault Rupture: Adopted by the Board on May 9, 1997, 6p. California Division of Mines and Geology (CDMG), 1998, M9ps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada, dated February, 1998. California Geologic Survey (CGS), 2003, Revised 2002, California Probabilistic Seismic Hazard Maps, June, 2003. ----, 2007, Fault-Rupture Hazard Zones in California, Interim Revisions. Ishihara, K., 1985, "Stability of Natural Deposits during Earthquakes", Proceeding of the Eleventh International Conference of Soil Mechanics and Foundation Engineering, A.A. Belkema Publishers, Rotterdam, Netherlands. Ishihara, K, and Yoshimine, M., 1992, "Evaluation of Settlements in Sand Deposits Following Liquefaction of Sand Under Cyclic Stresses", Soils and Foundations, Vol. 32, No. 1, pp. 173-188. A-1 \ I I I I I I I I I I I I I I I I I I I 603522-001 APPENDIX A (Continued) LeRoy Crandall and Associates (LC), 1967, Control of Compacted Fill, Proposed Plaza Camino Real Shopping Center, El Camir:io Real and Vista Way, Carlsbad, California for the Plaza Camino Real, Job No. B-66165, dated January 12, 1967. ----, 1968a, Inspection and Testing of Compacted Fills, T.B.A. Building Areas, Plaza Camino Real Shopping Center Near El Camino Real and Vista Freeway, Carlsbad, California for the Plaza Camino Real, Job No. B-67067, dated February 15, 1968. ----, 1968b, Final Report Settlement of Surcharged Area, Proposed Shopping Center, El Camino Real near the Vista Freeway, Carlsbad, California for Plaza Camino Real, Job No. B-66171, dated October 2, 1968. ----, 1969, Inspection of Foundation Excavations, and Inspection and Testing of Compacted Backfill, Proposed Department Store and Maintenance Building, Plaza Camino Real Shopping Center, Carlsbad, California for the May Department Stores Company, Job No. B-68004-C, dated May 26, 1969. National Research Council, 1985, "Liquefaction of Soils during Earthquakes" Report No.: CETS-EE-001, National Academy Press, Washington, D.C. NCEER, 1997, Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, edited by Youd and Idriss, Technical Report NCEER- 97 -0022, December 31, 1997. Risk Engineering, 2008, EZ-FRISK Version 7.26, Software for Earthquake Ground Motion Estimation. Seed, H.B., and Idriss, 1.M., 1971, "Simplified Procedure for Evaluating Soil Liquefaction Potential", Journal of the Soil Mechanics and Foundation Division, ASCE 97 (SM9): 1249-1273. ----, 1982, "Ground Motion and Soil Liquefaction During Earthquake", Monograph, Series, Earthquake Engineering Research Institute, Berkeley, California A-2 I I I I I I I I I I I I I I I I _I I I 603522-001 APPENDIX A (Continued) ----, 1976, Relationships of Maximum Accelerations, Maximum Velocity, Distance from Source and Local Site Conditions for Moderately Strong Earthquakes, Bull Seism, Soc. Amer., 66:4, dated August. Seed, H.B., Murarkla, R., Lysmer, J., and Idriss, I., 1975, "Relationships Between Maximum Acceleration, Maximum Velocity, Distance from Source and Local Site Conditions for Moderately Strong Earthquake", Report No. EERC 75-17, University of California, Berkeley. Tan, S. S. ~nd Kennedy, M. P., 2007, Geologic Maps of Oceanside Quadrangle, California, California Geological Survey (CGS). Youd, T.L., Idriss, I.M., and Others, 2001, Liquefaction Resistance of Soils: Summary Report form the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils: Journal of Geotechnical and Geoenvironmental Engineering, Vol. 127, No. 10, pp. 817-832. Woodward-Clyde Consultants (WC), 1975, Soil Investigation for the Proposed Plaza Camino Real, Carlsbad, California, Project No. 75-173, dated September 17, 1975. Zhang, G., Robertson, P.K. Brachman, R., 2002, Estimated Liquefaction Induced Ground Settlements from the CPT, Canadian Geotechnical Journal. A-3 I I I I I APPENDIX B Boring Logs I and CPT Sounding Logs I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG KEY Project No. Project KEY TO BORING LOG GRAPHICS Date Drilled Logged By Drilling Co. Drilling Method Location 0 en z, C: en a, 0 0 a, z en.c: "iii ·--.c:,... :Cc, "C a, :: 0 c:.,_ -a, -a, C'CI a, C.a, c.o :l ii o.5 a, 0 ~u. ~u. E--' -ca. :;:: E jijco (!) ~ ~ jjj C'CI .. (/) a, C a. 11'1 ~ 0 :"'.rr:-q..;:'P.ti- ;-'4•;_ .. ~_-... ~ v~ ) 5 ~ ... ' .-~-. O'-' U' ,0 (\o o 10 0 _, ~( o\ ~ b .· CJ !), . . .. 15 .. ~ ~ -'7 -B-1 20-C-1 -G-1 ~ -R-1 -SH-1 -S-1 25-PUSH - - - - SAMPLiPTYPES: TYPE OF TESTS: B BULK SAMPLE -20!) % FINES PASSING C CORE SAMPLE AL ATTERBERG LIMITS G GRAB SAMPLE CN CONSOLIDATION R RING SAMPLE co COlLAPSE S SPLIT SPOON SAMPLE CR CORROSION T TUBE SAMPLE cu UNDRAfNED TRIAXIAL a,';/;. .. ~ :J-.... c: en a, ·--oc: :;EO (.) DS El H ui-:-Ill(/) C'CI • -u (.). _(/) ·c5::; Cl)- CL CH OL ML MH ML-CL GW GP GM GC SW SP SM SC Hole Diameter Ground Elevation Sampled By SOIL .DESCRIPTION This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and maychange wl1h time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual. Asphaltic concrete Portland·cement concrete Inorfanic clay oflow to medium plasticity; gravelly clay; sandy c av; siltv clav; lean clav . Inorganic clay; high plasticity, fat clays Organic clay; medium to plasticity, organic silts Inorganic silt; clayey silt with low plasticity Inorganic silt; diatomaceous fine sandy or silty soils; elastic silt Clayey silt to silty clay Well-graded gravel; gravel-sand mixture, little or no fines Poorly graded gravel; gravel-sand mixture, little or no fines Silty gravel; gravel-sand-silt mixtures Clayey gravel; gravel-sand-clay mixtures Well-graded sand; gravelly sand, little or no fines Poorly graded sand; gravelly sand, little or no fines Silty sand; poorly graded sand-silt mixtures Clayey sand; sand-clay mixtures Bedrock Ground water encountered at time of drilling Bulk Sample Core Sample Grab Sample Modified California Sampler (3" O.D., 2.5 I.D.) Shelby Tube Sampler (3" O.D.) Standard Penetration Test SPT (Sampler (2" O.D., 1.4" I.D.) Sampler Penetrates without Hammer Blow "' DIRECT SHEAR SA SIEVE ANALYSIS EXPANSION INDEX SE SAND EQUIVALENT HYDROMETER TR THERMAL RESISTIVITY MD MAXIMUM DENSITY UC UNCONFINED COMPRESSIVE STRENGTH pp POCKET PENETROMETER RV RVALUE * * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * en -en a, I-.... 0 a, a. >, I- -~ Page 1 of 1 I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG B-1 Project No. Project 603522-001 Date Drilled 8-31-12 Westfield PCR Logged By ~JT~D~--- Drilling Co. Baja Drilling Hole Diameter ---=8_" ____ _ Drilling Method CME-75 -140Ib -Autohammer -30" Drop Ground Elevation ----=2=8_' ____ _ Location C: 0 ·--+'Cl) ra C1) ~LL iii 25 20 1 10 5 0 NE Building Corner 0 z C1) C. E ra U) S-1 R-2 B-1 J0'-15' 1/) C1) 11).S::. 3:0 o.5 ti5<0 .. C1) a. 8 8 12 5 5 JO ~ 1/) c: .... Cl)O cc. ~ C R-3 4 117 R-4 R-5 _ __6_ 9 5 8 10 4 9 JO 83 108 SAMPL1PTYPES·: TYPE OF TESTS: Cl)~ .. ~ ::s-.... C: 11)(1) ·--0 C: ::a:o u 22 38 20 ui-:-1/)CI') ra . -u (.), _U) ,:o::i w- SC Sampled By JTD SOIL DESCRIPTION This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a s/mplification of the actual conditions encountered. Transitions between soil types may be gradual. 5.5 inches asphalt concrete ARTIFICIAL FILL (At) @ 5.5": Clayey SAND, olive, moist, fine to medium SAND SM @5': Silty SAND, moist, medium dense, fine to medium SAND, olive-gray, few clay, no recovery on 1st sample CL CL SM CL @ 10': Sandy CLAY, olive-gray, moist, stiff, fine to medium sand QUATERNARY ALLuvruM (Oal} @ 12': Sandy CLAY, olive-gray, moist to wet, fine to medium sand @ 1-5': Silty fine SAND, gray, moist, loose sandy clay, dark gray, moist to wet, stiff, fine sand ______________ ./ @ 16': Sandy CLAY, dark gray, moist to wet, stiff CH @20': CLAY, dark gray, moist to wet, stiff, plastic SC @25': Clayey SAND, light gray, wet, medium dense, fine sand B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX SA SIEVE ANALYSIS SE SAND EQUIVALENT SG SPECIFIC GRAVITY G GRAB.SAMPLE CN CONSOLIDATION H HYDROMETER R RING SAMPLE CO COLL.APSE MD MAXIMUM DENSITY S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV R VALUE UC UNCONFINED COMPRESSIVE STRENGTH ***This log is a part of a.report by Leighton and should not be used as a stand-alone document. * * * .l!l 1/) Cl) l-o Cl) C. ?: DS,EI CR,SA, H co Page 1 of 3 I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG B-1 Project No. Project 603522-001 Date Drilled 8-31-12 Westfield PCR Logged By --=-JT-=--=D=----- Drilling Co. Drilling Method Baja Drilling Hole Diameter ----=8_" ____ _ CME-75 -140Ib -Autohammer -30" Drop Ground Elevation --=2c:::8_' ____ _ Location 30 -5 -10 -15 -20 -25 -30 NE Building Corner VI Cl) 'C ::s .... ~ 0 z Cl) ii E Ill en R-7 R-8 R-9 R-10 R-11 VI Cl) Vl.r:. :=;O o.E ii:i<O ... Cl) a. 6 8 9 3 6 11 7 8 11 7 18 17 7 8 16 SAMPLY:°TYPES: TYPE OF TESTS: ~ "iii c: .... (1)0 cc. i!' C 108 106 105 22 21 U)--:,-Vlen Ill • -u U, _en ·o::::, en- Sampled By JTD SOIL DESCRIPTION This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations -and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual. S<::: QUATERNARY ALLUVIUM (Qal) (Continued) CH @31': CLAY, dark gray, wet, stiff SC @ 35': Clayey SAND, light gray, wet, loose to medium dense, fine sand CH @40': CLAY with sand, dark gray, wet, stiff, fine sand, plastic CL @45': Sandy CLAY, dark gray, wet, stiff, fine sand 21 ,SC-SM @50': Clayey SAND, gray, wet, medium dense, fine sand --------------------------------SC-CL @ 55': Sandy clay to clayey SAND, gray, wet, hard to medium dense, fine to medium sand B BULK SAMPLE -200 % FINES PASSING DS DIRECT SHEAR SA SIEVE ANALYSIS SE ,SAND EQUIVALENT SG SPECIFIC GRAVITY C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV R VALUE , UC UNCONFINED COMPRESSIVE STRENGTH ***This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * VI .... VI Cl) l-o Cl) Q. ~ co co SA,H Page 2 of 3 I I I I I I I I I I I I I I I I I I I Project No. Project Drilling Co. Drilling Method Location -35 -40 -45 -50 -55 85 -60 SAMPJPTYPES: B BULK SAMPLE C CORE SAMPLE G GRAB SAMPLE R RING SAMPLE GEOTECHNICAL BORING LOG B-1 603522-001 Date Drilled 8-31-12 Westfield PCR Logged By ---=JT.c..D=----- Baja Drilling Hole Diameter ---=8_" ____ _ CME-75 -140lb -Autohammer -30" Drop Ground Elevation -=2=8-' ____ _ NE Building Corner Sampled By JTD U) Q). "C ::, -~ ci z Q) C. E C1l rn R-12 R-13 6 12 15 8 12 14 112 18 cn--:--Ulrn C1l • -(.) U• _rn· ·o:i rn- SC SOIL DESCRIPTION This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface-conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual. QUATERNARY ALLUVIUM (Oal) (Continued) @ 60': Clayey SAND, gray, wet, medium dense, fine to medium sand · CUCH @ 65': Sandy CLAY to plastic clay: Dark gray, wet, hard, fine sand, overlying clay, dark gray, wet, hard R-14 10 12 15 102 23 SC-CL @ 70': Interbedded clayey SAND and clay, gray and dark gray, wet, medium dense to hard, fuie sand R-15 7 8 9 105 22 SP/CL @ 75': SAND, olive-gray, wet, medium dense, fine SAND, with interbedded clay layer R-16 8 10 JO TYPE OF TESTS: Ill 17 ·200 % FINES PASSING DS AL ATTERBERG LIMITS El CN CONSOLIDATION H CO COLLAPSE MD SW @ 80': SAND: Light gray, wet, medium dense, fine to medium sand Total Depth = 81.5 Feet Groundwater encountered at 13 feet at time of drilling Backfilled with bentonite chips and cuttings on 8/31/12 DIRECT SHEAR EXPANSION INDEX HYDROMETER SA SIEVE ANALYSIS SE SAND EQUIVALENT SG SPECIFIC GRAVITY UC UNCONFINED COMPRESSIVE STRENGTH S SPLIT SPOON SAMPLE T TUBE SAMPLE CR CORROSION PP CU UNDRAINED TRIAXIAL RV MAXIMUM DENSITY POCKET PENETROMETER RVALUE ***This log is a part of a report by Leighton and should not be used as a stahd•alone document. * * * Page 3 of 3 I I I I I I I I I I I I I I I I I I I GEOTECHNICAL BORING LOG B-2 Project No. 603522-001 Date Drilled 8-31-12 Project Westfield PCR Logged By JTD Drilling Co. Baja Drilling Hole Diameter 8" Drilling Method CME-75 -140Ib -Autohammer -30" DroQ Ground Elevation 40' Location Sampled By JTD SOIL DESCRIPTION 0 V, ~ OJ';f:.. ui--:-C: V, OJ .2-u OJ z v,.C: ·u; ... ~ v,en .c:_ :Cc, 'O OJ 3: u c: .... :::i-Ill • This Soil Description applies only to a location of the exploration at the -OJ -OJ -c: -u Ill OJ Q.OJ c.o :::, C. o.E OJ u 1/) OJ U, >u. ~Ll. E-' -cc. ·--_en time of sampling. Subsurface conditions may differ at other locations ~ .OJ (!) -jjj <C 40 0 35 5 30 10 25 15 E Ill en R-1 B-1 5'-10' R-2 R-3 R-4 B-2 20'-25' R-5 jjjco ... OJ a. 15 L7 22 16 24 30 14 20 29 8 13 · 13 8 9 17 ~ C 113 109 109 106 oc: ·o::i :=c3. en- SM 8 9 16 SC and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual. 4 inches concrete ARTIFICIAL FILL (A~ @ 0-5': Silty SAND, o7.ve-brown, moist, fine to medium sand @ 5': Silty SAND, red-brown, moist, medium dense, fine sand, iron-oxide staining @ 10': Silty SAND, olive-brown, moist, dense fine sand @ 15': Silty SAND, dark yellow-brown and light gray-brown, moist, medium dense, fine sand, few clay @20': SAND with clay, light gray-brown, moist, medium dense, fine sand, few clay 22 ·SM/SC @ 25': Silty SAND, yellow-brown, moist, medium dense, fine sand, overlying SM/SC QUATERNARY ALLUVIUM (Oal) @ 27': Dark brown to dark gray, clayey SAND, moist, medium dense, fine to medium sand , slRiPLiPTYPES: TYPE OF TESTS: SA SIEVE ANALYSIS SE SAND EQUIVALENT SG SPECIFIC GRAVITY B BULK SAMPLE. -200 % FINES PASSING DS DIRECT SHEAR C CORE SAMPLE AL ATTERBERG LIMITS El EXPANSION INDEX G GRAB SAMPLE CN CONSOLIDATION H HYDROMETER . R RING SAMPLE CO COLLAPSE MD MAXIMUM DENSITY S SPLIT SPOON SAMPLE CR CORROSION PP POCKET PENETROMETER T TUBE SAMPLE CU UNDRAINED TRIAXIAL RV R VALUE UC UNCONFINED COMPRESSIVE STRENGTH ***This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * V, -V, OJ I-.... 0 OJ Q. >, I- DS SA H,SA Page 1 of 2 I I I I I I I I I I I I I I I I- I I I GEOTECHNICAL BORING LOG 8-2 Project No. 603522-001 Date Drilled 8-31-12 Project Westfield PCR Logged By JTD Drilling Co. Baja Drilling Hole Diameter 8" Drilling Method CME-75 -140lb -Autohammer -30" Droi::, Ground Elevation 40' Location C 0 0 --~ -.J:...,. :Cc, -Q). .... Q) C,:J Q) C.a, c.o ~LL. Q)u. f!!..J C (!) jjj 10 30 -5 45 -10 50 -15 55 slRiPLiOTYPES: B BULK SAMPLE C CORE SAMPLE G GRAB SAMPLE R RING SAMPLE Ill Cl) "C ::s -~ S SPLIT SPOON SAMPLE T TUBE SAMPLE ci z Cl) C. E C,:J en R-6 R-7 R-8 Ill a, 111.J:. ~o o-= a5co ,_ Q) a. 4 6 9 8 4 4 8 9 21 TYPE OF TESTS: >, a,?fe. -'iii ,_ ~ c .... ::s-.... c a, 0 Ill Q) cc. ·--~ oc ::EO C 0 106 21 113 18 -200 % FINES·PASSING OS AL ATTERBERG l:IMITS El CN CONSOLIDATION H CO COLLAPSE MD CR CORROSION PP CU UNDRAINED TRIAXIAL RV fl)~ I/IC/) C,:J • -o (), _en ·o::; en- SP-SC SC Sampled By JTD SOIL DESCRIPTION This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be ·gradual. QUATERNARY ALLUVIUM (Qal) (Continued) @ 30': SAND with clay, grayish brown. moist. loose. fine sand @ 35': Clayey SAND, dark gray-brown, wet, ve1y loose, fine to medium sand SM @40': Silty SAND with clay, dark gray-brown, wet, medium dense, few clay Total Depth= 41.5 Feet Groundwater encountered at 24 feet 'below ground surface Backfilled with bentonite chips and capped with concrete on 8/31/12 DIRECT SHEAR EXPANSION INDEX HYDROMETER MAXIMUM DENSITY POCKETPENETROMETER RVALUE SA SIEVE ANALYSIS SE SAND EQUIVALENT SG SPECIFIC GRAVITY UC UNCONFINED COMPRESSIVE STRENGTH ***This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Ill -Ill Cl) I-.... 0 Cl) C. >, I- co Page 2 of 2 ------- -rfD Project Westfield/ PCR Operator Job Number 603522-001 Cone Number BH.JC DDG1214 Hole Number CPT-01 Date and Time EST GW Depth During Test 11.00 ft 8/31/2012 8:34:02AM Net Area Ratio .8 ---Filename GPS Maximum Depth -- --SDF(082).cpt 97.28ft 0:: ~ J~w i!: I CPT DATA ~ w--I~ o ~ TIP FRICTION Fs/Qt SPT N O W >- 0 TSF 500 I O TSF 10 I Q, % 1n I n .,.,n Cl) CO 1-0 I 20 120 t:J 1 -sensitive fine grained II 2 -organic material • 3 -clay r.nno C:.i-,,,o 10rm cn11~rorl • 4 • silty clay to clay • 5 · clayey silt to silty clay • 6 • sandy silt to clayey silt • 7 • silty sand to sandy silt EJ 8 • sand to silty sand C 9 • sand c::*C:.nil hoh!:luinr +un.o. !:lnrl C:.PT h!:icorl nn rl!:lf.!:11 frnm I IRr._-tQR":l • 10 -gravelly sand to sarid • 11 -very stiff fine grained(*) • 12 -sand to clayey sand(*) - - ---------- --r(9n Net Area Ratio .8 I ti: w-0$ 0 0 Project Westfield/PCR Operator Job Number 603522-001 Cone Number Hole Number CPT-02 Date and Time EST GW Depth During Test 11.00 ft TIP TSF FRICTION TSF CPTDATA 1010 BH-JC DDG1214 8/31/201210:04:37 AM Fs/Qt % Filename GPS Maximum Depth SPTN SDFJ083).cpt 94.16 ft 20 lr 1= I I I I I I I I I~ I I I· I I I I I I 1<=6:1 I I I I I I I> I I I I ··IITT I I I I I I I ll=I I I I I I I I I rw I I I I I I~ I I I I 100 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 120 r.:J 1 -sensitive fine grained II 2 -organic material • 3-clay t""'nn.o. C:i7o 1nl'm cn11~rorl • 4 -silty clay to clay II 5 -clayey silt to silty clay • 6 -sandy silt to clayey silt • 7 -silty sand to sandy silt Ci 8 -sand to silty sand Cl 9 -sand C:*C:nH hah~\linr funo ~nrl C:DT h~carl nn rl~+~ frnm I U:::tr._1QA-:t • 10 -gravelly sand to sand • 11 -very stiff fine grained (*) • 12 -sand to clayey sand(*) 0::: 0 > _J <( w -:c a. 0 w >-en m I- - - -----I~U Project Westfield/PCR Operator Job Number 603522-001 Cone Number Hole Number CPT-03 Date and Time EST GW Depth During Test 25.00 ft BH-JC DSG1104 8/31/2012 12:39:34 PM Net Area Ratio .8 ---Filename GPS Maximum Depth - ---SDF(086).cpt 80.87 ft 0::: ~ ~~w ~ I CPTDATA ~ w--I~ o $ TIP FRICTION Fs/Qt SPT N O W >- O O T~F ,500 JO TSF 10 JO % 10 Io --~ft Cl) Cll I- 40 1 rl I I I I I I I I IM I I I I I I I I I I li?f I I I I I I · I j:,.-I I I I 60 1 ~ I I I I I I I I I 11-1 I I I I I I I I I I =ts4= I I I I I I I~ I I I I 80 100 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 120 Cl 1 -sensitive fine grained • 4 -silty clay to clay II 2 -organic material • 5 -clayey silt to silty clay •3-clay • 6 -sandy silt to clayey silt r.nno C:i7.a 1 n,..n-1 c:ru ·~rorl • 7 -silty sand to sandy silt Cl 8 -sand to silty sand 09-sand C:*C:nil hoh~uinr funo !3nrl C:PT h~c:orl nn rl~+~ frnm I U::tr_1QR~ • 10 -gravelly sand to sand • 11 -very stiff fine grained (*) • 12 -sand to clayey sand(*) --------- -----1f8n Project Westfield/PCR Operator Job Number 603522-001 Cone Number BH-JC DSG1104 Filename GPS SDF(087).cpt Hole Number CPT-04 Date and Time EST GW Depth During Test 11.00 ft 8/31/2012 2:24:02 PM Maximum Depth 112.53 ft Net Area Ratio .8 CPTDATA ~., I TIP FRICTION Fs/Qt SPTN o.....,,.. 0 TSF 500 Io TSF 1010 0/ft 1nln 0 ,.I* I I I I I I I I I~ I I I I I I I I I I B I I I I I I~ I I I I 120 Cl 1 -sensitive fine grained • 4 -silty clay to clay l!i 2 -organic material • 5 -clayey silt to silty clay a3 · clay • 6 -sandy silt to clayey silt r.nn.o. C::::i7.o. -1 Orm cn1 l!:lr.orl • 7 -silty sand to sandy silt CJ 8 -sand to silty sand C9 -sand C:*C::::nil h.oh!lluanr fun.a !:llnrl C::::DT h!:ic.o.rl nn rl!:1•!!11 frnm I IRr._-tQA~ • 10 -gravelly sand to sand • 11 -very stiff fine grained (*) • 12 -sand to clayey sand(*) .,.,n ~ 0 > _J <( w -I a. ow~ Cl) O'.l - - - - - - -~~m~ - - - - - - -~ Project Westfield -PCR Operator RA-JC Filename SDF(356)C.cpt ~ Job Number 603522-001 Cone Number DDG1185 GPS Hole Number CPT-05 Date and Time 12/17/2012 7:45:41 AM Maximum Depth 96.13 ft Water Table Depth 26.00 ft Net Area Rat::..::io:....:·-=-8---------------------------------------------------r-'-- O:: I I CPT DATA ~ I-J~w ~ -I~ W ¢:' TIP FRICTION Fs/Qt SPT N O W >- O --0 TSF 500 I O TSF 10 1· 0 % 10 I O .. M (/) Cl'.l l-o ' 100 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 120 Cl 1 -sensitive fine grained • 4 -silty clay to clay • 2 -organic material • 5 -clayey silt to silty clay • 3-clay • 6 -sandy silt to clayey silt rnno C:i-,,o 10rrn CNll!3r.arf • 7 -silty sand to sandy silt Cl 8 -sand to silty sand a 9 -sand c:*C:nil h.o.h~uinr funo ~nrl C:DT h!lc.o.rf nn r1~•~ f'rnm I 11::::u-:_-tQA~ • 10 -gravelly sand to sand • 11 -very stiff fine grained (*) • 12 -sand to clayey sand (*) - - -·CDn -- --'!lig"""1 '9fss8ft!atdP Project Westfield - PCR Operator Job Number 603522-001 Cone Number Hole Number CPT-06 Date and Time Water Table Depth >6.00 ft RA-JC DDG1185 12/17/2012 9:25:08 AM Net Area Ratio .8 I CPTDATA I-a. w.--. TIP FRICTION Fs/Qt 0~ 0 TSF 500 0 TSF. 10 0 % 0 =- ~ 20 40 60 80 100 120 Cl 1 -sensitive fine grained 11'!12 -organic material •3 -clay ce • 4 -silty clay to clay • 5 -clayey silt to silty clay • 6 -sandy silt to clayey silt '-=="" -~ . ,.s • 7 -silty sand to sandy silt Cl 8 -sand to silty sand a 9 -sand --- - ---- 10 0 Filename GPS Maximum Depth SPTN =%. -~ SDF(357).cpt 6.73.ft 200 0 ... e::: 0 > ...J <( w -I a. 0 w >-(/) aJ I- ,, , -, '~ "-'>1-.. . ,, ,,. ' -_,_ ,-.-.---- ' a 10 -gravelly sand to sand • 11 -very stiff fine grained (*) • 12 -sand to clayey sand (*) rnno C:i7.o 1nrm Crttl~rorl C:*C:nil h.o.h!luinr h,no ~nrl C:DT h!lcorl nn rl!lf~ frnm I 1Rr._1QR"':t --· --- --rQ1D Project Westfield -PCR Operator Job Number 603522-001 Cone Number RA.JC DDG1185 Hole Number CPT-06A Date and Time 12/17/2012 9:51 :41 AM Water Table Depth >6.00 ft Net Area Ratio .8 :c CPTDATA I-Cl. w-TIP FRICTION Fs/Qt 0$ 0 TSF 500 0 TSF 10 0 % 0 _1-= - 20 40 60. 80 100 120 a 1 -sensitive fine grained II 2 -organic material • 3-clay :: • 4 -silty clay to clay II 5 -clayey silt to silty clay • 6 -sandy silt to clayey silt ~ ~ - '· 11,'' '1,, II 7 -silty sand to sandy silt Cl 8 -sand to silty sand Cl 9 -sand --- ---- 10 0 Filename GPS SDF{358).cpt Maximum Depth 6.23 ft :;; SPTN 1110 -gravelly sand to sand 1111 -very stiff fine grained (*) • 12 -sand to clayey sand(*) 200 0 er: 0 > ....I<( w -:c Cl. 0 w >-(/) O'.l I- rnn.o C:;'7.0. 1nrm Cr'lll!l,r.orf C::*C:nH h.oh!l.uinl'" h,no !l,nrl C:DT h~corl nn ,l!l,f,~ frnm I 1Rr._1QR":l ·----- --------- I l-o. w----0~ 0 20 ~ Net Area Ratio .8 0 Fli ~ Project Westfield -PCR Operator RA-JC Job Number 603522-001 Cone Number DDG1185 Hole Number CPT-07 Date and Time 12/17/2012 10:38:58 AM Water Table Depth >25.00 ft CPTDATA TIP TSF 500 Io FRICTION TSF r=t. l --i::::="" -=i;;_ ~ -= ~ 10 Io Fs/Qt % ~ 1010 Filename GPS Maximum Depth SPTN '=t~L 4'i=._ SDF(359).cpt . 25.10 ft· 2001! J3f=Tlllll 401 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 60 I I I I I I I I I I I I I I I I I I ·! I I I I I I I I I I I I I I I I I I I I I I 80 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 100 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 120 1:1 1 -sensitive fine grained Ill 2 -organic material •3-clay r.nno. C:.i7o '1nrm cr111~rorl • 4 -silty clay to clay a 5 -clayey silt to silty clay • 6 -sandy silt to clayey silt a 7 -silty sand to sandy silt C 8 -sand to silty sand Cl 9 -sand C:*C:nil hoh~uinr +uno. ~nrl C:DT h!::llc:orl nn rl-!2+~ frnm I IRr._-tQR~ • 10 -gravelly sand to sand • 11 -very stiff fine grained (*) • 12 -sand to clayey sand(*) 0:: 0 > -' <( w -I Cl.. 0 w >- Cl) OJ I- -eEE I- - - ------~ Project Westfield - PCR Operator Job Number 603522-001 Cone Number RA.JC DDG1185 Hole Number CPT-07A Date and Time 12/17/20,12 1 :05:46 PM Water Table Depth 27.00 ft Net Area Ratio .8 :c CPTDATA I-a. w ----TIP FRICTION Fs/Qt 0~ 0 TSF 500 0 TSF 10 0 % 0 R --1;;;:--- -~ ·'"---20 -= ~ -~,.. 40 _5 60 80 100 120 Cl 1 -sensitive fine grained • 2 -organic material • 3 -clay = t-- ~ - -~ ___J ~ -= • 4 -silty clay to clay • 5 -clayey silt to silty clay • 6. -sandy silt to clayey silt b,._ -= ~ - --· - • 7 -silty sand to sandy silt Cl 8 -sand to silty sand C9-sand -- ----- 10 0 Filename SDF(361).cpt GPS - Maximum Depth 39.37 ft SPTN 200 0 --~ ,=-= ;; - -" E --=1'i ~ • 10 -gravelly sand to sand • 11 -very stiff fine grained (*) • 12 -sand to clayey sand(*) 0:: 0 > ...I<( w -:c a. 0 w >- CJ) cc I- 7- i; L_, __ ·- r.nno C:.i-,.o 1 nrm cru ,~r.orl C:*C::nil hoh~uinr f-un.o. ~nrl C::DT h~c.orl nn rl~•~ frnm I IRr._-tQA~ ----- ---r('Dn- Net Area Ratio .8 :c I-0.. w-0~ 0- 0 =-- ~- V ~ ,,---5 20 -E== .c: ,-. c~ 40 r i I'-= 60 h ~,- 80 100 120 c:J 1 -sensitive fine grained 112 -organic material •3-clay Project Westfield -PCR Operator RA-JC Job Number 603522-001 Cone Number DDG1185 Hole Number CPT-08 Date and Time 12/17/201212:02:58 PM Water Table Depth 22.00 ft TIP FRICTION TSF 500 0 TSF .... ~ =-- --~ ~ ~i:,,.. ~ Is ~-~ e> r-,...- -~ -~ ¾ =----~ • 4 -silty clay to clay • 5 -clayey silt to silty clay • 6 -sandy silt to clayey silt CPTDATA Fs/Qt 10 0 % '-'- ~ <~ P=- ~: ,.~ - -~'=" r= ==--~ -~ ;=- - • 7 -silty sand to sandy silt O 8 -sand to silty sand Cl 9 -sand -~ - --- --Filename GPS SDF(360).cpt Maximum Depth 63.16 ft O'.'. 0 > _J <( w -:c 0.. SPTN Ow~ 10 0 200. en ·ca --.__ •::: I=;.---' = I;-' I - ( -~ •• Ill ,,.. = ~ = !>- p -~c- r=--= -~ --,.. ~ . -~ r.>=. I=,--~~ • 10 -gravelly sand to sand • 11 -very stiff fine grained (*) • 12 -sand to clayey sand (*) r,..no C:i'7o 10rn'I crt11~r.orl C:*C:nil hoh~uinr +un.o ~nrl C:DT h~corl nn rl~f,~ frnrn I 1Rr. _1QR4:l ----- -- :r: I-Q. w..-... 0~ 0 120 rfau Net Area Ratio .8 , c 1 -sensitive fine grained Ea 2 -organic material •3-clay Project Westfield -PCR Operator RA-JC Job Number 603522-001 Cone Number DDG1185-Hole Number CPT-09 Date and Time 12/17/2012 2:06:02 PM Water Table Depth 25.00 ft CPTDATA TIP· TSF 50010 FRICTION TSF • 4 -silty clay to clay • 5 -clayey silt to silty clay • 6 -sandy silt to clayey silt 1010 Fs/Qt • 7 -silty sand to sandy silt D 8 -sand to silty sand 09 -sand -·---- --Filename GPS SDF(363).cpt Maximum Depth 113.35 ft SPTN 1010 • 10 -gravelly sand to sand • 11 -very stiff fine grained(*) • 12 -sand to clayey sand (*) o:'. 0 > ...I<( w -:r: a. 0 w >-Cl) 0) I- r.nn~ C:i7o -tnrn,, cn11~rorl C:*C:nil hoh~n,inr funo ~nrl C:DT h~corl nn rl~•~ frnrn l 1Rr._1QR"':t ----- --l~ Project Westfield-PCR Operator. Job Number · 603522-001 Cone Number BH.,JC DDG1185 Hole Number CPT-10 Date and Time Water ,:able Depth >53.97 ft 12/28/2012 7:40: 18 AM Net Area Ratio .8 I CPTDATA I-a. w----TIP FRICTION Fs/Qt Cl :!::, 0 TSF 500 0 TSF 18 0 ·% 0 = ~ -I== -,;:;;; ~ -- 20 ~ = i.= :a:: -e::- -= o=- k ~ 4Q 1-==:: ~ .a ~ -~ ~ t-=- 60 80 100 120 Cl 1 -sensitive fine grained lli!I 2 -organic material • 3 -clay ~-<;; .{__ [;> ~ IS =--_::::::3_ ~ ..c: == .-- ~ ~ -E= ~= ...;;:: I?' .,. • 4 -silty clay to clay II 5 -clayey silt to silty clay • 6 -sandy silt to clayey silt c/::::::_ ----=- ~ - c:-,-. "~ ~ -~ I~ • 7 -silty sand to sandy silt Cl 8 -sand to silty sand !J9-sand -------Filename GPS SDF(392).cpt Maximum Depth 53.97 ft SPTN 10 0 ~~ ::;; ~~ ~ ~ cf:=-= ~ ~ ~ :i, ~E _1....-,,,, .. .........., 1110 -gravelly sand to sand II 11 -very stiff fine grained (*) • 12 -sand to clayey sand (*) o::'. 0 > . <( w ::::! I a. 0 w >- 200 0 oo en I- I-... -·- ; ~ ::la g: -- - f">nno C:i7.o 10rm Crtll!lr.orl C:*C:nil hoh~n,inr t\lno !lnrl C:.DT h!l~orl nn rl!I+~ frnm I 1Rr._'1QR~ -- --Project Westfield-PCR Operator BH-JC Job Number 603522-001 Cone Number DDG1185 Hole Number CPT-11 Date and Time 12/28/2012 8:59:36 AM Water Table Depth >21.82 ft Net Area Ratio .8 I CPTDATA I-a.. UJ .--.. TIP FRICTION Fs/Qt 0$ 0 TSF 500 0 TSF 18 0 % 0 -----~ i_ = ~ -,: 20 2-,.--- 40 60 80 100 120 Cl 1 -sensitive fine grained • 2 -organic material •3-clay s= =-,.. ~ :::::::=~ • 4 -silty clay to clay • 5 -clayey silt to silty clay • 6 -sandy silt to clayey silt !::=- I ~~ - -=-. ".:?--- • 7 -silty sand to sandy silt Cl 8 -sand to silty sand a 9 -sand -- ----- 10, 0 Filename GPS SDF(393).cpt Maximum Depth 21.82 ft SPTN 200 0 :S ~ 5 - • 10 -gravelly sand to sand • 11 -very stiff fine grained (*) • 12 -sand to clayey sand(*) 0::: 0 > ....J <( UJ -I a_ 0 UJ >-(/) OJ I- r.nno C:.i7o 1nrm cn11~rorl C:*C:nil hoh!!2uinrh,no ~nrl C:.DT h~corl nn r1~•'.!!III frnm llRr_,tQA.':I: - - --- --rt@;IJ;wn Net Area Ratio .8 I Ii w..--.. 0$ 0 0 120 c 1 • sensitive fine grained • 2 • organic material •3 • clay Project Westfield-PCR Operator SH.JC Job Number 603522-001 Cone Number Hole Number CPT-12 Date and Time DDG11.85 12/28/2012 9:47:38 AM Water Table Depth 15.00 ft CPTDATA TIP TSF 50010 FRICTION TSF • 4 • silty clay to clay • 5 • clayey silt to silty clay • 6 • sandy silt to clayey silt 1810 Fs/Qt • 7 • silty sand to sandy silt tJ 8 • sand to silty sand a9-sand -- -----Filename GPS SDF(394).cpt Maximum Depth 116.47 ft SPTN 1010 • 10 • gravelly sand to sand • 11 -very stiff fine grained (*) • 12 • sand to clayey sand (*) 0::: 0 > ...J <{ w -I 0. 0 w >- Cl) ca I- r.nno -C:i,o 1 nrm cn11~r.arl C:*C::.nil h.ah~uinr +uno ~nrl C:.DT h~corl nn rl~+~ frnm I IR.r,_1QA~ ----------- ---IQfDu Project Westfield-PCR Operator BH-JC Filename SDF{395}.c~t Job Number 603522-001 Cone Number DDG1185 GPS Hole Number CPT-13 Date and Time 12/28/2012 11 :21 :17 AM Maximum Depth 96.13 ft Water Table Depth 15.00 ft Net Area Ratio .8 0:: CPTDATA 0 I > +- ...J <( w a. -I Cl.. w..--.. TIP FRICTION Fs/Qt SPTN 0 w >-0$ 0 TSF 500 0 TSF 18 0 % 1010 ,,,,,, Cl) O'.J I- 0 I I \=at\ I I I I I I ;t I I I I I I I I las I I I I I I I I \~I I I I I -I I \.\:l·-\JH Ii I 100 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I , 120 ra 1 -sensitive fine grained Ill 2 -organic material 1113-clay r.nno C:.i7o 10rm cn11~rorl Ill 4 -silty clay to clay Ill 5 -clayey silt to silty clay Ill 6 -sandy silt to clayey silt Ill 7 -silty sand to sandy silt D 8 -sand to silty sand C9-sand C::*C:nil hoh~uinr h,no ~nrl C:.PT h~corl nn rl~fo!:111 frnm I IRl'!'-1QR~ Ill 10 -gravelly sand to sand Ill 11 -very stiff fine grained (*) 11112 -sand to clayey sand(*) I I I I I I I I I I I I I I I I I I I APPENDIXB Previous Boring Logs (Woodward-Clyde, 1975) I I I I I I I I I I I I I I- I I I I DEPTH tN FEET 5 10 - 15 20 25 30 35 . , . . . TEST DATA "MC •oo •ec 21 103 18 26 21 16 34 82 ,21 105 9 •OTHER SAMPLE 'rESTS NUMBER l ~ l. 1-2 1-3 GS,PI 1-4 CT 1-5 ' f I/ 0 ~ • 0 Borin 1 SOIL DESCRIPTION Compacted~ damp, brown c1ayey sand FILL Compacted, damp, dark gray si1ty clay with silty sand zones FILL scattered gravel and rubble . Firm, saturated, very da1rk gray silty clay (CH) Loose, saturated, brown silty sand with interbedded sandy clay (SM-CL} Firm, saturated, dark gray silty c1ay {CH) with thin Jnterbeds of silty fine ·sand ---------Continued on next page • For dtt,-;:rip1ion of ~ymbols, J"II! Figu~" 2. LOG Of TEST BORING 1 PLAZA CAMINO REAL DflAWNBY: Al<; I cttECKEOBYdl:PVl f'ROJEC:TNO: 71'i-111 I DATE: Q-?-71, I FIQUIU!NO: 1 I I I I I I I I I I I ·1 I I I I I I I Boring 1, continued DEPTH TESTOATA •ormm SAMPLE ..---.---...----f TESTS NUMBER fN FEET *MC "DO "BC SOlL DESCRIPTION 40 45 50 55 60 ........ •· 44 77 36 23 4 GS,PI 1-6 8 1-7 9 l-8 1-9 63 1-10 •i=or description of svmbol!. see fi(J<u~ 2. Firm, saturated, dark gray silty clay (CH} with thin interbeds of silty fine sand Firm, saturated, dark gray silty clay {CL) to loose) saturated, gray silty to clayey sand (SM-SC) Very dense, saturated, gray f1ne to medium sand (SP) Medium dense> saturated, gray to light olive gray clay.ey fine sand (SC} to stiff) sandy· clay (Cl) ---Continued·on next page LOG OF TEST BORING 1 PLAZA CAMINO REAL I I 1· I I I I I I I I I I I I I I I I Borin l continued DE1s;;H .,..___TE.,..S_T_D_AT.,..,A_-4•0THER SAMPLE fElff "Ml: •no . •ec TESTS NUMBER SOIL DESCRIPTION 26 20 Medium dense, saturated, 9ray to light olive gray clayey fine sand {SC) to stiff, sandy clay (CL) 65 -24 18 UCS= 1-12 ~~-------~-----------Stiff to very stiff, saturated, dark gray silty c1ay (CH) 70 75 80 82 .·z-•• 3500 27 • for description ol :rvmbol,. ,ea Figure 2 . l-13 Medium dense, saturated, gray si1ty medium to fine sand (SM) Medium dense, saturated, light ol1ve gray clayey medium to fine sand (SC) sand Bottom of Ho1e LOG OF rtsr BORING l PLAZA CAMINO REAL I I I I I I I I I I I I I I I I I I I o~~TH __ T_E.-ST ......... DA ..... T_A_'--l•o:rHl:R SAMPLE FEET •MC •co •ea TESTS NUMSER 5 10 15 20 24 103 22 25 30 65 55 35 -; . *for de~r.riptiort of sytnbofs, see figure 2. Borin· 2 SOlL OESCRl?TlON Compacted, damp, brown clayey sand FILL Compacted, damp, brown silty to sandy clay . with clayey sand interbeds FILL sand Compactedi saturated, brown silty sand FILL gravel .. Firm, saturated, dark gray silty clay (CH) with organic material brown Firm, saturated, gray to dark gray fine sandy clay (CH) to loose, silty to clayey sand· (SM-SC) -~-------- Contjnued on next page LOG OF TEST BORING 2 PLAZA CAMINO REAL DflAWNBV:J\l.S CH!Cl<EOOY:~' PROJl!CTNO: 75-173 ·OAl'E: C)-2-75 ft<JURE NO; h I I I . I I I I I I I I I I I I I I I I OEP"(H TEST DATA IN FEET •MC •no *BC 40 33 91 50 24 103 21 55 60 "OTHER SAMPLE: TESTS NUMBE~ 2-4 Boring 2, continued SOIL DESCRIPTION Firm, saturated, gray to dark gray fine sandy clay (CH) to loose, silty to clayey sane! (SM-SC) Medium dense, saturated, gray silty fine sand (SM) Stiff, saturated, dark.gray sandy clay to clayey sand (CH~SC) ·• 24 18 UCS= 2-5 2500 65 70 , " .. Medium dense, saturated~ gray c1ayey sand (SC) Cont'inuell~on next page LOG OF TEST BORING 2 .PLAZA CAMINO REAL ORAWH BV: ALS I CHtl.CK110 BY: tt,,JJ PROJECT NO~ 7_'>~ 173 I OATJ.:: 9-2~75 I FIGURE NO: 7 I I I I I I I I I I I I I I I I I I I Boring 2, continued DEPTH l"EST DATA SOll DESCRIPTION IN FEET ·Mc •oo "BC "OTHER SAMPLE TESTS NUM8!:R 75 80 85 90 95 100 102 ' .. 19 33 39 30 83 94 23 · 2-6 16 CT,PI 2-7 15 UCS"" 2-8 1700 •f!or d!!s<:ription of wm!>ol,. SIMI Flgurt 2. Medium dense, saturated~ gray clayey sand (SC) oense, saturated, gray silty sand (SM} ravel Stiff, saturated) gray silty clay with interbedded clayey sand (CH) with ·organic material Medium dense, saturated, gray clayey sand (SC} scattered fine well rounded gravel some interbeds of sandy to clayey silt (ML) interbeds of silty clay (Cl} Bottom of Hole LOG OF TEST BORING 2 PLAZA CAMINO REAL DRAWN UY: ALS I CHl:CKE(> ~Yi (~I PROJ£CT NO: 75-113 I DATE: 9 .. 2-75 I ftGU~l: t40: 8 I l- 1- I I I I I I I I I I I I I I I I Boring 3 l DEPTH iESTDATA *OTHER SAMPLl:: SOIL DESCRIPTlON lN TESTS Nl,JMB£R FEET "MC •oo •sc -Compacted, damp, light brown silty fine sand - Oo 1-scattered medium gravel I 11 5 -.I 25 3-1 FILL - - - 10 - ffl 22, 20 3-2 - 1S -22 3-3 i - -Compacted, damp, dark gray to black silty 20 -I c1ay 22 3-4 FILL . -. 25 -I Compacted, moist, brown clayey fine sand 21 23 3-5 FILL . -. 30 -------,......_ ----Compacted, moisty brown silty sand FILL \ __ ---- - -- - . ~ .. - - - • J!or descriprion of symbols, see Fig,mi 2. ---- Continued on next page . LOG OF TEST BORING 3 PLAZA CAMINO REAL PRAWN DYt ALS CHECKED BY: 1 FROJEC1' NO: 75-173 OATE: q_;.,.:_7~ ' FIGURE NO: Cl I I I I I I I I I I I I I I I I I I I I DEPTH IN FHT 35 40 45 50 52 ... . . Tt;ST PATA "OTHER SAMPLE •MC •on "BC TES"fS NUMBER 28 3-6 37 8 3-7 31 93 7 UCS: 3-8 1200 41 8 3-9 · 22 105 16 3-10 Baring 3, continued sot L OESCRlPTION Compacted, moist, brown silty sand FILL Firm, saturated, gray-brown silty clay (CH} .with roots and organic matter Very loose) saturated, gray sand (SP) Firm, saturated, dark gray silty to sandy clay (CH) Medium dense, saturated, gray silty sand with interbedded c1ayey sand (SM-SC) Bottom of Ho1e •for di:scripti,:mof nmbol,,se~ Figura 2. LOG OF TEST BORING 3 PLAZA CAMINO REAL DJ.lAWNBV: Al<:; I CHECKEDDY:1,:7-fl PROJ~C.TNO: 7~-17'.i I oATE: q_?_7c; I flGUReNo: H1 I 1_ I· I I I I I I I I I I I I I I I I Boring 4 Oi;PTH 'rESl"OAtA '"OTHl:l'i SAM'f'Lt; SOIL DESCRIPTION IN TESTS NUMBER fEEi "MC •oo •ac -15 GS,S T 4-1 ID Compacted, damp, brown sandy clay -I . 20 4-2 FILL ~ 5 -. -I -22 4-3 - 10 ·- -Compacted,-damp, gray-brown silty c1ay -I -18 4-4 FILL - 15 --=1 -~ Dense, damp., light brown sandy to clayey -GS:.PI I s i1 t (ML) -12 114 50 UCS= 4-5 ~ Poorly to Moderately Indurated Siltstone 4500 19 . Bottom of Hole - - -.: -. - - .. . ·-. - --~ .. . . - - ·For de~cription of symbols, sett Fi!JUre 2. LOG OF TEST BORING 4 PLAZA CAMINO REAL . Dfi.AW.NBV~/\LS I CHECKEOOYtf#i.il J'ROJfCTNO: 75-173 I DATI'!: 9-2-75 f FJOURiNO: 11 - . I I- I I I I I I I I I I I I I 1· I I I Boring 5 I DEPTH TESTOATA •oTHE R SAMPLE $01 L DESCRIPTION IN Fl;ET *MC "'DO •ac TESTS NUMBER 5-1 [ Compacted, damp, brown silty to clayey sand with clay zones 5 -. FILL -5-2 [ - . ]-. clay 10 - s-3 C - - -: J-15 -··-sandy cJay . 5-4 [ . 20 - 5-5 [ Compacted~ moist~ dark gray silty clay • . FILL , . . 25 ---I---,_ ---~-. ---- --- -Continued on next page - ~ - - "' ...... . - - - •For description of symbols, see Figuri, 2, LOG OF TEST BORINGS PLAZA CAMINO REAL I I I . I I I I I I I I I I I I I I I I DEPTH TEST DATA •OTHER IN TESTS FeET •Mc '"DD •BC 30 27 35 23 40 34 28 45 - 42 34 29 50 39 52 - Boring 5, continued SAMPl.'E SOIL 0ESCRlPTION NUMBER Compacted> moist, dark gray silty clay 5-6 FILL Stiff,. moist, black. silty clay (CH) 5-7 Firm, wet, olive sandy c1ay (CL) 5-9 Firm to stiff, saturated, olive silty clay (CH) Medium denset $aturated, gray clayey sand (SC) Medium dense, saturate9, brown clayey silt (ML) Stiff, saturated, gray silty clay (CH) Bottom of Hole LOG OF TEST BORING 5 PLAZA CAMINO REAL DRAWN PY: ALS I cH,ctceo av: 1/,f~I rttOJl!:CT NO: 75-173 -I DATE! 9-2~75 f FIGURt: NO: 13 I I I I I I I I I I I I I I I I I I I cEPTH ..._~TE ... ST_nA_T __ A_-140THEA SAMPLE IN ~ FEE1" "MC •oo "8C TESTS NUM8t;R 6-1 5 . 10 6-3 15 37 20 41 25 . :. • For dEscription or JymbolJ, see figure 2. Boring 6 SOIL D.ESCHI PTJ ON Compacted, darnp, brown si1ty to clayey sand FILL T dark gray sandy clay sz.Compacted, wet, dark gray si1ty clay ~ ** FILL Stiff to medium dense, saturated, graY clayey sand to sandy clay (CH) Firm, satur~ted, gray sandy clay (CH) ----------- Continued on next page ** Water level approximately 26 days after dri11 ing. LOG OF TEST BORING 6 PLAZA CAMINO REAL OflAWN l!V; J.'il <; I cHECKtm ev:'1,Vt\11 f'ROjl:CY NO: 7r:..-l n I DATE: . Q-?-7S 1 flOUIU: NO: 14 I 1 .. 1- I I I I I I I I I I I I I I I I Boring 6. continued DEPTH T-EST OATA "OrH1m SAMPLE IN · SOIL DESCRIPTION FE:ET •Mc •on •ac TEST$ NUMBf!R 30 35 40 45 50 52 28 52 37 35 30 • For dijscription of syomoli, s_ee Figure OltAWN BY: ALS t:HECl(EO BY: 6-6 6-7 6-8 6-9 6-10 6-14 Firm, saturated> gray sandy clay (CH) Medfum dense, saturated, gray clayey sand (SC) Firm, saturatedl gray sandy to silty clay (CH) Medium dense, saturated, gray clayey sand {SC) Firm~ saturated~ gray silty c1ay (CH) with some interbeds of clayey sand (SC) shells Bottom of Hole LOG OF TEST BORING 6 PLAZA CAMINO REAL PROJflCTNO: 75-173 . DATE: 9-2-75 FIQUR! NO~ 15 I I I I I I I I I I I I I I I I I I I Boring 7 DEPTH TEST DAt"A *OTHER SAMPLE IN 1------~ SOIL DESCRIPTlON 1 FEET •MC ~oo •tic TESTS NUMBER -; ~ [\'---'4:.,_11~A:::.isoic.:.h.:.::a:..:.l..::.t_C::.:o:::.:.n!.-::c~r;:.et.::.:e=------------ - -L \ 4" Base GS,Pl 7-1 ~ ~ Hard, damp, brown si1ty clay {CL) 5 - - . . 10 - - - - ' - 15 - 17 . . - - . . . ..... .. ·, . . •ror de~criptlon of symbol,, J&6' fi!lum 2 OAAWNBY: Al c:; CHECKED DV; 7_2· L~ Poorly to Moderately Indurated Cl aystone ~.~ .... .,..,...,. --------------------··-· Very dense, damp, light brown clayey sand 7 3 [ tii (SC) -::~t"· :{:~it , .. -.. , Poorly to Moderately Indurated Sandstone :i~f.f: Very dense, damp, brown clayey sand to sandy clay (SC-CL) Poorly to Moderately Indurated Sandstone and Claystone Bottom of Hole LQG OF TEST BORING 7 PLAZA CAMINO REAL PROJECT NO: 1'1-171 DA11:: Cl-?-7'i FtGURE HO: 1 f. I I I I I I I I I I I I I I I I I· I I DEPTH TEST DATA "OTHER SAMPLE t---.--....----1 TESTS NUMBER IN ~EET •MC •oo •sc 12 117 51 5 95 10 0/611 15 GS,OS B-l 0=29° C="l440 PI 8-3 8-4 Borin 8 SOtL DESCRIPTION 4" As halt Concrete 4•r Base Very dense, damp to saturated, gray clayey sand (SC) with very thin interbeds of sandy clay (CL) Poorly to Moderately Indurated Sandstone and Claystone 8/611 8-5 1a··--r--1----1-----.---+---,.......+----------------- 5 10 ,. :-. . - 14 23 37 "For cleJcriprion of iymboh.. iu11 Fi{ll,lr• 2 . 9-1 9-2 Bottorn of Hale Boring 9 • 411 Asphalt Concrete 411 Base Very dense~ damp to wett brown silty to clayey sand (SM~SC) with scattered thin beds of sandy clay Poorly to Moderately Indurated Sandstone Bottom of Hole LOGS Or TEST BORINGS 8 AND 9 PLAZA CAMINO REAL DRAWNllV: ALS I CHECKEDBY:f,AOIJI PROJl!CTNO: 75-173 I DATE: 9-2-75 f ftOURENO: 17 ______ _._ _____ _,__._ ____ ___ I I I I I I I I I I I: I I I I I I I I Boring 10 Ol:PTH, TESTtlA"fA •oTH!:R SAMPLE DESCRIPTION SOJ L IN I "BC TESTS NUMBER •Mc •oo FEET . . . 23 . ' 5 - . . 26 . 10 - ' . . 22 . 15 - . - 20 - -21 ' 25 - . 30 - - 33 . . -. '. . .. . - • For description of symbols, J&e Fi{l<Jrl 2, -" /\spha1t Concrete and Base Compacted, damp~ brown si1ty sand with clay ,0-1 i '---" FILL Compacted, moist, brown to gray silty clay i-- \ FILL Compacted> damp to saturated. gray silty 10-2 I to clayey sand FILL 10-3 i ¥ '.~,:~. Medium dense~ saturated~ gray medium to f-ine I sand (SP) . 10-41 . . .. ;,,::. ... :~!Sf ·.,~:-,_. ;-....,;. .. ,¾:1. ~~~- ~:if.;, ~j:fi ·:,-~ --~~£. Very dense, saturated, olive yray clayey .<:~:-.: sand (SC) Moderately Indurated Sandstone '\ Bottom of Hole . . LOG. OF TEST BORING l 0 PLAZA CAMINO REAL . DRAWN av: !I.I ~ -, CHECKED BV~ ~fit PROJl;CT NO: 71=;-171 I DA'l'~. I FIGURE NO: , .Q I 1 .. I I I I I I I I I I I I I I I I I I DEPTH T'=STOATA •O,HER 1N TESTS FEET "MC •oo •ec . GS,P! 3 - - - - . - - - - - - . GS,PI DS,LC 3 . - - - - . - . - -. - , .. . .. . . . - •For d1tscrip1ion of iymbofs, see fi!Jl.lr~ 2. Bor1nQ l 1 SAM?U: so,L DESCRIPTION NUMBER Very dense, damp, 1 ig~t brown C; 1 ayey ·sand :;~ }~ 11-1 (SC) Moderately Indurated Sandstone ~---:r'(. ---..... Bottom of Hole - Boring 12 . -Compactedi damp, 12-1 - ·sottom of Ho1e . . LOGS OF TEST BORINGS 11 AND 12 PLAZA CAMINO REAL brown clayey sand FILL • - 9-2"75 FIQUAE NO: 1 q l I I .. I· I I I I I I I 1· I I I I I I I I .. - 5 10 15 20 25 30 35 •OTHER SAMPLE t---.---.----t TES.TS HUMt!Efl 23 101 39 83 18 13-1 8 13-3 13-4 6 UCS== 13-5 1500 Boring 13 SOIL DESCRIPTION Compacted~ damp to moi~t. light brown to 1ight gray silty fine sand FILL Soft, saturated, dark gray silty clay (CH) Medium dense, saturated. dark gray silty medium sand (SM) with slight organic o<lor Soft to firm, saturated, gray silty clay (CH) with silt layers Very 1oose, saturated. very dark gray fine sandy silt (Ml) Soft to firm, saturated, dark gray silty clay ( CH) Loose to madi um dense, saturated, gray s i1 ty fine sand (SM)~ -----------Continued on next pagu • or description ot lYm'boh, se~ Fi9urv 2. LOG OF TEST BORING 13 PLAZA CAMINO REAL Dl'lA\"tNUY, /\LS CH~Cl<!!OBY:1 • PfWJJ::CTNO: ·-73 DATE: 9-2-75 flGUftl'i NO: 20 I I I I I I I I I I I I I ·I I I I I I . ' . . - OePTH IN FEET 40 45 50 55 60· 65 70 74 1ESTOAiA •OTHI: R SAMPLI: "MC "DD •ac TESTS NUMBER 9 8 13-7 l 9 112 1s ucs"' 13-8 - 2600 19 l 3-9 20 110 10 PI 24 13-l l · 13-12 13-13 Boring 13, continued SOIL DESCRIPTION Loose to medium dense, saturated, fine sand (SM) · · gray si1 ty Medium dense to dense) saturated, gray silty fine sand (SM) Very stiff, saturated, gray-brown sandy c1ay (CL-SC) Medium dense~ saturated, very li}ht olive gray silty v.ery fine sand (SM-ML Stiff, saturated, oli¥e gray medium to fine sandy c1ay {Cl-SC} with scattered pieces of charcoal and a few well rounded pebbles Hard, saturated, olive gray-brown fine sandy clay {CL-CH) Poor1y Indurated C1aystone Hard, saturated) light oli~e gray silty clay (CH~MH) . Poorly' to Moclerately Indurate<l C1aystone sandier Bottom of Hole • For di:scription or symbols,,.,., Figure 2. DRAWN BY; AL s LOG OF lEST BORING 13 PLAZA CAMINO HEAL CH~CJC£0 BY: \_, _ ~~OJ~~T NO~·-v,-1 (3 _ . _ ..••.• -~_A-1:E: __ 9-2_:l.?.. . . FiOURE NO: 21 I I I I I I I I I I I I I I I I I I 1· APPENDIXC Laboratory Testing I I I I I I I I I I I I I I I I I I I 603522-001 APPENDIXC Laboratory Testing Procedures and Test Results Chloride Content: Chloride content was tested in accordance with AASHTO T-291. The results are presented below: Sample Location Chloride Content, ppm B-1 @ 10 to 15 feet 123 Consolidation Tests: Consolidation tests were performed on selected, relatively undisturbed ring samples in accordance with Modified ASTM Test Method D2435. Samples were placed in-· a consolidometer and loads were applied in geometric progression. The percent consolidation for each load cycle was recorded as the ratio of the amount of vertical compression to the original 1-inch height. The consolidation pressure curves are presented on the attached figures. Direct Shear Tests: A direct shear test (ASTM D 3080) was performed on selected sample which was soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer of the sample to the shear box and reloading of the sample, the pore pressures set up in the sample (due to the transfer) were allowed to dissipate for a period of approximately 1-hour prior to application of shearing force. The samples were tested under various normal loads utilizing a motor- driven, strain-controlled, direct-shear testing apparatus at a strain rate of 0.0025 inches per minute. After a shear strain of 0.2 inches, the motor was stopped and the sample was allowed to "relax" for approximately 15 minutes. The stress drop during the relaxation period was recorded. It is anticipated that, in a majority of samples tested, the 15 minutes relaxing of the samples is sufficient to allow dissipation of pore pressures that may have set up in the sample$ due to shearing. The drained peak strength was estimated by deducting the shear force reduction during the relaxation period from the peak shear values. The shear values at the end of shearing are considered to be ultimate values and are presented on the attached figure. The samples were either remolded to 90% relative compaction, undisturbed, or the samples were tested in a torsional shear machine to evaluate the remolded clay seam properties. The test results are presented in the test data. C-1 I I I I I I I I I I I I I I I I I I I 603522-001 APPENDIX C (Continued) Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Text, ASTM Test Method 4829. Specimens are molded under a given compactive energy to approximately 50 percent saturation. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with water until volumetric equilibrium· is reached. The results of these tests are presented in the table below: Sample Location Description Expansion Expansion Index Potential B-1 @ 10 to 15 feet Gray Brown Clayey SAND . 46 Low Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with California Test Method 643. The results are presented in the table below: Sample Location pH Minimum Resistivity (ohms-cm) B-1 @ 10 to 15 feet 7.39 340 . Moisture and Density Determination Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings. The results of these tests are presented in the boring logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. Particle Size Analysis: Particle size analysis was performed by mechanical sieving methods according to ASTM D 422. Plots of the sieve results are provided on the figure in this appendix. C-2 I I I I I I I ·1 I I I I I I I I I I I 603522-001 APPENDIX C (Continued) Soluble Sulfates: The soluble sulfate of a selected sample was determined by standard geochemical methods. The test results are presented in the table below: Sample Location Sulfate Content (%) .S-1 @ 10 to 15 feet 0.030 C-3 I I I I I APPENDIXC Previous Laboratory Testing I (Woodward-Clyde, 1975) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I . ' . . . t!> ::z:; ~ ti) < ~ t-:z: LU <.:, °"' w Q.. GRAVEL SAND C08B!..ES I Coarsd I SILT and CLAY Coarse Fine Medium . Fine Mesh Oeening -ins, Sieve Sizes Hydrom.eter An,.lysjs 3 2 I ;1 ½ I 10 16 20 30~0 60 80 lll0 200 100 7 6 ·l-l-~-1--1-,--,-1---+---1--1----+-"'!--.-~ -i·i,:.'"'"";;;:J:' -""'~..:..: :1:=:.:-,..._ -~._ ..... d. ~~--¼-----+-:-----i_J--_ -_ -_ -_ -_-_-_--1-1 0 ' ' ' -.. "'"~ 1-4 ". . \ . '1.-----+---if--------l ·. \ \ --.;,' \.. 90 ~--·--..... ---,.. ___ -·-..------· 80 70 ~ \ . 0 2-9 I . ' . •.\ ' . 60 ---'--..... ·--50 110 1---+-!---H--+--+--+-4-.+-4---+---+-:::.,J;:_~'.t-__-_-_-_-_-_-_-J'.µ1'°',.~ -:::~~"~:::::::;:::::.=t 40 ~ ++-1--1---~--1-.... ----~,. --·r----··-1---_,.._ ~-~ ~ t~--~-.. , ' .. ~ r~x 7 -1 = ~\ \ '" ""' • .-~p,.-. ---r----,...._l--i'----+--,1-_,. --.. -~~------+-'7"""'+----,,-,--1 I- '"· . ' ...... 50 i'5 H-i------+-+--.-+---+...._-1---+--,---~ ;---,-.·-·1---1--+-+-+--·: 1•+-Pt\-i.,,------+--~,~--"'l ~ 1 __ ---\: ,·-·-'\. ~ H--i--f-+-4-l--+-+--+-J--1--+-,---+-----l~--'---+--'~f--+-+-+--''-'' ..... ·..,.._--f_-t_'.,..,-~ 60 \ ' " .... .... ·-t---·t-1----1-+-·-~-... --+---1----+--+---t---+---t--,....-....----+-·---t-+-+-+--+-+-f--+·-+---------...... I-·· -1--+---1--4 \·____;\ ..... --~'--1---::.,.....--1 --,----.. ·--· ··--+---t---r--+--t--t--i---r--·\ \ ~"'.~f---C.---l 30 .... QU-.L...-1-.J.:.J...-J......1...--1.+-~~-::_1_4..u11+:..-.:_t_ ... ~:1_-_ -_ -_ +-L ~--1· u+-1r--..1..J..J..-L....JL...·_J.l:-4.__._ ___ __,_.......,. ___ __, 100 100 50 10.0 5.0 1,0 0.1 0.05 0.01 0.005 0,001 GRAIH Sil£ IN MILLIMETERS SAMPLE CLASSIFICATION AND SYMBOL *LL *p[ 1 -4 Si 1 t~L.{f_H) 60 39 l -6 Si 1 tv _«::l?,tJ.f.H_} 88 64 2 -9 Si1tv c1av (CL) 37 15 4 -1 San_,QY. clay (CL} -~------- 4 -5 Sand.v silt (ML} 36 10 7 -l . Siltv c1av_ (CH) ~ 56 30 *LL = Liquid Limit *p I = Plasticity lndex GRAIN SIZE DISTRIBUTION CURVES 1 PLAZA GAMINO REAL DRAWNflY: ALS ( CH€Ct<EOfJV:V!~~1 ftrtOJECTNO: 75-173 I DAT!!: 9~4-75 I FIOURENO: 22 I I I I I I I I I I I ·I I I I I I I I Cl ,z::; ~ ...c c,.. ..... :z:: I.I.I <.> DC w a.. ,. : . . . I £RA.VEL SAND SI LT and CLAY COllULES I Coarsd I 'I Coarse fine Medium Fine 1-!esh Opening -ins. Sieve Sir.es Hydrometer Analysjs 100 7 6 3 2 I 10 16 20·so1J.o so so Jqo 200 0 1---1-·f->----r-r--t--i----,.•-. ---· 9D -~ '-"i'\J~------------,,...---1-----1 -!-r-t·-..+--~-t----+--~~-. \~ 1, >--· 80 M~ 70 ' . \ 'I. H-t---t+t-+--+-+--+--+--+-+------4--i--+--+-'1--H-41+---4--+--+-,..,......-'l. __ +-_+-----i 30 60 ---· .. 50 ---·--··-~--1----- ~ --~-..... -------.. i-----t---l--!---1----~----\r.:=t=t==t=~"~--~~i·~=·---· -+---+-l---+--+-+-+--+--\-1fr-1-----i--+--+--->,,--+---t--~--t fil f-+-1f.,---++-~-1--.-+--+--l--•l-· -•'----!-...+--t-+--1l \ I ' 4Q :'!; .-• I ~ < -t---+----l--.-...,--t--1--t--; .. \ t:; -+t' ,,._,,__-\-\+-+--+--------~-'-.,---,f------1 0::: +-t--+--+--+--+-·i---+-t---l--l---1--1--+-----h',t , ' , 50 ffi ,-~----··----1---1--+--+--+':\\.,'+f-'-, -\.1\.--+--+----f--...>,'l.rf---~-t 0 -... ---+-~-+--+--+-+--+---+-,: n· ' ~ 11-1 -- 40 :-l--·l-f--1c-+-~-+--l--if-f•----, ___ ,. __ ) ... \, a.. t+--;---+-+-+-¼--+-+--1--4 --+-+----+--1---i--+--+-------+--------+-----60 ···--·-· ---~r-1--:J:..-:..~::1\1.::...r·;J\:-~~-~-:-E"·=-= , ·1--f----· -- 1--... 30 -~ ----------- \ 8-1 , t--t-;---+-.......... -t--t--_·,+----t. -._-__ +-_-_+-·-~ --·\--H,r-1-·-• ·-tl'l._..,__ ______ __,_..-1 ~t----1-+-!-'-t--t--+--· -~--·---'f---l,---+-+-+-1-- \'\ ' ' ~ --,_ '- '--·-· ---\~ " .... <;: ' 70 ... 12-1 ~ '.. ... .... --. 80 ------..... --,__ ---...,_· ·-90 ---H-+----. -__ ,_.....,.._, ____ ... _........,. __ --------------!--f--+-----lr--t--__;:;.---i 0 :+ : --.-....... --t-+---+-+:+-+-+-:l --..f.-~4-+:---++:-+--+--+---+J--:• --------~----1100 100 50 10.0 5.0 1.0 0.1 o .. os GRAIN SlZE IH MILLIMETERS SAMPLE CLASSIFICATION AND SYMBOL 8 -1 Silty sand (SM) 11 -l Silty clay (CH) 12 -l Clay~ sa11d (SC) A A ...... _ s i l tv to cl avey ~-and (SM.-SC} B Silt.v to clayey sand {SM-SC) ~ -' .. •LL :: liquid Umi t *Pl~ Plasticity lndex GRAIN SlZE DISTRlBUllON CURVES PLAZA CAMINO REAL 0,01 0,005 0.001 *ll *Pl --_..,. 50 29 3'\ 13 ---- ----- DAAWN av, /\LS CHECK!:O UV: PAOJ.!:CT NO: 75-1 ]3 DATE: 9-4-75 FIOURE NO: 2 3 I I I I I I I I I I I I I I I I I I I PLASTICITY CHARACTERISTICS 12-1 COBBLES GRAVEL SAND f SILT & CLAY C: f C m Liquid limit,% 31 . Plo.iticity Index. % 13 Classification by Unified Soil SC Classification System 150 1 \ \ \ I\ ZERO AIR VOIDS CURVES \ , 2.80 SG 100 a: ~2 0 0 ' "' 1 I I I I I I \ \ \~ -12 1 \ ~ ............. ---I 1 ' \ \ 2.7D SG 1000 ,oo 10 1.0 0.1 0.01 ().001 14 GRAIN SIZE, mm MECHANICAL ANALYSIS ~ 2.60SG 0 \ \ \\ \ 2.50 SG --. ·-\ . ' \ ' \ \ \ \ \ 13 EAR TEST DATA 12-1 pcf Content,% Content.% 0 \ \ DIRECT SH \\ \ Dry DensitY, \ \ \ f------·-· -.. ---Initial Water \ ~ -· >----\ Final Water '\ ..,. \ hesion, psf 12 ction Angle,de~1rees 20 Apparent Co 0 12 1 ' \ \' 7 Apparent Fri / \ ' \\ 110 100 90 .... \ \ \ ' 0 !\.' \ 0. ---L \ f-.:' ~ \ \ ,\ :t TDATA ~ --\. \ \ SWELL TES UJ \ ensity, pd' Coment, % nsity, pcf 3 \ \ ,\ Initial Dry c;i I--\ \ \ Initial Water z \ ::i ----· _ . .,. -----\ \ ,\ - >-final D<y De ontent, % 0:: \' \.\ f\ Final Water C 0 -_..._----\\ \' load, psf t \ ,, \\ ,_ __ Swelt, perc:-e n -~-. i\.\ \ \ \ \. \\ __ ,__ ''\ \. ' ,'\ \. ' f\.\ ~ Maximum Dry 12-1 "' \ ·" I\. . I\ '\\,' Density, pcf 124.0 '\ .'\ Optimum Moisture 11.5 \ '\. ~ Content,% I I I I MOISTURE CONTENT,% 10 20 30 LABORATORY COMPACTION TE::ST "' ' "' i'...'\ ,1 40 LABORATORY COMPACTION TE.ST METHOD: .ASTM_D ]557-70 Fl.LL SU IT AB I UTY TESTS I PLAZA CAMINO REAL OHAWN BY: /\l S I CHECKEO DV: (..'yi,~J PROJECT NO; 75-173 1 DATE: 9-4-75 I flOllRE NO: 24 I 1· I I I I I I I I I I I I I I I I I .. -.. ii:. ~ >< UI C> ::,: ~ (.,) )-u:, < _, ~ 60 50 40 30 20 IO 7 If 0 1-6-r--~ !/ ~ 2-2/ fr' / / l -4, ., 1/ CH .. -v Q} ~ y ~ ·1 / 11-1 -&:I / .......... ' -~ L ,..__ ____ 8-2-. 7-1 2-9 ... ~. 07 2-7 ..... V 12-1-~ Mtl I OH 13-10 ------... •2 :....-----4-5 c--sc ...... V ~iC & OL &~~Cl>:-_ ~ ~L.'*' ~~'\'\...'¥ I SM V 0 10 20 30 so 60 70 80 90 !00 I IO LIQUl[l WHT. LL PLASTIC ITV CKART. ~or Classification of Fine -Orained Soils in Unified System Legend Cl Clf Ml l.ffi Ol OH SM SC Inorganic cla~ of low to medium plasticity. Inorganic clai of high plasticity. Inorganic sill of low plasticity. Inorganic soil of high plasticity. Organic slit or clay of low ~lasticity. Organic ~lay of high plasticity, Silty sand. Clayey sand, PLASTICITY CHART PLAZA CAMINO REAL DrtAWN BY: 1\1.S CHECKED BY: , PROJECTNO; 75-173 UA't~: 9-4-75 FIGURE NO: 2 5 I I I I I I I I I I I I I 1· I I I I I RESULTS OF LOADED SWELL TESTS lnitial final Sample Ory Water * Ory Water * Pressure Expansion Number Density Content Saturatior Density Content Saturation ncf % % pcf % % psf % of Initial Heiqht 4-1 106.3 13.B 67 101.4 23.5 99 160 4.8 . ·Diameter of Samples: l. 94 inches *assumed specific gravity -2.65 Height of Samples: 0.629 inches LOADED SWELL TESTS I PLAZA CAMINO REAL DRAWN nv: /\LS I CHECKED BY: t{}NJI ~ROJ1:.cT NO: 75-173 r DATE: 8~29-75 I .FIOUR'e NO: 26 I I I I I I I I I I I I I I I I I I I 1.24 1.16 -,_ ~~ ,.._ eo 1.08 --· o l .00 " " ~ [', 0.92 ... --. " ...... 0.84 0.1 INITIAL DRY DENSITY,. pcf IH!'TIAl. WA.iER COliiEJ;T. 1, -~ lfflTIAL SATURATION,% FINAL DRY DENStlY, pcf FINAL WATER CONTCKT, % FINAL SATURATION, i SAMPLE l -4 Pd --. --~ t-,.,r,, ~~ \ !\ \ 1 I'" r,f'..... ~ ' ~ \ r,,,., ~ r-,.. r--.. ' r-~ .; . , --------------I--• -.. ··--. -- 1.0 10.0 PRESSURE -Tons per sq. ft. 81.5 SPECIFIC GRAVITY OF SOLIDS 40.l 1H l 11 AL VOi!) RA Tl O. e,-, 97.6 COMPRESSION INDEX. C~ 86.7 SWELL lNDEX, C., 35.5 EFfECTIVE OVERBURDEN PRESS, f 1 0 , tsf 97.3 MAX. P4ST PRESSURE, Pc, tsf CONSOi,. lDATION TEST PLAZA CAMINO REAL '• _,_ ........ 100 2.80 1.15 0.340 0.094 1.5 1.6 DRAWN ev: ALS I CHECKED ev~\(t~Wl PROJECT No: 75-173 I DATi;:: 9-4-75 I flGU!lE NO: 27 I I I 1· I I I I I I I I I I I I I I I SAMPLE 2 - 2 P, I 0 2.2 ... . ,_ ~ ..... e~ - ~ :-.., 2.0 " \ 1.8 -"--\ ' \ 0 ~ a l .6 ~ ·--·~ \ ' ~-r.... ____ .. :-.., \ ~ ,.._, ·-'" \ I"-. ...... \ l.4 -· ~~ .: --..... ,_ ·-----~ .. ---___ ,._.,, ____ ----. --------· ,-, ... -· ... 1.2 0, l 1.0 · 10.0 PRESSURE -Tons per sq. ft. . ~ ,. .. INITIAL DRY DENSITY, pcf HHTIAL WATER CONTENT. 'I. INITIAL SATURATION, i FINAL DRY DENSITY, pcf FINAL WATER COITTEWT, i FINAL SATURATION, i - 55.3 SPECIFIC GRAVITY Qf SOLIDS 78. l INITIAL VOID RATIO e,, 100 COMPRESSION INDEX, C~ 64.4 SWELL IHDEX • C~ 60.8 EFFECTIVE OVE~BURDEN PRESS, pt0 , tsf 99.7 MAX. PAST PRESSURE, Pc, tsf CONSOUOATlON TEST PLAZA CAMINO REAL 100 2.76 2.12 0.93 0.23 1.7 1.3 bRArm·sv: ALS(CHECKEoev:~IPROJECTNO: 75-173 JoATE.: 9-4-75 IFtGURENO: 2B I I I I I I I I I I I I I I ·1 I I I I 0 I-c2 C) 0 . ;> SAMPLE 2 -7 o. 78 I lb' I .-----....: I 0.76 . " t eo. ~ ' r ' 0.74 I\.. [\ \ \ 0.72 0.70 \ -\ 0.68 > -H 0 0.66 0.64 ------·- 0.62 0.60 0.58 -- 0.56 0 .01 . ,. .. INJTIAL DRY DENSITY. pcf INITIAL WATER COlffEHT. '/. INITIAL SATURATION,% FINAL DRY OEHSITY, pcf FlHAL WATER COHTEHT, % FINAL SATURATION, t 1\ l \ \ \ " ' ~ ...... ·-,1~ --r--._ .( --___ .. ··--· ----·-·---· 0.1 1 .0 PRESSURE -Tons per sq. ft. oi:;. 11. SPECIFIC GRAVITY OF SOLIDS 30.0 INITIAL VOID RATJO. Pn 100 COM~RES~IOH l~OEX, C~ 10].8 ~WELL I l!DH, <:., 25.4 EFFECTIVE OVERBUROEH PRESSt P'o• tsf 100 MAX. PAST PRESSURE. Pc, tsf CONSOLIDATION TEST PLAZA CAMINO REAL \ \ ._ -~ -·-- 10.0 ? F,7 0 75 _(1 114 0.031 2.56 0.79 DRAWN BY: ALS l C:HECl<W av: 1HWI PROJECT NO: 75-173 . I DATE: 9-4-75 ( FIGURf: NO: 29 I 11 • _,. _ Project . ~ No. 75-173. ATTACH;1ENT I Page 1 of 2 .~ TESTf NG ENGINEERS -SAN DfEGO 3467 KURTZ ST., P,0. BOX: 80985, SAN DIEGO. CA 9~138 (714} 225-9641 I~--========= LAaoRA'roRV NuMa1rn SP30-3795 Job No. 1086 DAn: August 8> 1975 - Joe PATA: Plaza Camino Renl E¼pansion SAMPL.E DA-rA: Job No. 75-173, S/N {p Woodward-Clyde Consllltants Boring 1111. Sample submitted to 3li67 Kurtz Street laborutoi-:y August. 1, 1975. San Diego, California 92110 . ~:-. . . . I I I R • VALUE: PATA 11-1, the G ,~I\DING ANALYSIS A B C D ,. ., I ;i f.\11'; J_:i_s. " - ., " " 6 0 0 . .. ::.MARKS: I' 1 cc. I f>ERCENT PASSING A.s R~VP=---. ••• A.~. Us£o ---- ---- -- . ,_,.. . .., __ .. -. --- COMPACTOR P1u::ss • P.S.J. 80 50 \30 MOlSl' @ COMPACTION • % 25.8 27.7 23. :J Dt:NSIT'( ~ #/CU. :FT. 96.2 92.8 99.3 R-VAL,lJ~ • STAOILOMF.TER 8 5 15 ---~--- EX\JD, Pm:sSURI:'. • P.5.1. 310 230 570 STAf.l, THICK -FE:ET ----..~----. EXPAN. PllESS. THICK-Ff:ET 0.13 0.13 0.50 'r. l. (ASSUMl:.O) = ----. .., BY ST>.B. @> 300 P.S.l. Exuo. = 8 7. :::, ~ ..l t1; -- O· BV EXPANSION PRl'!.SSURE: = ---rr AT EQUILIBRIUM = 8 . SANO EQUIVAI..El-17 = ...... -_ _. ... _ DUllA!.llLITV (COARSE} = LIQUID 1-JMlT = 0URABlU7Y (FlNEl = f'l..ASTIC" LIMIT = P. l. == . -· E I 'flIG: n11 ~--·----tH2882 -- . . .,. I I I I I APPENDIX D Liquefaction Analysis I I I I I I I I I I I I . I I I I I I -I.~-. I I. -30 I · -45 I I 1~ I • r- 60 75 LIQUEFACTION ANALYSIS Westfield Plaza Camino Real Hole No.=CPT1 Water Depth=13 f't Surface Elev.=29 Magnitude=7. 14 Acceleration=0.33g Shear Stress Ratio Factor of Safety Settlement r-o---;,_--,-_=,-,------.,..,.,...--,_____.....,.._,. __ __,.. _______ -.----~--.....--~5. 0 1 5.. J) (in,)_ _ . .1. Q._ : '1 ~ ,r·· l ,. T ~ _ -~ J I, ··1. -• .l -· :,I· -,;I I I, l' t I. I ,I, I '. I l I I I I I _I : I ,_i:.:c:-_;·-. !) ~=-~----------~-~-~--------· - ,'1 :, :1 ,.J . ; -,. :~-----. ·r-' - I .1· '.-_--__ _-.;.: l :'>i •. ----- ' l ~-----------1 1 .. ::~--··· ... -· ' ~-1: . 90 , i's,""''''.!. ~;_;Sc~--~~~~;~?::~;~~:S--~--=-~· ~--2i· , fj; '·: ~-- 0 • I' _: ··~~~ed Zone ~::L~je~a~~i~~ 2 P=tial 1. 105 S=1.19in. ,saturated:· - Unsaturat. - 1 L---: -~=--~------~-----'-'----'-~~--=-=---------'---__;J· Leighton 603522-001 Plate D-1 I LIQUEFACTION ANAL VS.IS Westfield Plaza Camino Real I I I Hole No.=CPT-2 Water Depth=13 ft Surface Elev.=29 Magnitude=7.14 Acceleration=.33g I / Shear Stress Ratio Factor of Safety ''%:· 0 9 0 __ 1. __ p r,----.-,----,,,;J-,---,-_-,-J---,.-r-,,1 --. _-,-_·,1""-· ~-.-.. ~,-; ..,._,-_-.,.,--:r,j~--.----1-------,l,=-· .,c,=-c ......... .,.,-:l-~~._, 1· I l I JI' IL I I 1sM·~: --~----~--~----~------~-;~--~---=--=-=-====~~~,-; I .J·· ·~~- I I I I --30 .45 = .---·60'. I 1· 75 ~·· I - ,'' ! i ',' ' ';-a ...... '"'===-=--=-_,.._ =-=-·=· ==~=""' ----i ' I, ..:..-'1. ---------·----.. ~ ,• . 'I • __ • --------- rr I i_·-90. fs~: L . . ts ..... ,-.. · ... ..,,,.,,,.,_ ~--- 3' ,, ''-'==~' -----,,-,=-,..,.,..,--,,-.----l:...'-..--''-----------------------' '6 : .~ijfl -CSR fs,~ J~~ .-.;._ , .1 f Shaded zone has Llquefact~n PotenUal I t ______ -- Leighton 603522-001 1 '" ~ _,_ ----:~ r_ · '-·, ... ' .,,, .. . .. ;t ,.:.-- I-~-- -. -!,;"'·· • .. ' ·: ' ~ ~ ~-.. ~- .. ~--- . /;-_ ! ,_--::" -_;: ----.. I :~... .• ·-,' ~~-·,:.•. Settlement Q_.(in.) 1q : . ,I l I!! I 1 ·1 ' S = 1.03 in . samrated. - Unsaturai. - Plate D-2 I ·----- LIQUEFACTION ANALYSIS Westfield Plaza Camino Real I I Hole No.=CPT-3 Water Depth=13 ft Surface E/ev.=29 Magnitude=7.14 I i¾, i···· s::..as-=-Ra,.;;,ti,,;o...;·,~~;::-· ~--5'!·5. E,L-=-===~·,r~:::;;::::.:'·: _;.· .• ,.----- . -~~.-: I I I I 45 . 60 le·:-105 . - I_._------- I Leighton - ' ., __ _ ' 'j -. -... )· .. ' I I 603522-001 Acceleration=.33g . \ -----,, '' ' - . i '! __ s = 0.11 in, $~fu.~t~t! Unsaturat. - Plate D-3 LIQUEFACTION ANALYSIS Westfield Plaza Camino Real Hole No.=CPT-4 Water Oepth=13 ft Surface Elev.=29 Magnitude=7. 14 Acceleration=.33g I . . . Shear Stress Ratio Factor of Safety Settlement (ft),c . o 5 .9 1 5 . O (in.) 1_ ; :(). i.r----t----.1----,-,1--_-,.,,:-,..--,_ -~-,1r-_-:--~""'·.-i'""··-=·,""""· ...,., __ ,..._ -=-...-,-. ~--=-·-1=--=·=· ....,_,.,,, __ ...,_,=.----==-.-r,--.,...., ~M-r'-,---,-......-'i'-i-i I I --201 I ' ' I I ·. 40 / I .. -50 I ' .. ! ,. I i -· ' ,so I ~ -J' -:., ,_ ' ' _, I, : -:-· -::-., ' -- I ,; ! -, -· . --, I i .100 : -==·-::::::. ==-:"':"-~-'5--::;:--:;:;:·-~,=.::::;~-~ w--------~ E-I l .. --. ---------- 1~ :. .L!rs~i ·-~~ .!~--1. $;;~~~-"-'----~-------~-~-_J ! ~--.... • J ~ :· :~RR>,,--'CSR .. f~i--~ ;f$'?,~ · : Shaded Zone has Liquefaction Potential 1 ·--120 Ill' i 0 -~ u le:· 140 . w I Leighton 603522-001 / . _,_ -- .. S = 0.99 in. · Saturated· -;.;...- Orisaturat-•.. ~ Plate D-4 ·1 I I I l% I I I -:-15 1: I, ·. -.30 I 45 I I -60 I 1·. ___ .75 L'QUEF_ACTION ANALYSIS Westfield Plaza Camino Real Hole No.=CPT5 Water Depth=26 ft Surface Elev.=45 Magnitude=7.14 Acce/eration=0.33g .Shear Stress Ratio Factor of Safety Settlement .,...o,,,.,,,,=,,,.....,,""="===-=..,.,,..,====,...,,...-.,._,.___,.--,.,,.-----------.----..------=,-,--__,..__,5 o 1 5 o Qn.} ___ _ _ __ L ,1 -~:I_~---,, -__ -_--__ ... '.C-. -'.;"--,1_ J--',J --:,1---,1----'_I'--•J • I ,I r,11 I 1,11 ' 1,.111,1,111,1 'l ··.~-- 't -l --~--- : I -~ -- .,:.,.;-, ~,., ',:--___ _ '-..:. ~ ---- --'' ' --' -- : \ ~-----"--• ---. ·, ~--. I~_ ---··-.., ' . _S_=0.1ijin,. .. ·satifrated ...-:- Unsaturat. - Leighton 603522-001. Plate 0-5 I I --------___,__-----=-----------,---------'--==-----e-=--, __ ---==------_...,---,-,---____ -__;;;;_;__-~ LIQUEFACTION ANALYSIS I I Hole No.=CPTB I I '.t,,-Shear Stress Ratio 1f!J-., 0 .. ~o. .. \ ---- '; • I I i I 1· ·westfield Plaza Camino Real Water Depth=22 ff Surface Elev. =43 ~----· -------, --- Magnitude=7.14 Acceleration=0.33g Factor of Safety s o_ 1 5 -,,, 1,-1., h) j;-,-,, Settlement 0 (in.) 1 , 1 .J , .• , 1-·. -l'T} i I '. I --20 t=w--------'-~--------'--..C....,...-----;.---,--:-~~----'-'-'--~~=--:-,~=----~ ~---~-- I. 1, __ -30 I . :40 I I:-50 E i I . ,, \ I I . -60; fs1 1 : (~ ,:1.00 i :CRRii-CSR fs.4---· fs2 ~ I -~ Shaded Zone has Liquefaction Potential i,:70 Leighton I 603522-001 S = 0.63 in. , .saturatecr ...... Unsaturat. - Plate D-6 I I LIQUEFACTION ANALYSIS Westfield Plaza Camino Real I Hole No.=CPT9 Water Depth=16 ft Surface Elev.=29 Magnitude=7. 14 Acceleration=0.33g I ·(ftj., Shear Stress Ratio Factor of Safety Settlement ~:;0 .,.,,,o=~=====~e-:-=__,,.,,,~--,,--~-,--,=_,,,,==,--,---....,,,.,.---'-'--,-a-'-'-"'--.::.:.;P o 1 5_ o (in.) _JQ -, i'. i-· ...... , __ -• ···1 -.-· -:1 I ''I -·! ·~1· ·,J Ir ,l."I ,I, l-,1 J, I , I I I I I I I ·I . I .. I . ~20 I I · ·-40 I I . :·60 I :·_ :80 1- I .J(fO i ,.-·.-- ' . . ' . ' :-I -•. --. I ;. T ~ ,.: -... ·------ > "=a; ,, -·-+ + §· '::i ~.-:..,,-- I< ·:~;;,_~o ----·= -- i -CRR -CSR fs1--· fs'2·~ I.·_, Shaded Zone has Liquefactiori'Potential ,' 120 i ••• • 1: 140 I Leighton •' I ! ,.I•-·- ~--!!-,, . < .. ;;:;::,.; • ~ S == 1,04 i_n. L--'-'l.-,-'.-----1 ,Saturated· ...... Unsaturat. - 603522-001 Plate D-7 I LIQUEFACTION ANALYSIS Westfield Plaza Camino Real I, Hole No.=CPT12 Water Depth=18 ft Surface Elev.=29 1. i(ff).Q ihear Stress Ratio t I 'f -. . 'j ---··. ;I -· ;I ,I --,--! I 'I I I •:-;_·-- -1 ~1 ·,-; £··-~:_ -··- ·60 I·-d -: . -. " . -"".'.'--~-:--~--~= -~=--=-.'I_ 1. ... -; ,. -BO !, _. I i I . JOO: E --i. I :.: .- ---·:--·-·-· f~: £r _:___ . ·~ -····". I I· I - -~~.R--~ ·,g_§~ ~r:-~ ~ .... -~ 120Shaded Zone has Liquefaction Potential • & ---140 • Leighton I 603522-001 Magnitude=7.14 Acceleration=0.33g Factor of Safety Settlement 5 OJ ___ . 15 0 (in.) . __ 1 '' . I ' ,---- i. 1,1: I.ii! I ·I I, I ,I, : i 'I '1 I ,· ,.. I S = 0.36 in. Saturated - Unsaturat. - Plate D-8 I ~~~-----'---~-----~ LIQUEFACTION ANALYSIS Westfield Plaza Camino Real I 1, Hole No~=CPT13 Water Depth=15 ft Surface E/ev.=29 Magnitude=7.14 I '.<.ftitf )he8,r Stress Ratio I'_.," . i I I I i , . I I I I ·-.30 I I .. -45' I ····60 lo ;-.105 CJ I l I I, -.t. ~ --_ - ··-·-: [ - I .. , I - -t .. - " .. :~-=--- _' I ;_,ll~:., __ .. : r--·, i .. -~ - I Leighton Acceleration=0.33g Factor of Safety Settlement 5 0 1 5 O (in.) 10 • (J ·,, .,, -. .I · · ·, .r1-.r.1.:-r1 •·T ' I -- -:I.. , t1 ., ! ' ) '. - 603522-001 Plate D-9 I I I I I- I I I I I I I -I I I I I I I APPENDIX E General Earthwork and Grading Specifications I I I I I I I I I I I I I I I I I I I LEIGHTON CONSULTING, INC. General Earthwork and Grading Specifications l.0 General 1.1 Intent 1.2 These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report( s). These Specifications are a · part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). The Geotechnical Consultant of Record Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed Qonditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. -1- I I I I I I I I I I I I I I I I I I I LEIGHTON CONSUL TING, INC. General Earthwork and Grading Specifications 2.0 1.3 The Earthwork Contractor The Eartuwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. Preparation of Areas to be Filled 2.1 Clearing and Grubbing Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. -2- I I I I I I I I I I I I I I I I I I I LEIGHTON CONSULTING, INC. General Earthwork and Grading Specifications If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a bazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc:) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 2.2 Processing Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise · unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching Where fills are to be placed on ground with slopes steeper than 5: 1 (horizontal to vertical units:), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5: 1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant -3- I I I I I I I I I I I I I I I I I I I LEIGHTON CONSULTING, INC. General Earthwork and Grading Specifications prior to fill placement. A licensed surveyor shall provide the survey control for· determining elevations of processed areas, keys, and benches. 3.0 Fill Material 4.0 3.1 3.2 3.3 General Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. Oversize Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. Import If importing of fill material is requirecf'for grading, proposed import material shall meet the requirements of Section 3 .1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. Fill Placement and Compaction 4.1 Fill Layers Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. · -4- I I I I I I I I I I I I I I I I I I I LEIGHTON CONSULTING, INC. General Earthwork and Grading Specifications 4.2 Fill Moisture Conditioning Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method Dl557). 4.3 Compaction of Fill After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method Dl557). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slopes In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method Dl557. 4.5 Compaction Testing Field-tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction ( such as close to slope faces and at the fill/bedrock benches). 4.6 Frequency of Compaction Testing Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. -5- I I I I I I I I I I I I I I I I I I I LEIGHTON CONSULTING, INC. General Earthwork and Grading Specifications 5.0 6.0 7.0 4.7 Compaction Test Locations The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and Vertically less than 5 feet apart from potential· test locations shall be provided. Subdrain Installation Subdrain systems shall be installed in· accordance with the approved geotechnical report(s), the grading plan, and the Standard Details.· The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surVeyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. Trench Backfills 7.1· Safety The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. -6- I I I I I I I I I I I I I I I I I I I LEIGHTON CONSULTING, INC. General Earthwork and Grading Specifications 7.2 7.3 7.4 Bedding and Backfill All bedding and backfill of utility trenches shall be performed in accordance with the applicable provisions of Standard Specifications of Public · Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified. Backfill shall be placed and densified to a minimum of 90 percent of relative compaction from 1 foot above the top of the conduit to the surface. The Geotechnical Consultant shall test the trench backfill for folative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. Lift Thickness Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. Observation and. Testing The densification of the bedding· around the conduits shall be observed by the Geotechnical Consultant. -7- I I. I I I I I 1. I I I I I I I I I I I FILL SLOPE PROJECTED PLANE 1: 1 (HORIZONTAL; VERTICAL) MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND FILL-OVER-CUT SLOPE CUT-OVER-FILL SLOPE PROJEC1"ED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND OVERBUILD AND..,._--~ TRIM BACK KEYING A.ND BENCHING REMOVE UNSUJTABLE MATERIAL REMOVE UNSUITABLE MATERIAL BENCHING SHALL BE DONE WHEN SLOPE'S ANGLE JS EQUAL TO OR GREATER THAN 5: 1. MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET. GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL A I I I I I I I I I I I I I I I I I I I OVERSIZE WINDROW * OVERSlZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION. "' EXCAVATE A TRENCH IN THE COMPACTED FILL. DEEP ENOUGH TO BURY ALL THE ROCK •. • BACKFILL WITH GRANULAR SOIL JETTED OR FLOODED IN PLACE TO Fill ALL THE VOIDS_ • 00 NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE. * WINDROW OF BURlED ROCK SHALL BE PARALLEL TO Tl:iE F'JN,JSHED SLOPE. GRANULAR MATERIAL TO BE DENSIFIED IN PLACE BY F"L0O0fNG OR JETTING. DETAIL ----...;--...,....--- JETTED OR FLOODED GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL B I I I I I I I I I I I I I I I I I I I ' '-.. '---EXISTING "' GROUND SURF ACE· BENCHING DESIGN FINISH GRADE SUBDRAIN DETAIL SUBDRAIN TRENCH ----REMOVE UNSUITABLE MATERIAL SEE DETAIL BELOW FIL-TER FABRIC (MIRAF! 140N OR APPROVED EQUIVALENT)• COLLECTOR PIPE SHALL BE MINIMUM 6'' DIAMETER SCHEDULE 40 PVC PERFORATED PIPE, SEE STANDARD DETAIL D FOR PIPE SPECIFICA l'IONS D~TAIL OE QANYQN SUBDRAIN OUTLEI CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL C I I I I I I I I I I I I I I I I I I I OUTLET PIPES 4'' 0 NONPf'.RF"ORATE:0 PIPE, 100' MAX, 0.C. HORIZONTALLY, 30' MAX O,C, VERTICALLY ----------------- c I C-:-:«<c:-:-?.:;;::: ::~:<+:-:-:-:-:-;;=r·. AS NOTED ON GRADING PLANS KEY DEPTH (15' MIN.) 12" MIN. OVERLAP FROM THE ToP HOG RING TIED EVERY (2' MIN.) 6 FEET CAL TRANS CLASS II PERMEABLE OR 62 ROCK (3 FT"3/FT) WRAPPED IN FILTER FABRIC 15' MIN. , I TRENCH LOWEST SUBORAIN SHOULD BE SITUATED AS LOW AS POSS18LE TO ALLOW SUITABLE OUTLET T-CONNECTION FOR COLLf;:CTOR PIPE TO OUTLET PIPE SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION -subdroin collector pipe shall be instoUed with pedorotion down or, unless othetwise des1gnoled by !he geotechnicol consultant. Outret pipes Sholl be non-perforoted pipe. The subdrain pipe shall hove at least a perforations uniformly spaced pEr foot. Perforotion shall be 1/4'' to 1/2" if drill holes ore used. All subdroin pipes shall hove o gradient of at least 2% lowords the outlet. SUBDRAIN PIPE -Subdroin pipe shall be ASTI.I D2751, SOR 23.5 or ASTIA 01527, Schedule 40, or ASTM D3034, SDR 23.5, Schedule 40 Polyvinyl Chloride Plastic (PVC) pjpe. All outlet pipe shell be ploced in o trench no wider than twice the subdroin pipe. BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL D I I I I I I I I I. I I I I I I I I I I CUT-FlLL TRANSITION LOT OVEREXCAVATION --- TRANSITION LOT FILLS -_,.,.... REMOVE UNSUITABLE GROUND\_,..,- _.,... ----- -- GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL E --- I I I I I I I I I I I I I I I I I I I RETAINING WALL WALL WATERPROOFING ~ PER ARCHITECT'S . SPECIFICATIONS FINISH GRADE SOIL BACKflLL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM 01557 COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNlCAL CONSULTANT NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSUL TANT, COMPOSITE DRAINAGE PRODUCTS-SUCH AS MIRAORAIN OR J-ORAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL INSTALLATION SHOULD BE PERFORME'.0 IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. RETAINING WALL DRAINAGE GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL F I I I I I I I I I I I I I I I I I I I GRAVEL DRAINAGE FILL MIN 6" BELOW WALL MIN 12" BEHIND UNITS I FOUNDATION SOILS! NOTES: 1) MATERIAL GRADATION AND PLASTICITY REINFORCED ZONE: SIEVE SIZE 1 INCH NO.4 NO.40 NO. 200 % PASSING 100 20-100 0-60 0-35 FOR WALL HEIGHT< 10 FEET, PLASTICITY INDEX< 20 FOR WALL HEIGHT 10 TO 20 FEET, PLASTICITY INDEX< 10 FOR TIERED WALLS, USE COMBINED WALL HEIGHTS ACTIVE ZONE I I BACKDRAIN TO70% OF WALL HEIGHT OUTLET SUBDRAINS EVERY 100 FEET, OR CLOSER, BY TIGHTLINE TO SUIT ABLE PROTECTED OUTLET GRAVEL DRAINAGE FILL· SJEVESJZE 1 INCH 3/4 INCH NO.4 NO.40 NO. 200 % PASSJNG 100 75-100 0-60 0-50 0-5 WALL DESIGNER TO REQUEST SIT-E-SPECIFIC CRITERIA FOR WALL HEIGHT> 20 FEET 2) CONTRACTOR TO USE SOILS WITHIN THE RETAINED AND REINFORCED ZONES THAT MEET THE STRENGTH REQUIREMENTS OF WALL DESIGN. 3) GEOGRID REINFORCEMENT TO BE DESIGNED BY WALL.DESIGNER CONSIDERING INTERNAL, EXTERNAL, AND COMPOUND STABILITY. 3) GEOGRID TO BE PRETENSIONED DURING INSTALLATION. 4) IMPROVEMENTS WITHIN.THE ACTIVE ZONE ARE SUSCEPTIBLE TO POST-CONSTRUCTION SETTLEMENT. ANGLE a=45+<1>/2, WHERE ct, IS THE FRICTION ANGLE OF THE MATERIAL IN THE RETAINED ZONE. 5) BACKDRAIN SHOULD CONSIST OF J-DRAIN 302 (OR EQUIVALENT} OR 6-INCH THICK.DRAINAGE FILL WRAPPED IN FILTER FABRIC. PERCENT COVERAGE OF BACKDRAIN TO BE PER GEOTECHNICAL REVIEW. SEGMENTAL RETAINING WALLS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAIL G I I I I I I I I I I I I I I I I I I I APPENDIX F CIDH Pile Data· I I I I I I I I I I I I I I I I I I I Appendix F, Vertical Capacities I I I I I I I I I I I I I I I I I I O-N :~-- :S· l'""· :g:, __ "i--~ Total Resismnce/F.S. (tons) 20 40 l:· I . . I ._-. _..,_,.._.,..--y,----: .,, I I, I, I I· l 90 T -,,--, ·I I :.--1'"'-,.-·vnin.=2 ·.1i: - 1· L :1 I oo~&it A .tftn.=fli:. <>·Dim=.3.S'h 1",Pfo.=t! :!ii -~ =~~~--~-~-_"';1'-'-. ~-~=-===-'--"----''--'~----"---"'--...::;;~~"'--='=========="'"'---=====------'-' I I I Appendix F, LPile Analysis I I I I I I I I I I I I I I I I I I ·1 I I I I I I I I I I I· I I I I ·I g .s:; 0. Cl) C Lateral Deflection (inches) 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 -0.1 0 o::;:i ·1 I :·1 · iii :i :i . I .I., .I 7·; :' ,, 'I 'I,,-,,, ·1: ·,!' J ti·:· . ,, ,,I' l; ,. ' I '''. ,,, I'.!'!, 1 ,I,, '1· 1 ·,-·,· 1 rt')-· : . .. .. /' } .. :··· : ' // .''=" . . . _: c:_ , .. , -. ~ -· ••. _- ,- ·-~ I= q .. ·-" :- i " / g:,l---...../;l*"---..-6~--1-------+---1-----i-,.,.,.,,..,.,..,,,.,..-1----1----1,----1---;......:.,......i : .. i - ,,,_ ', l" i. ,,a- ~·~·===.a.~~··=---=--:+--~--=1--==-+==a......al=--="-..J.----i-----"=+----+---'-~---ll-----l ·-- ,,.. - .;_ :"""" - . ': '. ' ' _ .. : 'il Case 1 aCase2 .; Case 3 g. ... L-----'-,'*,.'----,,.JL......-.-.-.. .L ______ -. -,-J---...,.L,,--,.,,...1.--....,.,,1,----.L..---...L..a~;.......ci....__...,..,......1 CIDH 2ftDIA I I I I I I. I I I I = -.c ~ D. CP C I ·I I I I I I I I Shear Force (kips) t:Q··~,<~" :~_--1 __ ,\ ::: -: .\ . ,:_\" . ' . . I-·-• ' ' !] . -: .. '. ::., i . . '. -:="' I'• ' •' "' ' . . ·,_ . ~ l ~r ~:\:___ ·;~ : __ ~·1-----=-a~----'\-~.-...,aa..+---4----¼-----4----+---+---+---+---l !1- ,i,;.: I - ' . ' . "'Case 1 oCase2 "Case 3 g ~---",-------*'---'-'·=·;.1.;-;.;_· ;....· -'--'----'--~:..,,,,,;.;;...a..----"'---'--"---'===='-=~"""--"-'·=··;...· ·;;..· ~'-'-~-=--I CIDH 2 ft DIA I I ,, I I I I I I ·1 i! -.c -C. GI 0 I I I I I I .I I I Bending Moment (in-kips) -7000 -6000 -5000 -4000 -3000 -2000 -1.0.00 0 1000 2000 ~000 0 ~--~i· ·.I·:--., I -,,-., ·I :I' 01-,, --;~--1: ,1,--1~_1, · ,I I · ,, ,l, · 'l I .. , 01 -·• l 'I I;. : I ·1 :1 ·I 1. I ~ ··' ,I-<·-~~~ I . ·~' ''').!,;, I e--" ' .... :·.----._ • ·-;~ ..• -~-' '-~I ~L-w~ ... :~. -· ~ . ·~ . -. ; . •: ' > ~,,1--~~--1------4---"---4---.t----!------1---...,l,, ll!la, ,----,--h-----l-----l ;,. ~ ·'-... -· :t-,,,:, ~I • - 0 .. ·,.- IO. -----· CIDH 2ft DIA i ,' . :' :'. ~ i ; '~: ·r . ! 'v Case 1 o Case2 e. Case 3 I I, I I I I I I I ~--I $ .c: _, ·c:· s. I I I I I I I I I Lateral Deflection (inches) 0.1 02 0.3 0.4 0,5 0.6 0.7 0.8 0.9 1 Ill=--~ ri · ' . i·· L., i •• ~ 1-----iil.._---1-----1--_.,,,,.,,..,,,..i,,,..---i----4,.----d-----+------1-----1-----1 '~ ll)J -•...• ('l')l.CC.. ,I.- :i- ,'--' ' .; 'h- t , .. . :b, .... :\7'9~I~~.1 ,g, Qa'1:1~2 . i ' ~~~ ~ :.!-,,. ---~-----__,._---+-.,,..,.-=--i'===--'~,....,,,.-!--....,,..-~---:-:::=-*=·-=···=--,-. _,.,,_,.__ --~__:...,....;,,.;....i CIDH 2.5 ft DIA 1· I I I 'I I. I I I I = -.c 'S. G> C I I I I I I I I I ., .... , b' --~· C • h" ., I ~ Shear Force (kips} - --~ ' CIDH 2.5 ft DIA \: il ,, ,: 7 i' I I I I I I I I I I I I :1 1: I I I I g .c a Cl) C -1.2E4 .o:. ' . ,. :8090 aending Moment (in-kips) -6000 -2000 0 2000 4000 ~i;1--,;=:o.........a ....... :....--J-.....a.'-"'---'=+=--.;....._=---+'-'--------'l-----+,---~~.,.J.:.,ili\l----+-----l ,, I I i1 ., i I ~-:l-:----,--i-,,,,-=-,--1----=-,....,....,, _:,-:_..,,._..,,._....,_j,,c---c:-:=::-:E;;;;;.:.....:....:;::.,---...;.:;_3:"-,_-=_'-'-'--......-'-9r-=-'=,;..,.:--Hll>---*a-~----f I I I ,. ~ 'I~ I i• ·i I ~ i;..· _;;._ _____________ ... , ----=----4"--~=---4-----------,..lll<-----~------,I. . v Case 1 i: pCase2 A Case 3 l5 i.;·;;;.· --'--'"--"'-'----'-""-4---=--......l------.,..,,-1----,,---..L...----_.,-.....,,,-,---....,.!--,,1,---,--~ CIDH 2.5 ft DIA I I I I I I I I I I I I I I I I I Lateral Deflection (inches) -0.1 0: 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 ,_ c.. c..• \ ID C'II 1-- 'I-, ; ~ -' ' ' ,_ :· , ':·, '~ i.,}W-f: . -<: ~:~:---1_;"1~~1~::--+' ----:f ...... ----'-"f~...:.,...;~...,,,.-a;...,=~t,-----=-"'"""r---"'"""""'.a.....:+-'-'---"-........;a+--"--+-----1 ; :9)_ ~· I~ :i,,, ' ~- ~!1-.. -----~.~·;:-,-'-__ ---...a+..;.;.;;..-=;....,.;+-=-..;....;;i-"--~f-,,--=.:--f,=..~---'-+--C----'-l------l---="-+--......... ----1 l~ ,ti,·., I .. >- .... :,· ~,1---=.......;j.,....'----l-----1------1--~--+----4------+-----1------+---i-----1 ·-vCase-1 oCase2 r, Case 3 ~ ... _~_ = __ "'-__ ... __ .-:;;;._~ __ ;;;._...;_;;..i ___ '--'----''.;_· ,;;.i;· -;_...;·;;_-;.;;· __:,;c.;;;,.,.=c.:;;.;;...J'---"-'----''--------"-"----.L.--_.:;;~ ....... =--''----..........I CIDH 3ft DIA I I Shear Force (kips) I -20 0 20 40 60 80 100 120 140 16.0 I I IO ------·---- I O·, ..... I U') --,_ ----------I ...... I I 0,-N ---I -- 1· -~ -.s::. IO a N, Cl) C I 0 ! (') I I IC) '------~ ---------------------_, C')' I· I 1· o,i "<t: I ~,:; -· ------- I v Case 1 o Case 2 I 0, "'C13~_E? 3 IO I CIDH 3ftDIA I I I I I I I I I I I I I I I I I I Bending Moment (in-kips) -1.8E4 -1.6E4 -1.4E4 -1.2E4 -1E4 -8000 -6000 -4000 -2000 0 2000 4000 6000 0 ·, I.-. ~~1;1·1• i, ,,-:··.,I 1·:1 '1 -~-•.• ·, l' ·,_, ,,-~ :, A VT I i·,irl. I' I ·i I' 11:l ., 1·1. 'I I' I!'., 11•1 'I!. ::. >~~ ~,. ··x .. ''"' . I --...._ R;;. . ~. __ : ¾K.. '"-I ' --~ --~ ! "\t. .. -: -I -I _ .. : I :;a. 1.:.. ~- : i : ',;case 1 oCase2. ; I I , i ·1 , • i "'Case 3 . ' ~· L-' .....J. __ ....i... __ ;.L__,_...JL-.-----L..--...1..---1'----.1.-.,.....,.~--~e---_J,-.,._...I'--,--__. CIDH 3ftDIA I I Lateral Deflection (inches) I I -0.1 0 0.1 . 0.2 0.3 0.4 0.5 0.6 0 · i J 1 1 • 1 ,J-:l :I ·· ,, ., , --~ · ·1 liJ;I ·, ,' 1 ~1 " :j ,j :j i .i · ;j. ,j: ·:j ··i :· i ·"i-r -r ., ·i ·j-}. ;· i' .,, ,, 1: · r 1 1· 1.' ·, ~. i . j . ·. ·. ,) 0.7 0.8 0.9 1 ,. I I ,..., I ... I I = -.c -'2. CD Q I I I - I ·-· 0 ..,. - -, l ' I -.-.- ,- I ~ I ~ j • --• • • • ,-:~ vCase1 -~ ,( aCase2 I -l1• 1• C "!, t:. ase 3 f5··.l----=4--"...___--11-;_._---1 __ ---1 __ --,1 __ -,1. __ ~---=-..I..---L---L----J I CIDH 3.5 ft DIA I I I I I I I I I I -I = -.c ... Sl. Cl) Q I I I I I I I I I , ... ,I-I ~ 1, i __ - ,I Shear Force (kips) 1; I I I CIDH 3.5 ft mA vCase 1 a Case2 t,, Case 3 I I I I I I I I I I I I I I I I I I I = - -3E4 -2.5E4 o·----. !_ Bending Moment (in-kips) -1.5E4 I· I• -1E4 -5000 0 '' -I 1· -, 5000 1E4 : vCase 1 ,oCase2 c,. Case 3 g.;.L---,-----,--L-----L-------,L-----L-----1-,,,------"~-,--.,.._ .,,. _______ -_..J_L....-J..---,-...,,,~ CIDH 3.5 ft DIA I I I I I I I I I I I I I I I I I I I = - Lateral Deflection (inches) -0.2 -0.1 0 0.j .9:2 _ ._ .. _. ,_~.3 9.4 . _ 0,.5 0-~ . _. 0_J Q._8_ .. __ 0.9 Oi:--1 ,·l I -I· 'J .I ·, J_ • I. I I '1 • ! ! ( ·J l l;~I I. : ; 1· I 1!.l ·I I' .I, I\ ;1 I l I! : I. I I, :::,I 1..1 l, ', ,•;j I I' I. !"·' •.I ·l 1··; i ,~ ' b • I '·1-' { )I' : . A, ,: t ':!! ::·1-~ ... ---1:'--.i ---i---,.i,.....,v-· ---.. ...-1-,1,-:: ----_-;-1--.... -----i --'I. ,..,.,_I ----I'-:/~_ -_. ·_-4-',,l/=""'-:;,---1. -i --~:. /. , .•. ·::: V" ... -:..i'.:,.·. ' U) .1----1,.,..--="'--~...--+-=-,,,.j'i!!;;''JI ··Cj-· --=--+-==,+.,....---1-,,,,!' !f.ff;,,,· =+¼;· ,...' _ ___,,1:,:---+-'----'---l ..... __ ,, ,. -·· v,.-.?,, . ·_v·· .. -:11.¥ .- ;~ ~ ,': '·· ,'-J .. :·_,, '. ~-;~ ... -=----4"-;.;._-----!i---·--ill-'"l ---1.aa··-------e~-'-+' ·----"'--1--=-=---+--·=··-.i··~/ __ ..j.: .... ·=· ----'-1------1;..._--1------1---............. . : ·~ I _ ... ! :-1 i 'V ; 1:_b . . • ': • :1 • ~ ' ' • ' i: "._! i_·. _/,' -I g.1--------=1--=---Hi!-.i!t,----l---,l;---+-"" ...... =+---=---il----.:i---....i----1-------+---=----'I--~ l'_/ I - ... ..... It) C') "" ... ... O·. -. ..,. ,_ '- ~:ti ';'' '' CIDH 4ftDIA I _ I I I I I I I I I I I -!::. .c .... 0. a., I c· I I I I I I I I Shear Force (kips) -60 -40 -20 0 20 40 . 60 80 100 120 140 160 180 200 220 240 O 1·,1,1 ·J· r_11,·1t n,;1 1ia··I 'l·,1:·11 ,I ,I f;,t· rt I,'!" "·I '1,',f I' ·t ·I I I v~·I ;1· ·, ·i.1-.1 ~-~,:;_;,i,-r· -.:1 i .I 11 I J. I l, · i-_-,·,.;;.r . . . .·· . . .. ,1·· .·: . ;. ·.· . .'-: ;-<; _/11·- • I , • -:• I, 1 • \ :.. : ; ~ • i ~~: • • I _.,: !- in, .... C\I" ~- - -~ : ! ! • I i i . CIDH 4 ft DIA ,f "1 Case 1 oCase2 i I I I I I I I I- I I I I I I I I I I I = - -4E4 0 .:.3.5E4 It) -----. ----. ---•· ,- -3E4 Bending Moment (in-kips) -2.5E4 .. _ ~2E4 -1.5E4 -1E4 -5000 0 5000 ~: !;:;-;:..;:.....::.:...;;;.;;.;.4_.:....;...;;;_...J.:...;;.;..;....,::,,.c---4----------'F=--·-------:a;-~·1--'·-..:-;:.::;·-=-----"'+~~-+---=-~¥~'-=-"-'4==~-=-t , I ,. o:· ,----·~ -~-J l N_ · ··1· ·I !I .c It) ·-------··. ----15. N ---· . --- ~ ' g,~------+-----l------l----""""-----=-==~-~~----i-=----+----,+--,-,,,,,....,....,..-:1-,,e--..,.,,;....., i --~- l ~-l-----'-~--....... ··~1----!-----,,!;----,,,--,t--,---~-~--~--1---=,--,,,1-,-,-=---:1~,,.;-e;-,l.,....,Jc---=-,,,,,.,.,..,... i I ,, !, ;;Case r oCase2 1:,,Case 3 f5:L .. ----',,-,.,.,.,..---'------'------!------,,-,,,.-'!,--,,,---..,.,_,=-----'----=-""~-,---!!'-,·--',-,::-:--:-",',=---_, CIDH 4ft DIA I ·I I I APPENDIX G I ASFE Geotechnical Insert I I I -1 I I I I I I I I I I I I Important Information about Your ~c Geotechnical Engineering Report I . GeoteChnical Services Are Performed f• Specific·Purposes, Persons, 1111 Projects I . · Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another I -, civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, preparrrl solelvfor the client No one except you should rely on your geotechnica1 engineering report without I first conferring with the geotechnical engineer who prepared it And no one -not even you-should apply the report for any purpose or project ' except the one originally contemplated. I Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. I Do not read selected elements only. A Geotechnical Engineering .... rt Is Based on A Unique Set or Proiect-Specffle__ _·_·: Factors I . · Geotechnical engineers cons~er a number of unique, project-specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general I , nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, ' such as access roads, parking lots, and underground utilities. Unless the I I 1· 1· geotechnical engineer who conducted the study specifically indicates otherwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes-even minor ones-and request an assessment of their impact Geotechnical engineers.cannot accept responsibility or liability tor problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnica/ engineering report whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ-sometimes significantly- from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report•s Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual I ,-,_,~: ~---~--~~.,.....,.;...,----~~~~--------------------------=---=·-~------..... I I I I I I subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability tor the report's recommendations it that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvlronmental Concerns Are Not Covered Do Not Redraw the Engineer's Logs I . , Geotechnical engineers prepare final boring and testing logs based upon , their interpretation of field logs and laboratory data. To prevent errors or The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvi- ronmental information, ask y'our geotechnical consultant for risk manage- ment guidance. Do not rely on an environmental report prepared tor someone else. omissions, the logs included in a geotechnical engineering report should I never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk Obtain Professional Assistance To Deal wilh Mold Diverse strategies can be applied during building design, construction, operation, and mq.intenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- fonned in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itseff be sufflcient to prevent mold from growing in or on the structure involved. I I I . I I i· I i' ! I I I I I I I I Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that Rely on Your ASFE-Member Geotechnical Engineer for Additional Assistance Membership in ASFE/The Geoprofessional Business Association exposes geotechnical engineers to a wide way of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with your ASFE-member geotechnical engineer for more information. ASFE THE GEOPROFESSIONAL BUSINESS ASSOCIATION 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017 e,mail: info@asfe.org www.asfe.org Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohiqited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this-document without being an ASFE member could be committing negligent or intentional (fraudulenQ misrepresentation. IIGER01115.0MRP '. Pro·e Contact SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE re w.:tt..~~ OFFICE USE ONLY UPFP# ______ _ HV# _______ _ BP DATE ____ ~-- :575---5 0 APN# Plan Flle# 0/ The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the Items are circled, applicant must contact the Fire Protection Agency with JurlsdlcUon prior to plan submittal. Facility's Square Footage Qncluding proposed project):_______ Occupancy Rating: _______ _ 1. Explosive or Blasting Agents 5. Organic Peroxides 9, Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials @ None ofThese. 4. Flammable.Solids 8. Unstable Reactlves 12. Radioactives PART 11: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISIONS (HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials-Division, 5500 Overland Ave., Suite 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. D CalARP Exempt I FEES ARE REQUIRED. Project Completlon Date: __ ! ____ / __ YES NO Expected Date of Occupancy: __ / __ / __ (for new construction or remodeling projects) 1. 2. 3. 4. 5. 6. 7. D ® D ~ D "'ifQ 0 0 0 D Is your business listed on fhe reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical wasle in any amount? Will your business store or handle Hazardous Substances in quantltles equal to or greater than 55 gallons, 500 pounds 200 cubic.feet, or carcinogens/reproductive toxins in any quantity? Will your business use an existing or Install an underground storage tank? Will your business store or handle Regulated Substances (CalARP)? Will your business use or Install a Hazardous Waste Tank System (Title 22, Article 1 0)? Will your business store petroleum In tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). Date Initials D CalARP Required I Date initials 0 CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: If the answer to any of the questions below is yes, applicant must contact the Air Pollution Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the issuance of a building or demolition permit. Note: if the answer to questions 4 or 5 is yes, applicant must also submit an asbestos notification form lo the APCD at least 10 working days prior to commencing demolition or renovation, except demolition or renovation of residential structures of four units or less. Contact the APCD for more information. YES NO 1. D ~ Will the subject facility or construction actlvities include operations or equlpment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http:/lwww.sdapcd.org/info/facts/permits.pdf, and the list of typical equipment requiring an APCD permit on the reverse slde of this from. Contact APCD if you have any questions). 2. D !: I 5. g (ANSWER ONLY IF QUESTION 1 IS YES) Will the sublect facility be located within 1,'000 feet of the outer boundary of a school (K through 12)? (Search the California School Directory at http:l/www.cae.ca.gov/re/sd/ for public and private schools or contact the appropriate school district). D Has a survey been performed to determine the presence of Asbestos Containing Materials? D Will there be renovation that Involves handling of any friable asbestos materials, or disturbing any material that contains non-friable asbestos? D Will there be demolition Involving the removal of a load supporting structural member? I I I 1,3 Name of Owner or Authorized Agent Date FIREDEPARTMENTOCCUPANCYCLASSIFICATION: _____________ ~---------------- BY: __________ ~------------DATE: __ ..,_/ __ -'/'---- EXSMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO"' APCD COUNTY-HMD APCD COUNTY-HMD APCD . . . A stamp m this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply . HM-9171 (02/l J) County of San Diego-DEH-Hazardous Materials Division -AFTER·PARTIAL DEMOLITION OF THE RO -· .... ~•L•~ -~~=-~=· ~· ~~~'----. -_81~~0N~-~-~~ J :.. 1::!UILUING J-<c:NUVA i IUN -----.. ------f{, I 13 0Ji(f:7 i~ -~ ;~ -~---j~ •. !fl--1l~~-::='.':=:-=-~ ===· ~·-~~'-:;::------==-----__ ==-..:~·-:_~ __ ·=-=..:_:·:~~--__:_ ____ --=..::~ w/sf~{;;k/JM = ,rJ~ ~f ~· +o iA/U--. -! Crr-1 /JrJ(J' cl-~Le (Mtd-~ 1 '':"'--- .... _.. ···-~--............... ...,-, ......... -J· OPlan OCM&I b.Fire 0 S"'(fCVL 3Di~6 f'!/S,1ssueoi,1J/(',A/?, /t;J/}_ I Dev Approved n:at-.. By ·,, 9/11((3 Crct:-) ~ BUILDING ; 1/-5 PLANNING cuto// 3 I :jG, ENGINEERING }7ik'»_} I ·!at--. .. FIR,~ Expedite? y (]I' AFS Checked by: . HazMat - . ·. . ifMslJ h f-,w_, Ol<! AJf/Jr fa £Jt/L i r1 . . ,J-~-' I Jvtal ft uof/J J ' ·. ?f~1h3 ~ WJ ~Jllc~r-~1/kJM ! # · . fawJ vLM. Rfif Jt-~ ,/o Cf'IIL l/J;kt i. f)Jo/L!J .~ fja}-./,J, w~ .. · j APCD Health F~rms/F~es Sent Rec'd Due? By Encil']a y N _Fire - -y N AazHealthAPCD -. y ,N P·E&M y N .School y N ' s_ewer ·,· . y N ~tormwater y N .. special !nspection ·y N CFO: Y-N LandUse: Density: lmpArea: 'FY; Annex: Factor. q/ 11'(13 e~-:n=~ ~ 1 t4-r 'j _ti:'.'" @-p<:-. . j 9(tt(t3-/Jfal{,7 e rC ( CB/3-lfi'3!) . . i 1)-;sl!J /ffUUJ I PFF: y N Comments Date ·Date ,Date : -Date Building 8'/rl/ 13 ,Planning Engineering q,/11 I 1?:> Fire $/d0}i3 ·Neei:i1. -<" (~ rf inff?) A} n, • ,i ::,A ~1 ~/,l_A ,p_, A.u/,., DDone . J--.fCJL -P.~,IJ, /.-A'IA,A, -V ~one .Sll All • \ 1.;J-. f\r. hO {~_._f )/J.pone I . If V --. DDone DOone .. ----.... ----LS5ue W/b ~~i/d;MJ ~s-Jmr~t c~-. ____ _ City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 11-14-2013 Plan Check Revision PE?rmit No:PCR13121 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: Building Inspection Request Line (760) 602-2725 2501 EL CAMINO REAL CBAD PCR 1563020800 Lot#: 0 $0.00 CB131839 PC13-45 Construction Type: 58 WESTFIELD: CHANGES tb FOUND AS REQUIRED BY SOILS ENGIEER Owner: CMF PCR L LC Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 09/09/2013 JMA 09/25/2013 09/25/2013 SHAY EVEN STE 1 3156 LIONSHEAD AVE CARLSBAD CA 92010 760-692-4019 C/O WESTFIELD PROPERTY TAX DEPT PO BOX 130940 DEPT WFLD CARLSBAD, CA 92013 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $145.0U Inspector: $145.00 $0.00 $0.00 Total Payments To Date: $145.00 Balance Due: FINAL APPROVAL Date: Clearance: ------ $0.00 NOTICE: Please take NOTICE that approval of your projecl'includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar-any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your rightto protest the,specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been aiven a NOTICE similar to this or as to-which the statute of limitations has nreviouslv otherwise exnired. Maria Emery From: Cynthia Wong Sent:· To: Tuesday, September 15, 2015 3:31 PM Maria Emery Cc: Subject: Stephen Fluhr; Barry Sasse (bsasse@us.westfield.com) RE: Westfield Mall permits Hi Maria, Thank. you for ·keeping me in the loop. UID-alil.e_to_sign-titial-with-tbe_exce.p_tJpn oftBl:3.2J8;1J My last email went to Kevin to find out if the signs were posted at each of the mall entry points and if red curb painting had been completed. When that is done, I can sign CB132181. Thanks Cindy From: Maria ·Emery Sent: Tuesday, September 15, 2015 3:26 PM To: Cynthia Wong Subject: FW: Westfield Mall permits Hi Cyndi, From: Michael Elliott [mailto:mikeelliott2@cox.net] Sent: Thursday, September 10, 2015 12:41 PM To: Mar:ia Emery; 'Stephen Flurh'; 'Barry Sasse' Subject: RE: Westfield Mall permits Barry, I have attached the report from my last review for your use. Please give me a cali at (760} 944-8463 once all items are confirmed to be complete and we will schedule a follow-up review. Feel free to contact me should you have any questi.ons. Thanks, Mike From: Maria Emery [mailto:Maria.Emery@carlsbadca.gov] Sent: Thursday, September 10, 2015 12:07 PM To: Stephen Flurh; Barry Sasse Cc: Mike Elliott Subject: Westfield Mall permits Hi Stephen, I spoke with Barry Sasse this morning and he said you will be the new point of contact for our Westfield Mall permits. Previously I had been working with Kevin Beideman and Bill Heitman to get these permits finalized, but I found out that they have moved on to other projects. 1 I!. There are three permits that I am working on and need signed inspection record.cards for·as I believe most of the work has been completed. The permits I am referring to are: :CB'1321i~ (shell plans for rrrali), :c~13i$39; (Robinsons's -May Foundation only), and CBi31997 {Vertical steel for new c·omplex). ·1 have included Mike Eliiott ~n this email as he is the person who will be signing off on the landscaping and he said there are still issues to be addressed before he can sign off. He can be reached at 760-994-8463 so that you can schedule him for a Site inspection or to go over where things currently stand.' After talking this morning to our Building Official, Will Foss, it is my understanding that each of these permits need to hav.e Mike Elliott, Jason. Goff (planner), and Cindy Wong (fire inspection) sign off.on th_e inspection record card. If you have a·ny questions, please feel free to give me a call. I look forward to working with you to get these permits approved! Thank you, Maria Emery Sehior Office Specialist City of Carlsbad 1635 Faraday Avenue Carlsoad, CA 92008-1949 www.carlsbadca.gov 760-602-2702 I 760-602-8%0 fax I maria.emery@carlsbadca.gov Facebook I Twitter I You Tube I Flickr I Pinterest l·Enews 2 A ~ CITY Oi= CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www .carlsbadca.gov Plan Check Revision No. Tc~ (3--l 2-l Original Plan Check No. CB t 3. 1 & :ft Project Address 2.t:;0\ fJ CruJ:5LC\Q R ~G\j\ Date &{Jt-9 /ZD)3 Contact~= p~JllD-lQC\Z,--\.UJf\ Fax7~lDqz-4iOS Email _ ---~-Ann1~.c.oro Contact.Address 5 5\o LiO'Cf:t\to.d f\\(Q..; blt . \ CityQ(v:: ~ Zip C\rD \ O , GeneralScopeofWork ~iDO 0~. Original plans prepared by an architect or engineer, revisions must be signed & stamped -by that person. 1 . Elements revised: · ,l}l], Plans D Calculations ~ Soils D Energy D Other __________ _ 2. Describe revisions in detail F 5. Does this revision, in any way, alter the exterior of the project? 6. Does this revision add ANY new floor area(sJ7 D Yes 7. Does this revision affect. any fire related issues? D Yes 8. Yes )a N; 3. 4. List page(s) where List revised sheets each revision is that rep/ace shown existin sheets D Yes @No 12:(No ~o ~Signature-=----~4--\-~1.,.t--u---t-------'------~----------- fh: 7 60-602-2719 Eax: 7 60-602-8558 am$ bui/ding@carlsbadca.gov www.cadsbadca.gov EsGil Corporation In <Partnersfiip witfi government for <:Bui(aing Safety DATE: SEPT. 11,2013 JURISDICTION: -CARLSBAD D~T D~ D PLAN REVIEWER D FILE PLAN CHECK NO.: 13-1839 (PC13-0045) REV. #1 -NEW PCR #13-121 SET: I PROJECT ADDRESS: 2501 EL ~AMINO REAL PROJECr NAME: REGAL-12 & 24-HR. FITNESS (3 STORY BUILDING ADD & REMODEL) ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitteo herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. · D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the che.ck list is enelosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: Michael Sheller 2049 Century Park East 41 st floor, Century City, CA 90067 ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Mike Telephone#: 310-575-5909 Date contacted: (by: ) Email: msheller@westfield.com Fax #: Mail Telephone Fax In Person ~ REMARKS: The demolition & shoring plans were issued under CB13-1572. -THIS IS A FOLINO. ONLY PERMIT. [Dimensional changes are under this plan modification only]. Sy: ALI SADRE, S.E. EsGil Corporation D GA D EJ D PC Enclosures: 9/9 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 \ ' ',I [DO NOT PAY -THIS JS NOTAN INVOICE} VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 13-1839 (PC13-0045)' REV. #1 -NEW PCR #13-12:l PREPARED BY: ALI SADRE, S.E. DATE: SEPT. 11,2013 BUILDING ADDR~SS; 2501 EL CAMINO R~AL BUILDING OCCUPANCY: M/ A2/B TYPE OF CONSTRUCTION: 11-B/SPR. BUILDING AREA Valuation Reg. VALUE ($) PORTION ( Sq. Ft.) Multiplier Mod. FOUNDATION WORK ONLY Air Conc;litioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By_Ordinance l i Bldg. PermitFee by Ordinance i:J I Plan Check Fee by Ordinance iJ $145.ooJ Type of Review: ,. r Repetjtive Fee ~ Repeats * Based on hourly rate Comments: r ,. Complete Review r Structural Only r Other P' Hourly EsGil Fee ,. c===J]Hr.@* ~ $11s.oo] Sheet 1 of 1 Leighton Consulting, Inc. A LEIGHTON GROUP COMPANY To: Attention: September 5, 2013 Plaza Camino Real, GP 2049 Century Park East, 41 st Floor Century City, California 90067 Mr. Mike Sheller Project No. 603522-001 Subject: Foundation Plan Review, Proposed Retail Expansion (Reconfiguration and Additional Retail) Westfield Plaza Camino Real Carlsbad, California Reference: Leighton Consulting, Inc., 2013, Geotechnical Investigation, Proposed Reconfiguration and Additional Retail, Westfield Plaza Camino Real, Carlsbad, California, Project No. 603522-001, February 21, 2013 ANF & Associates, 2013, Structural Plans, Retail Expansion, Westfield Plaza Camino Real Carlsbad, California, Sheets ST1, ST1A, ST5, ST9, ST10, sr10, ST11, ST12, ST15, S1.0, S2.0 and S6.0, PJN 1739, August 21,2013 In accordance with your request, we have performed a geotechnical review of the foundation plans for the proposed retail expansion (reconfiguration and additional retail) at Westfield Plaza Camino Real in Carlsbad California. Our review was performed to identify potential conflicts with the intent of the referenced project geotechnical document (Leighton, 2013). Based on our review, we are of the opinion that the Foundation Plans (ANF & Associates, 2013) were prepared in general conformance with the referenced geotechnical document. The conclusions and recommendations in this review are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological subsurface conditions can and do occur. Therefore, the findings, conclusions and recommendations presented in this review and previous report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of this project. Only with these observations are we able to confirm that our preliminary findings are representative for the site. 3934 Murphy Canyon Road, Suite B205 • f.~o,/J9~ii!s 858.292.803011 Fax 858.292.0771 O)M_ C& Li l!J_q 603522-001 If you have any questions regarding our letter, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON CONSUL TING, INC. J/fi-(J&L William D. Olson, RCE 45283 Associate Engineer Distribution: (1) Addressee (3) Hofman Planning, Mr. Bill Hofman -2-Leighton ------------· -~ ------·--·---·---· -------· --- Final Inspection required by: f(r/;:,, &ft.~ &-66,'L WI Cf3/,3/1'3J c~J _ (!/o/ (2, re 41/ {!av~.;,,.__ 1te./;.w JJJ <llL tj /ii/ I} -/<Ji(P p ( (µ4, €,~ FC (P3 I 3· W31_]) 0 Plan O CM&I D Fire D !sw DrssuED Approved Date By BUILDING t;/11( I;, Ao PLANNING -- ENGINEERING FIRE Expedite? y N j ocv.j AFS Checked by: HazMat 6 ~ \.o ¼,~'e._,fL r n · \ · \._Al~ ~~ \ <( 3> '\ APCD Heal.th ' Fc,lrlJ!S/Fees Sent-,Rec'd . Due? By Encina y N Fire y N r1~11!) . . . -~ lafJ£d-J~ . AJJ!lf-~ U ~fl~ re[ v{p tftS J . HazHealthAPCD ' y N PE&ll!l y ·-N School y N Sewer .. y N . . · Stormwater y N Special Inspection -y N · CFO: y N. LandUse: Density: JmpArea: FY: Annex; Fa~tor: PFF: y N ,comments Date Date Date Date Building .. Planning Engineering ' Fire Need? 5/,'pSfl~ _j/,1,r:;one I ' Cl_Dor:ie ODone ODone ODohe . ··---·· ----·· -· . ------· ---·----~·------- I I \ I I I I I \ ) ' I / / \ ·-i._ ·, ·-. I \ ·-.,-\ . • I )-, ---~. -~ '=I:• @ "' "' u: u: @ ---·---- ·-·-·-·-·-·-·-·7 @ i I "'. NI u: i u: i i I i ® ~~ -· / . . . : ,/ : . "' "' u: u: . . . . .; ! • '\' . . .,. . . . ' --~---~.,-" • _Y .. • I I ' m 1ii a. " • C il ' -0 0 ' "' 0 C "' "' e "' " ~ "' 0 • a " "' -i 0 m ., ... ~ :::1 ':l e . ' •• a. <J) Se 0 .:-w w ~ -z 0 ~ w B --r- 50-t- S' w ~ -z 0 ~ w A Approximate location of Previous Surcharge Fill (LC, 1968) A' --r-I I I I I I I I I I I 1-r- l I I Building I I I I I I I I I I CPT-4 I Footprint I I I I CPT13 I I I I Existing drade '. LB-i f.1---J--+--BulldinQ Footprlnt+-4--1---1 I I I I I I ! ·-...l._. ___ _l __ ,_,_,.J.,_, ____ ..J.,_, __ ,_L,_, ,_. ., I I I I ----~-----~~ ~---~-----~----~----~-----~-·---~----~-----~----~~50 I I . I I ! l I , ,/ I I F.F. 28 !FEET I I I Afo I I I 50- ,t,;f o=~I __ .....,,_='-= 1--~-I I I ---,JL=~; ~,--=i--, ,-,-~ --,-,--,---1 ----~ol----; ---: ----:-----: ----: ----:----: ----: ----:oa1 ___ : __ f.-1 o I I I I i I I I I _J --11 I : : : : : : I --:-•-: : : o- I I I Qol ! I _ ....+--···="'.5' I I Tslo I ------i-----1----, - - ---i-----,---;::,...,~ ---i-----, ----,-----i-----,----,+--50 I I T.D.=81.sr I -+--l I I I ! I I Qol I I I --..., -I I I Tso I I I I I I 1---i I I I I I I I I I _1-1-----1 ,.o.=112' Tsa 1 1 1 1 1 1 1 1 1 -50- -100 -' -100 0 50 1 00 150 200 250 300 350 400 450 500 550 600 N20'E --:::::.::: S' w ~ -z 0 ~ w i-------------Bullding Footprint --------------1 Building Footprint --Hr--r-~-----Buildlng footprint -------i 8-7 CPT-4 B' i CPT-5 I I I I I I I i I I I I I {Pf9,1-l5'N) I I I I CPT-6 I I I I I CPT-1 I I I I I -{PtDJ. $'S) lntersecti~n Wlth1. ! I Tr I :B-2, <Proi-1o'Hl , Bulldl'lg Footprint I I : I I I I I I ; I (Pn,f. ,o·s, I I i I I I I I i I LB 1 Crossi-sec11on A-f, i I I I ~["'·"" , I I i I I I I I I I i i I , I I , I I I I I i I I I I I I L--r I I I I I -·-1-·-·-·-1---·-·-1--·-· ~I I I B-3 I I I 8-1~ I I 8_10 I I I I I I I - I I I i I I I I I ! I I ~ .I I I I I ,• ·1 · I I I (P,a/. es) I ' I I I I ~ •t-•1-·-·-·-·1-·-·-·-·1-·-·-·-·-·-·-·-·-·-·-·-·.-·-·~·-·1-·-·-·-1-·-·-·-·.-·-·-·-·1-·-·-·-·1-·-·-·-·-·-·-·-·1-·-· t-·-·1--·-·-·1-·-·-·-·-·-·-·-·1-·-·-·-· · ·-·-·1-· I I I I I ., I I I ...... I ! ! I : '. ' .,,.-' I ' ' I I -....... : -1~ ---l-1------+----~-· ---r ~-- ' -+-- -+.. I-+ I---r-7 · -r --1 · +7· 7 i---+ ~ + ,.... -l : --7 I-7 -I--+ -! t-+ ---! --· ,,1-. ----·· ' l (--50 , , 1 i I I I I '·, I I , I I I I , I .. "'' I I I I I ! I I ' I I ! I I I I I I I · 1 1 1 1 1 1 1 : • 1 1 , , . , 1 , , , 1 1 1 1 1 1 1 Afo 1 1 i I I I I I I i 'Af I i I _.SZJ. __ A.i9. __ 1 __ _J_ _____ 1 __ _J_ i ' I ' ,o-,· i ! Afo I I I I I I Afo I~ I I I I I I Afo I ! I I Afo1 I I I I o _l----l--"T"--,---1--1 I I I , I -::-l --.;:--.... __ , ___ , ___ I _____ · .. • _: ___ , _________ ....l---1------+--+---I---; --+--:'.~-1---t---l---l---+--+ o--j='"-=--=--'-=---=--~--=---=-_-c _ -::::-__ :i.-::::-_-::-_ ~----_ -:::-_ -=--_ cl. ____ 4 ______ .l=---....L=--=----c--=--_ " ____ .J_ ./... __ L ____ .l _ _ _ .J _____ L _ ... __ .l ____ .J _______ '--____ .l _____ _T:•·--17: ___ "-____________ .J _____ L ____ .:__-:::-_-:::-_ .J ______ '-----__ ..:. _____ .J _ -___ L __ __ _ ___ .J __ .. _ ... L ____ .l ____ .J _____ L _ +. _ .l ____ .J _____ L ____ .l ____ .J ____ -4-0 i I I I I I I ! 1 --I I I I ,V I I r.o.;;,i I I I i I "-I I I I I I I I I I I I I I I I I I I I I I I I Qol I I I I I Qol I / I I I I I I I I I i " I I Pol I I I I I I : I I I I I I I Qol I I I I I I I r.0,;,;2, I I I I / I I I ' I I I I I I "-I I , I ! I I I I i I I I I ! I I I I I I I I I I I I I V I I I • I I I I . I I ' ----._ I I I I , ' I I I I I I I I I I p w w ~ -z 0 I I I I I _____ 1_ I I I I I ---: .;. , I I i ' I I ' I 1Tso I . ..__ --I--_ L _ _ _ _ I I , : I I ' I Qol I I I I I I Qol I 501.--=--~-;--=.-~-7 ---=---=r_::,~.--= T----;~-:Sa• --i----T---=7~-~--r-_::--=-=--=-i--=--=-r---r.0,7~---7----,fa----------------r----T----:----·-i----_ T __ , ---7-·----·-;-----------7-----i-----------T-~-r--=---:=--=--~-=--=--i -=------=-=i--=--=--: -=---i ~-----1-----fc-=21 ·5' -T----7-----i ----:----7-----;t--50 I I I i I I I I I I I I I i I I I I i I I I I I T.D.=or I i I -1 --t----I __ _j_ _ I I I ~ w 1 1 1 1 1 , 1 1 1 1 1 , 1 1 1 1 1 -=-1 -r --1---+ __ _ I I I i I I I : , I I I I . I I I I I T , I , I I , ' r.o.-,12 1 I I I 1 -100-t-------+----7-----f-----+----7-----f-----+------,-- - --,---------------f------+------7----------~ ----7----------+----------f------------1-----f-----+------1-----f--s___a_ _ -----7-----f-----,----------, -----,-------1-----, ----+----~-----r----+ ----------f-----------j------r -100 I I Tsa I I I i I so I i I I I I ' ' I : I I I I ! i I Tso I i i I I Tso i I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I 150 -150 - 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 BOO 850 900 950 1000 1050 1100 1150 1200 1250 1300 1350 1400 1450 1500 1550 1600 1650 1700 1750 1800 1850 1900 1950 2000 2050 2100 2150 2200 2250 LEGEND - • - • -APPROXIMATE LOCATION OF SURCHARGE FILLS Tso Afo Qol APPROXIMATE GEOLOGICAL CONTACT TERTIARY SANTIAGO FORMATION OLDER ARTIFICIAL FILL (LEROY CRANDALL, 1968) QUATERNARY ALLUVIUM ~ ,. 100 SCALE "" PLATE2 ff Leighton GEOLOGICAL CROSS SECTIONS A-A' AND B-B' WESTFIELD PLAZA CAMINO REAL CARLSBAD, CALIFORNIA Proj: 603522--001 Eng/Geol: WDO/MOJ Seate: 1 "=50' Date: 02/2013 --.,-1-"" I ,_,.,. _ _,,,_,~.,.~(<I>_,,.,.,,,..,...,_,._