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1750 KALMIA CIR; ; CB971645; Permit
06/09/98 16:36 BUILDING PER MI T Page 1 of it-iso Job Address *2.8 KALMIA CR Suite: Permit Type: COMMERCIAL BUILDING Parcel No: 215-020-01-00 Lot4*: Valuation: 54,600 Occupancy Group: Reference#: Description: POINSETTIA HILL POOL REC. BLDG 700 SF, Permit No: CB971645 Project No: A9300377 Development No: 0EV92005 Construction Type: NEW Status: ISSUED Applied: 06/17/97 2 BATHROOMS Apr/Issue: 06/09/98 74 oèbL :0jJM09 760 929-1600 C-PRMT 5612.00 Appl/Ownr: WESTERN PACIFIC HOUSING 2385 CAMINO VIDA ROBLE #107 CARLSBAD, CA 92009 *** Fees Required *** -i------- Fees: -5,896.00 Adjustments: /oo I Total Fees: 5,8,$6.00 Fee description ------------------- FéëCollected&Cred--- -* ** ------------------------- .00 Total S. 284.00 5,612.00 Aft t S JJn\t Ext fee Data 437.00 / \ 284.00 Strong Motion Fee I r N J)1 11.00 Enter 'Y" to Autocelc'P .F. 994.00 Y Pass-Thru Fees(Y/N) or WaiVed(W)l?i> / J N Payoff Fee for CFD > 11 81. / / 1581.00 Enter #Units & Code PotableW'a,r / / 2400.00 D5/8 Enter "Y' for Piumb'çLg Issue\FeZ7'> 1 / 20.00 Each Plumbing Fixtur or 1rai > ' 9/ 7.07 63.00 Each Building Sewer 1962 15:00 B: Install/Repair Each Water Heater and/or VJ fj>_ ,7.00 7.00 Gas Piping.System (1>5' \i ,/7.00 7.00 Enter 'Y' for Electric Issue ee V 10.00 Y Single Phase Per AMP .25 25.00 Enter 'Y' for Mechanical Issue Fee> 15.00 Y Each •Exhaust Fan > 3 6.50 19.50 FINAVAPflOVAL H CLEARANCE CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 .L)LA.L .1. '.4 .L L L X' I .1. III .L L. Plan. Check - I / -SEWER PERMIT 06/09/98 15:57 Page lof 1 Job Address: 6428 KALMIA CR Suite: Permit Type: SEWER - RESIDENTIAL Parcel No: 215-020-01-00 Permit No: SE980097 Bldg PlanCk#: CB971645 Description: POINSETTIA HILL Status: ISSUED 700 SF POOL REC BLDG-POINSETTIA HILL Applied: 06/09/8 Apr/Issue: 06/09/98 714-644-5718 Expired:( Prepared By: DR 7864 06/09/98 0001 01 02 C-PRMT 2937-00 Fee Collected & Credits 7 - -- J11Odi: .00 Total .00 l neD \ 2,937.00 Data 1.00 1 00 Sewer Fee 1824.00 Enter Sewer EDUs * a f*t Are .00 1113.00 J SEWER TOTAL k 2937. 00 - FINAL APPROVAL - - - • OTF (L:ARANCE_._ - CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 Pérmitee: POINSETTIA HILL LTD. 23 CORPORATE PLAZA #139 - NEWPORT BEACH, CAr 92660 *** Fees Required *** Fees: 2,937.(' Adjustments: JQO Total Fees: 2,9 7.6. Fee description - 4 Enter Number of Unii's I Total EDUs I I JtL PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1161 Address incuude FOR OFFICE USE ONLY PLAN CHECK NO.7i V5 EST. VAL. Plan Ck. Deposit - 19cO1) Validated y/ Date27fq7 I Business Name (at this address) Legal Description - - Lot No. Subdivision Name/Number - Unit No. Phase No. Total # of units f-o C1ftA .-'/ i2eeo. Lo Assessor's Parcel # Existing Use Proposed Use 3AUNI75 ".'/195 AWA Description of Work SQ. FT. #of Stories # of Bedrooms # of Bathrooms Uzml,4&c 7O CO SON Of different from applicant) Name Address City State/Zip Telephone # Fax # _/',0C Name Address 3 -ç (/' C #/,.tate/ZiP - Telephone # PROPERTY OWNER Name Address City State/Zip Telephone # [. CONTRACTOR - COMPANY NAME (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500)). (4,viCô Hwi, p4.Qc43,.( :ttS(C7 dt- q200T /600 Name Address City I State/Zip Telephone # State License # '2' -7--7aci License Class City Business License # I 2 ô3 9'j :::::_ Address '137 F7Pj Hy. /0! City - State/Zip4 Telephone 792 q 2 WORKERS' COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company (Q? cam 00. Policy No. - Expiration Date___ 1-7 ________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the 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 h In adfiltlefr-teSthe cost of compensation, damages as provided for in Section 3706 of the Lab co7, Interest and attorney's fees. SIGN~ATURE DATE NEI RAT I hereby affirm that I am exempt from the Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions 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). C3 I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO I (have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number I type of work): PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner HazardoUs Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. [8. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME 5,q)WA /t' LENDER'S ADDRESS i'fq)C McAi-,io, L'c4. 6'.€.'t'4'o'r Z:meI1Cg7&(o0 I4L1CANTCERTIRCATIÔW - - I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit, of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced w 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after t o corn nced f,p a perod of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB971645 FOR 11/20/98 DESCRIPTION: POINSETTIA HILL POOL REC. BLDG 700 SF, 2 BATHROOMS TYPE: COM JOB ADDRESS çi750KAIMIACR APPLICANT: WESTERN PACIFIC HOUSING PHONE: CONTRACTOR: PHONE: OWNER: PHONE: INSPECTOR AREA PS PLANCK# CB971645 0CC GRP CONSTR. TYPE NEW STE: LOT: 760 929-1600 REMARKS: C/WALLY/804-5952 INSPECTOR SPECIAL INSTRUCT: TOTAL TIME: --RELATED PERMITS-- PEBNIT# TYPE STATUS SE970095 SWRSD ISSUED GR970032 GRADING ISSUED 5E970158 SWRSD ISSUED 5E970163 SWRSD ISSUED RW970292 ROW ISSUED CB980262 RETAIN ISSUED CB980377 RETAIN ISSUED WM980007 WMETER ISSUED CB980904 RETAIN ISSUED SE980097 SWRSD ISSUED SE980111 SWRSD ISSUED SE980112 SWRSD ISSUED SE980113 SWRSD ISSUED CB981972 POOL ISSUED 5E980137 SWRSD ISSUED 5E98 0155 SWRSD ISSUED CD LVL DESCRIPTION ACT COMMENTS 19 ST Final Structural 29 PL Final Plumbing 39 EL Final Electrical 49 ME Final Mechanical ***** INSPECTION HISTORY ***** DATE DESCRIPTION ACT INSP COMMENTS 111798 Final Combo NR PS 111398 Final Combo. CO PS 111298 Final Combo NR PS 111098 Final Combo NR PS 110998 Final Combo NR PS 110698 Final Combo NS PS RESET FOR MONDAY 11/9 101598 Final Electrical AP PS 101598 Fence/Pre-Plaster AP PS 101398 Fence/Pre-Plaster NR PS 101398 Final Electrical NR PS 100998 Fence/Pre-Plaster CO PS 11/23/98 INSPECTION HISTORY LISTING FOR PERMIT# CB971645 DATE INSPECTION TYPE INSP ACT COMMENTS 11/20/98 Final Combo PS AP 11/20/98 Final Combo RI RI C/WALLY/804-5952 11/19/98 Final Combo PS NR 11/19/98 Final Combo RI RI B/WALLY/804-5952 11/17/98 Final Combo PS NR 11/17/98 Final Combo RI RI C/KELLY/ 11/13/98 Final Combo PS CO 11/13/98 Final Combo RI- RI C/WALLY/804-5952 11/12/98 Final Combo PS NR 11/12/98 Final Combo RI RI C/KELLY/801-7269 11/10/98 Final Combo PS NR 11/10/98 Final Combo' RI RI C/KELLY/801-7269 11/09/98 Final Combo RI RI C/ RESET FROM FRIDAY 11/09/98, Final Combo RI RI C/KELLY/ 11/09/98 Final Combo PS NR 11/09/98 Final Combo PS WC 11/06/98 Final Combo RI RI C/KELLY/801-7269 11/06/98 Final Combo PS NS RESET FOR MONDAY 11/9 10/15/98 Final Electrical RI RI R/KELLY/801-7269 10/15/98 Final Electrical PS AP 10/15/98 Fence/Pre-Plaster RI RI R/KELLY/801-7269 10/15/98 Fence/Pre-Plaster PS AP 10/13/98 Final Electrical PS NR 10/13/98 Final Electrical RI RI C/KELLY/ 10/13/98 Fence/Pre-Plaster PS NR' 10/13/98 Fence/Pre-Plaster RI RI C/KELLY/ 10/09/98 Final Electrical PS CO 10/09/98 Final Electrical RI RI B/KELLY/801--7269 10/09/98 Fence/Pre-Plaster PS CO 10/09/98 Fence/Pre-Plastei RI RI B/KELLY/801-7269 10/02/98 Fence/Pre-PlasterL. PS CO 10/02/98 Fence/Pre-Plaster RI RI C/WALLY/804-5952 09/09/98 Interior Lath/Drywall PSI AP 09/09/98 Interior Lath/Drywall , RI RI C/KELLY/804-0736 09/09/98 Exterior Lath/Drywall PS' AP 09/09/98 Exterior Lath/Drywall RI RI C/KELLY/804-0736 09/08/98 Interior Lath/Drywall PS. NR 09/08/98 Interior Lath/Drywall RI RI C/WALLY/804-5952 09/08/98 Exterior Lath/Drywall PS NR 09/08/98 Exterior Lath/Drywall RI RI C/WALLY/804-5952 09/02/98 Insulation PS AP 09/02/98 Insulation RI RI C/WALLY/ 09/02/98 Rough Combo PS AP 09/01/98 Insulation PS NR 09/01/98 Insulation RI RI C/ 09/01/98 Rough Combo PS NR 09/01/98 Rough Combo RI, RI C/ 08/31/98 Rough Combo PS NR 08/31/98 Rough Combo RI RI R/WALLY/804-5952 08/27/98 Rough Combo - PS NR 08/27/98 Rough Combo RI RI R/WALLY/804-5952 08/26/98 Rough Combo , PS CO 08/26/98 Rough Combo RI RI R/804-5952 HIT <RETURN> TO CONTINUE... 11/23/98 INSPECTION' HISTORY LISTING FOR PERMIT# CB971645 DATE' INSPECTION TYPE INSP ACT COMMENTS 08/21/98 Shear Panels/HD's PS WC 08/21/98 Shear Panels/HD's RI RI C/KELLY/804-0736 08/20/98 Shear Panels/HD's PS AP 08/20/98 Shear Panels/HD's RI RI C/WALLY/804-5952 08/19/98 Shear Panels/HD's PS CA REINSP FEE NOT PAID 08/19/98 Shear Panels/HD's RI RI C/WALLY/804-5952 08/14/98 Shear Panels/HD's PS NR 08/14/98 Shear Panels/HD's RI RI C/WALLY/804-5952 08/13/98 Shear Panels/HD's -PS NR 08/13/98 Shear Panels/HD's RI RI C/WALLY/804-5952 08/11/98 Shear Panels/HD's PS NR 08/11/98 Roof/Reroof PS AP 08/11/98 Roof Sheathing/Ext Shea RI RI C/WALLY/804-5952 .07/15/98 Underground Combo PS; AP 07/15/98 Underground Combo RI RI C/WALLY/804-5952 07/07/98' Ftg/Foundation/Piers PS AP 07/07/98 Ftg/Foundation/Piers RI, RI C/WALLY/804-5952 07/01/98 Underground/Under Floor DH AP 07/01/98 Underground/Under Floor RI RI C/WALLY/804-5952 06/24/98 Underground/Under Floor , RI RI C/WALLY/804-5952 06/24/98 Underground/Under Floor PS CA 06/23/98 Ftg/Foundation/Piers RI RI C/KELLY/ 06/23/98 Ftg/Foundation/Piers PS CO 06/23/98 Underground/Under Floor RI RI C/KELLY/ 06/23/98 Underground/Under Floor PS CO 06/22/98 Ftg/Foundation/Piers RI RI B/WALLY/804-5952 06/22/98 Ftg/Foundation/Piers PSI AP 06/22/98 Underground/Under Floor RI RI B/WALLY/804-5952 06/22/98 Underground/Under Floor PS AP HIT <RETURN> TO CONTINUE... FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING IRE PLANNING CMWD ST LITE PLAN CHECK#: CB971645 DATE: 10/28/98 PERNIT#: CB971645 PERMIT TYPE: COM PROJECT NAME: POINSETTIA HILL POOL REC. BLDG 700 SF, 2 BATHROOMS ADDRESS: 1750 KALMIA CR Lot# cci 2914 CONTACT 'PERSON/PHONE#: C/KELLY/801-7269 SEWER DIST: WATER DIST: INSPECTED DATE / BY: INSPECTED: APPROVED ,' DISAPPROVED INSPECTED DATE, BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED - DISAPPROVED ---------------- COMMENTS: ot FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING CNWØ' SLt PLAN CHECK#: CB971645 DATE: 10/28/98 PERNIT#: CB971645 IT TYPE: COM PROJECT NAME: POINSETTIA HILL POOL REC. BLDG 700 SF, 2 BATHROOMS ADDRESS: 1750 KALMIA CR (4j, pLr Lot#6 CONTACT PERSON/PHONE#: C/KELLY/801-7269 SEWER DIST: WATER DIST: - INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED - COMMENTS: / ¼ FINAL BUILD SPECTION DEPT: BUILDING ENGINEERING F PLANING C D ST LITE PLAN CHECK#: CB971645 DATE: 10/28/98 PERNIT#: CB971645 PERMIT TYPE: COM PROJECT-NAME: POINSETTIA HILL POOL REC. BLDG 700 SF, 2 BATHROOMS ADDRESS: 1750 KALMIA CR Lot# CONTACT PERSON/PHONE#: C/KELLY/801-7269 SEWER DIST: WATER DIST: INSPECTED , DATE BY: UV7 INSPECTED: _ APPROVED DISAPPROVED - INSPECTED DATE BY: INSPECTED:- APPROVED DISAPPROVED - INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED - COMMENTS: FINAL ILDING INSPECTION DEPT: BUILDING ENGINEERING EF-IREl PLANNING CMWD ST LITE PLAN CHECK#: CB971645 DATE: 10/28/98 PERMIT#: CB971645 PERMIT TYPE: COM PROJECT NAME: POINSETTIA HILL - - POOL REC. BLDG 700 SF, 2 BATHROOMS ADDRESS: 1750-KALMIA CR Lot# H 198 CONTACT PERSON/PHONE#: * C/KELLY/801-7269 - H SEWER DIST: WATERDIST: LY==== INSPECTEP BY:. DATE / INSPECTED: APPROVED DISAPPROVED - INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED - DISAPPROVED - COMMENTS: - EsGil Corporation fProfessionaJP(an Review Engineers DATE: 9/3/97 D APPLICANT JURISDICTION: Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 97-1645 , SET: II PROJECT ADDRESS: PROJECT NAME: Poinsettia Hill Pool Building fl The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes.. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when mino deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted.for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the checklist has been sent to: . Esgil Corporation staff did not advise the applicant that the plan check has been completed. fl Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: . Telephone #: Date contacted: (by: ) Fax #.- Mail Telephone (-Ejj\3 In Person REMARKS: Fourfion certification by soils engineer is required. Soil expansivity needs to be checked. See footing and slab recommendations on S-4. By: Mike Kratz Enclosures: Esgil Corporation El GA El CM fl EJ 0 PC 8/26/97 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: -)o,'nse1iiô -41 EST.VALUE: 541,600 Cit f Carlsbad BUILDING PLANCHECK CHECKLIST DATE: 6-1Z3 -97 PLANCHECKNO.: CB BUILDING ADDRESS: )750 r. ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to guild. A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please se - attached report of deficiencies marked i h 0. M ke necessary corrections to plans or spe ification for .compliance with applicable codes an s andards. Submit corrected plans and/or specifications to this office for review. C-j' Afl f By: By: By. ) Date: / Date: Date: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: By: Date: ATTACHMENTS ENGINEERING DEPT. CONTACT PERSON Dedication Application Dedication Checklist Improvement Application Name: David Rick Improvement Checklist City of Carlsbad Future Improvement Agreement Address: 2075 Las Palmas Dr., Carlsbad, CA.92009 Grading Permit Application Phone: (619) 438-1161, ext. 4324 Grading Submittal Checklist Right-of-Way Permit Application - Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet A-4 Isbau,CA 92009.41576 • (61 9) 438-1161 • FAX (619) / BUILDING PLANCHECK CHECKLIST 7 / 2N01 3RD/ 1J SITE PLAN 1.' Provide a fully dimensioned site, plan drawn to scale. Show: North Arrow . ' D. Property Lines Existing & Proposed Structures E. Easements Existing Street Improvements F. Right-of-Way Width & Adjacent Streets G. Driveway widths 2. Show on site plan: A. Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards.an adjoining street or an approved drainage course. ADD .THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to sviale 5' away from building." B. Existing & Proposed Slopes and Topography .LI 3. Include on title sheet: Site address - Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION DISCRETIONARY APPROVAL COMPLIANCE )U LI ,4a. Project does not comply with the following Engineering Conditions of approval for Project No. GTg3.e,3 .- LI LI LI 4b. All conditions are in compliance. Date: H:\WORD\DOCS\CHKLST\BuiIdng Planchecic /2,1st 8P0001 Form DR.doc 2 - Rev. 12/26/96 - BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 2N0/ 3RD/ 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $, pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required: Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 %" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the ,value of the construction exceeds $ , pursuant to Carlsbad Municipal Code Section 18.40.040. ?s-q - 51 7S Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the. appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: kJ'D' 5 Date: 7 0 L3 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $_________________ so We may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: H:\WORD\DOCSCHKLSflB,jJding Pantheck Cklst BP000I Form DR.doc 3 Rev. 12128/96 BUILDING PLANCHECK CHECKLIST St./ 2nd/ 3rd/ Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rouah aradina approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) U Q U 7d. No Grading Permit required.. MISCELLANEOUS PERMITS LI LI 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work. àdjacentto the public Right-of-Way. Types of work include, but are not limited to: Street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. .. Right-of-Way permit required for: H:\WORD\DOCS\CHKLST\Building plar,check CkIsI BP0001 Form DR.doc 4 Rev. 12/26/96 BUILDING PLANCHECK CHECKLIST nd/ 3rd./ 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. ,A4f1' EU 10. INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Permit. Industrial Waste permit accepted by: Date: 11. NP- DES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to. issuance of grading or building permit, whichever occurs first. & /Q 12. tquired fees are attached W e "No fees required t'.vt p'i 0-Ice El CY/ A-I c4i cea i 13. Additional Comments: rej r y P 4 H:WORDDOCS\cHKLs1180ding Plantheci, Ckt BP0001 Form DR.doc 5 Rev. 12/26/66 'I ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 0. Estimate based on unconfirmed information from applicant. o Calculation based on building plancheck plan submittal. Address: )1O Vr betic, Bldg. Permit No.IR 9 7'ji, P7 Prepared byl) (Ict Date: Checked by: 1). Rjz Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: PDDt Sq. Ft./Units:______________ ED U's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: Sq. Ft./Units: ADT's: FEES REQUIRED: I PUBLIC FACILITIES,f'EE REQUIRED: EVs 0 NO (See Building Department for amount) WITHIN CFD: Q'\'ES (noLbridge & thoroughfare fee, reduced Traffic Impact Fee) 0 NO PARK-IN-LIEU FEE PARK AREA: FEE/UNIT: X NO. UNITS: =$___________ 0-2. TRAFFIC IMPACT FEE ADT's/UNITS: X FEE/ADT: =$___________ 3. BRIDGE AND THOROUGHFARE FEE - ADT's/UNITS: X FEE/ADT: =$___________ FACILITIES MANAGEMENT FEE ZONE:20 UNIT/SQ. FT.: X FEE/SQ. FT./UNIT: = $____________ '5 SEWER FEE PERMIT No. - EDU's: X FEE/EDU: k. 924 = $ 11 BENEFIT AREA:, DRAINAGE BASIN: 7I EDU's: X FEE/EDU: J _)I3 =s _ , "_1,113 Z6. DRAINAGE FEES PLDA : HIGH /LOW______ ACRES: 3) Th ( FEE/AC: $____________ 7. SEWER LATERAL ($2,500) = $______________ 7 TOTAL OF ABOVE FEES*: $______________ - , 7 *NOTE:, This calculation sheet is-NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. P:\60CS\MISF0RMS\BP0002.FRM REV 01/22/97 -tv of Carlsbad TO: DEVELOPMENT PROCESSING SERVICES FROM: ENGINEERING INSPECTION DIVISION DATE: -/-- & ROUGH GRADING APPROVAL FORPROJECT NO. - (P.E. OR TRACT #) 1/4 Y///L ('k5.Y/ (PROJECT NAME & ADDRESS 2 3gX' / 'o7 (DEVELOPER'S NAME & ADDRESS) 24,c13-,1-0 - We have inspected the grading for Lots or Phase of the above mentioned project. In addition, we have received rough grading certification from 4ef,4' oiçs 7d('.. , the Soils Engineer, dated ~7sI and from 'oxm ,the Supervision Grading Engineer, dated c/s7f , and are satisfied that the rough grading has been completed in accordance with City Standards. Based on these certifications and our observation, we take no exception to the issuance of a building permit forLóts ZEC, or Phase of project //5f7774 h7ii-? from a grading standpoint. This release, however, is not intended to certify the project from other engineering concerns including site develop'rnent, water or sewer availability, orfinal grading. We will need to be advised prior to the issUance of a Certificate of Occupancy so thatwe can verify that final grading and landscaping has been completed in accordance with the approved plans for the project. APPROVED: PROJECT GRADING INSPECTOR SR. CONSTRUCTION INSPECTOR H:\LI8RARY\DPS\WPDATA\INSPECTROUGGRAO.FOR 2075 Las Palmas Drive • Carlsbad, California 92009-1576 • (619) 438-1161 FOR PARTIAL SITE RELEASE - PROM.( INl I ( FOR: l)A'IE PROJ[( (;IAnIN(-, PERMIT No LOTS REOUI.:.S I LL) I-OR N/A = NOT APPI. ICABLE 4=COMPLE1E 0 = Incomplete or unacceptable is!. 2nd 1 Site access to requested lots; adequate and logically - / I qrou)cd te CrOiOfl control adquatc. / Overall site adequate for health, safely and wehlaie ol public. 4 Letter of request for partial release submitted 8Y" x 11" site plan showing requested lots submitted. Compaction report from soils engineer submitted. Engineer of work certification of work done and pad elevations., Geologic engineers letter if unusual geologic or subsurface conditions exist. Project conditions of approval checked for conflicts J 10. Can water service be installed prior to bringing building combustibles on site. Partial release of grading for the above stated lots is approved for the purpose of \I building permit, issuance. Issuance of building permits is still subject to all normal L City requirements required pursuant to the building permit process. Parli;rl relen:;c of the site is denied for the following reasons: :... . lrc')J(c:l lr:;l :t . lIIi(' lr.j:t Engineer 'I IIIII AI', II:. PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Ch2 1042t~~ C Address /?57 Planner OPAN- Phone (619) 438-1161, extension APN: Type of Project and Use: t'i I bIc j_- ff'1 Zone: Facilities Management Zone: / CFDut # 60eOne (If property in, complete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department.) Legend Item Complete Item Incomplete- Needs your action Environmental Review Required: YES NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval Discretionary Action Required: YES ?. NO TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions Conditions of Approval Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO____ If NO, proceed with checklist; if YES, proceed below. Determine status (Exempt or Coastal Permit Required): If Exempt, proceed with checklist; if Coastal Permit required, hold building permit until Coastal Permit issued. Coastal Permit Determination Form already completed? YES NO____ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. Inclusion ary Housing Fee required: YES NO I ' (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) -- - Site n: - , I1 1. Provide a fully dimensional site plan drawn' to scale. Show: North arrow, V property lines, easements, existing and propbsed structures, streets,, existing street 1diprovements.4f right-of-Way 'width, dimensional setbacks and existing topographical lines.' 2. Provide legal description of property and assessor's parcel number. M Zoning: Setbacks: Front: Required Shown Int. Side: - Required Shown Street Side: Required Shown Rear: Required Shown Lot Coverage: Required Shown Height: Required Shown Parking: Spaces Required Shown Guest Spaces Required Shown - Additional Comments_______________________________________________________ OK TO ISSUE AND ENTERED APPROVAL INTO COMPU ATE STRUCTURAL CALCULATIONS PROJECT: // 1/ Pco DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT. TWENTY EIGHT DAYS: _ PSI MASONRY: GRADE "N" CONCRETE BLOCK' M = __ psi MORTAR: TYPES .. 1800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 GRADE 40: #5 AND LESS (U.O.N.) GRADE 60: #6 AND LARGER STRUCTURAL STEEL: A-36 ESS/ 38Z4bti LUMBER: DOUGLAS FIR—LARCH JOISTS BEAMS AND POSTS STUDS SEISMIC FORCE: WIND FORCE: /2 p.r DESIGN LOADS: ROOF DEAD LOAD SLOPING FLAT ROOFING PLYWOOD JOISTS INSUL. & CLG. MISC. #2 #2 STUD OR BETTER REPORT BY: REPORT NO.: FLOOR DEAD LOAD INT. EXT. FLOORING PLYWOOD JOISTS INSUL. & CLG. MISC. OF SOIL PRESSURE: WALL DEAD LOAD INTERIOR 10 PSF EXTERIOR 16 PSF TOTAL = . ROOF LIVE LOAD SLOPING TOTAL = / FLOOR LIVE LOAD INTERIOR 40 PSF BALCONY 60 PSF (U.O.N.) EXIT WALKWAY 100 PSF These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record. S ME- J6b=No jsiiedB - Date- C0114#16 3914 Murphy Canyon Rd. Suite MOO • San Diego, California 92123 (619) 560-4383 FAX (619) 560-8842 t2? 7/ (2 ZP/ •t&&L 2 , / O7 (v() / - /Vç17Y 9L2 )ji(d c2/ ((6,2 VI P/ 67 c22c'z PACIFIC SOILS ENGINEERING, INC. ' 7715 CONVOY COURT, SAN DIEGO, CALIFORNIA 92111 TELEPHONE: (619) 560-1713, FAX: (619) 560-0380 WESTERN PACIFIC HOUSING 2385 Camino Vida Roble - Suite 107 Carlsbad, CA. 92009 - August 27, 1997 Work Order 400575G Attention: Mr. Scot Sandstrom, Director of Forward Planning Subject: Geotechnical Response to City of Carlsbad - Review 97-1088, dated June 17, 1997 for Poinsettia Hill, Carlsbad CT 93-3, in the City of Carlsbad, California Reference: Preliminary Geotechnical Investigation and Grading Plan Review, Poinsettia Hill, CT 93-3, City of Carlsbad, CA., dated February 12, 1997 by Pacific Soils Engineering, Inc. (W.0.400575) Gentlemen: Presented herein is Pacific Soils Engineering, Inc. (PSE) geotechnical response to the City of Carlsbad review 97-1088, dated June 17, 1997 concerning the foundation and grading plans and specifications for Poinsettia Hill, Carlsbad CT 93-3, in the City of Carlsbad, California. 'Based on our review of the precise grading plans (sheets I through 14 of 19) as pre- pared by Hunsaker and Associates, dated June 16, 1997 and the foundation plans SPI S1.1, S2.1, S3.1 as prepared by Horowitz Taylor Engineering, undated, the geotechni- cal recommendations presented in the preliminary geotechnical investigation (refer- ence) have been incorporated into the aforementioned plans and specifications. CORPORATE HEADQUARTERS LOS ANGELES COUNTY RIVERSIDE COUNTY SOUTH ORANGE COUNTY TEL: (714) 220-0770 TEL: (213) 325-7272 or 775-6771 TEL: (909) 676-8195 TEL: (714) 730-2122 FAX: (714) 220-9589 FAX: (714) 220-9589 FAX: (909) 676-1879 FAX: (714) 730-5191 Work Order 400575G Page 2 V August 27, 1997 Should you have 'any questions concerning this letter, please contact the undersigned. Respectfully submitted, V PACIFIC SOILS E GINEERING, INC. V Reviewed by: B OFES y: CHA \ (9HN A. HANSON, Engineering e, Exp. c /so,:) Vice President V V Dist: (2.) Addressee OF C JAcIJAH:KRG000 V PACIFIC BOILS ENGINEERING INC. V - V PRELIMINARY GEOTECII-IINIECAL INVESTIGATION AND GRADING PLAN REVIEW POINSETTIA HILL C.T. 93-3 CITY OF CARLSBAD, CA. cj • • / • For: WESTERN PACIFIC HOUSING FEBRUARY 12,1997 By: PACIFIC SOILS ENGINEERING, INC. San Diego, CA. (Work Order 400575) . I Work Order 400575 February 12, 1997 TABLE OF CONTENTS Page INTRODUCTION 1 Scope of Work 1 I. SITE LOCATION AND DESCRIPTION 2 II. PROPOSED DEVELOPMENT 3 III. ENGINEERING GEOLOGY 4 1-0. GEOLOGIC UNITS 4 2-0. STRUCTURE 6 IV. LIMITED SEISMICITY 6 Table A - Seismic Parameters 9 V. GROUNDWATER 10 VI. CONCLUSIONS AND RECOMMENDATIONS 10 1-0. GEOTECHNICAL CONSIDERATIONS 11 2-0. SITE PREPARATION AND COMPACTION 15 3-0. PRELIMINARY DESIGN PARAMETERS 19 4-0. SLOPE STABILITY AND MAINTENANCE 27 5-0. MISCELLANEOUS 28 APPENDIX: REFERENCES SUBSURFACE INVESTIGATION AND LABORATORY ANALYSES PACIFIC SOILS ENGINEERING, INC. [1 I 11 Work Order 400575 February 12, 1997 TABLE OF CONTENTS cont. • APPENDIX: cont. PLATE A - UNIFIED SOIL CLASSIFICATION SYSTEM PLATES A-i THRU A-9.- LOGS OF BORINGS (PSE, this report) PLATES A-10 THRU A-12 - LOGS OF BORINGS (GEl, 1996) TABLE I - LOG OF TEST PITS TABLE II - SUMMARY OF LABORATORY TEST DATA PLATES B-i THRU B-iD - CONSOLIDATION CURVES PLATES C-i THRU C-3 - DIRECT SHEAR TEST DATA PLATES D-1 AND D-5 - SLOPE STABILITY CALCULATIONS EARTHWORK SPECIFICATIONS PLATES G-1 THRU G-12- GRADING DETAILS • POCKET ENCLOSURES: GRADING PLANS -.SHEETS. 1 THROUGH 9 • PACIFIC SOILS ENGINEERING, INC. PACIFIC SOILS ENGINEERING, INC. 7715 CONVOY COURT, SAN DIEGO, CALIFORNIA 92111 TELEPHONE: (619) 560-1713, FAX: (619) 560-0380 WESTERN PACIFIC HOUSING 2385 Camino Vida Roble - Suite 107 Carlsbad, CA. 92009 •. . February 12, 1997 Work Order 400575 Attention: Mr. Scot Sandstrom, Director of Forward Planning • Subject: . Preliminary Geotechnical Investigation and Grading Plan Review, Poinsettia Hill, C.T. P93-3., in the City of Carlsbad, CA. References: See Appendix Gentlemen: Presented herein are the results bf Pacific Soils Engineering, Inc.'s (PSE's) preliminary geotechnical investigation and grading plan review report for Poinsettia Hill, C.T. 93-3, in the City of Carlsbad, California. The purpose of this study is to evaluate the onsite geotechnical conditions with respect to construction of the proposed multi-family resi- dential development. To accomplish thiswe have reviewed the enclosed 40-scale ten- tative map and site development plans (sheets 1 through 9) prepared by Hunsaker and Associates and conducted the following scope of work. Review of proprietary reports and published literature pertinent to the area (references). 40 Aerial photographic analysis utilizing USDA photographs flown in 1953 (AXN-8M-72 and -73).. Site reconnaissance and geologic mapping. . CORPORATE HEADQUARTERS • LOS ANGELES COUNTY RIVERSIDE COUNTY SOUTH ORANGE COUNTY TEL: (714) 220-0770 TEL: (213) 325-7272 or 775-6771 TEL: (909) 676-8195 TEL: (714) 730-2122 FAX: (714) 220-9589 FAX: (714) 220-9589 FAX: (909) 676-1879 FAX: (714) 730-5191 I Work Order 400575 Page 2 February 12, 1997 • Subsurface exploration consisting of excavation, logging and sampling of nine (9) bucket áugerborings (Plates A-i through A-9). • Subsurface exploration consisting of excavation, logging and sampling of thirteen (13) backhoe test pits (Table I). Laboratory testing and analyses (Table II, Plates B-i through B-10 and Plates C-i through C-3). Limited seismicity evaluation. • Geotechnical analyses arid evaluation with respect to: 1) slope stability; 2) preliminary foundation and retaining wall design; 3) earthwork speci- ' fications; 4) preliminary pavement design; and 5) remedial earthwork recommendations. - •, Preparation of this r'eport and accompanying exhibits summarizing our • findings. I. SITE LOCATION AND DESCRIPTION • The proposed Poinsettia Hill project is to be located on an undeveloped approxi- mate 36.2 acre parcel westerly and adjacent to the terminus of the paved portion of Cassia Road. Access to the site is obtained via Cassia Road and an existing Vista Irrigation District (VID) easement gravel roadway. For the most part the PACIFIC SOILS ENGINEERING, INC. Work Order 400575. ' Page 3 February 12, 1997 site is vacant farmland with a few trailers and shacks along the southern bound- ary of the proposed improvements. Other site improvements include: 1.) over- head power lines and access road along the eastern edge of the project; 2) an existing 12-inch reclaimed water line; 3) an 18-inch potable water line travers- ing the site east to west; and 4) a 30-inch sewer line along the northeast prop- erty, boundary (sheets 1 through 9). Currently the site supports a sparse to moderate growth of annual grass along the southern portions of the site with a heavy growth of sage brush on the north- ern portion of the site. A small portion of fill is present on the northeastern cor- ner of the site (sheet 5). Site topography can generally be characterized as "low to moderate relief' with natural slopes of 3: 1 to 5: 1 (horizontal to vertical). Total relief over the project is approximately 100 feet. I Drainage is by sheet flow towards the north and south with the main drainage along the southern boundary of the site. This drainage flows westerly towards Agua Hedonia Lagoon. II. ' PROPOSED DEVELOPMENT It is anticipated that cut and fill mass grading techniques will be utilized to devel- op approximate 43 building pads for support of 160 multi-family residential units, associated roadways, recreational facilities and recreational vehicle storage. In addition, offsite improvements consisting of the construction of "A" street (Cassia PACIFIC SOILS ENGINEERING, INC. Iork Order 400575 February 12, 1997 Page 4 Road) to its intersection with Poinsettia Road (proposed), and the construction of an offsite fill southerly and subjacent to "A" street. The existing reclaimed and potable water lines will be relocated in future "A" street. Based upon the tentative map and site development plan as prepared by Hun- saker and Associates dated January 27, 1996 (sheets 1 through 9 of 9), maxi- mum cuts are anticipated to be on the order of 30 feet with fills on the order of 25 feet. Construction of the multi-family residential structures will likely consist of one- and two-story, wood frame buildings supported by conventional slab-on-grade foundation systems. Ill. ENGINEERING GEOLOGY 1-0. GEOLOGIC UNITS 1' Geologic units underlying Poinsettia Hill consist of surficial units of uncompacted fill and alluvium and a bedrock unit, as mapped by Eisenberg (1985), assigned to the Eocene age Scripps Formation. The approximate limits of these mapping units are shown on the enclosed 40-scale grading plans (sheets 1 through 9). The undocumented artificial fill is limited in its, extent and depth based upon geo- logic field mapping and subsurface data. The fill is composed of locally derived soil types and consists predominately of gray to brown silty sands. A small PACIFIC SOILS ENGINEERING, INC. Work Order 400575 Page 5 February 12, 1997 prism of fill is located in the area of the proposed basketball court/R.V. parking area (sheet 5). Minor fill may be associated with the existing nursery area at the southeast corner of the project (sheet 5) and with existing unimproved roads that provide current site access. All of the above fills are undocumented and will re- quire removal and recompaction. 11 Alluvium and colluvium have been geologically mapped and identified in our subsurface borings and backhoe trenches throughout the site. For the purpose of this report alluvium and colluvium have been combined as one mapping unit (Qal/Qcol) as reflected on the accompanying sheets. In the test pits and boring .logs colluvial deposits are arbitrarily defined as having thickness of less than ten feet. L The alluvial/collvial deposits consist predominately of clayey to silty sands that are brown to gray with common mottling of gray to reddish hues. Infrequent, well rounded pebbles and cobbles occur throughout the sequence and the in-situ moisture content varies from slightly moist to very moist. Brown clayey sand to sandy clay topsoil has been identified as overlying the bedrock unit but it was not separately logged from underlying the alluvium/colluvium. . The bedrock unit is assigned to the middle Eocene Scripps Formation. Onsite the Scripps Formation consists of a light brown to pale gray silty sandstone with interbeds of maroon to brown/gray siltstone and claystone. Bedding as reflected • PACIFIC SOILS ENGINEERING, INC. Work Order 400575 Page 6 February 12, 1997 by sand stone/siltstone subunits is generally less than ten degrees and some crossbedding was observed. A few claystone beds exhibit polished discontinu- ous partings within the claystone matrix; however, none were observed to be soft and highly sheared A dark brown clayey sandtO sandy clay residual soil generally blankets the Scripps Formation and varies in thickness from locally absent to three (3) feet 2-0. STRUCTURE - • Other than minor fractures, faulting was not observed during our field reconnais- sthnce and subsurface investigation. Literature review indicates the absence of faulting within close proximity to the site. Active faults and their relationship to the site are discussed in the limited seismicity section of this report. Based upon our investigation, the onsite sequence of rocks is relatively flat-lying (i.e., dips less than ten degrees) and there is no evidence of high amplitude folding sug- gesting little, if any, post-depositional deformation. - W. LIMITED SEISMICITY . . . The Poinsettia Hill prOject is located within the Peninsular Ranges of southern California which is characterized by faults with a strong northwest orientation. These faults typically display right lateral slip. :.-- - - PACIFIC SOILS ENGINEERING, INC. n Work Order 400575 . Page 7 February 12, 1997 The subject site is located on the Santa Ana sub-block, a subdivision of the Pen- insular Range block, which is bounded on the northeast by the Elsinore fault zone and on the southwest by the Rose Canyon/ Newport-Inglewood fault sys- tem. The nearest strand of the Elsinore fault, the Julian and Temecula seg- ments (Anderson and others, 1989) are approximately 37 kilometers from the subject project. The nearest stand of the Rose Canyon/Newport-lnglewood fault zone is the Del Mar segment, approximately 9.5 kilometers west of the subject project. Both the Elsinore and the Rose Canyon/Newport-Inglewood fault sys- tems are north and northwest striking, dominantly right lateral, strike-slip faults, showing Holocene activity Literature review (references), aerial photographic study, and site reconnais- sance mapping indicate that active faults are not located within the project site. It isiikely that during the design life of the project, the site will be subject to ground accelerations generated from earthquakes produced along offsite faults. Secondary ground displacements in response to a nearby or large regional earthquake are possible as with most areas in the seismically active southern California region. Ground accelerations for the nearby faults in southern California are summa- rized in Table A. The accelerations (Joyner and Boore, 1981) are derived from a deterministic approach as a 50 percent probably not to exceed, and by the pub- lished peak acceleration maps by Mualchin and Jones (1992). PACIFIC SOILS ENGINEERING, INC. I Work Order 400575 Page 8 February 12, 1997 I.. Liquefaction potential js considered unlikely due to the dense character of the Pleistocene and Eocene sedimentary rocks. The lack of shallow groundwater in the developed areas and complete removal of alluvium/colluvium within the multi-family site durinb remedial grading operations will further decrease the po- tentiâl for liquefaction. Seiches and earthquake induced flooding are not considered hazards owing to the site relief and,lack of proximity of large bodies of water. LIM PACIFIC SOILS ENGINEERING, INC. p Work Order 400575 Page 9 February 12, 1997 • TABLE A • SEISMIC PARAMETERS MAXIMUM MEDIAN - CREDIBLE PEAK • : . DISTANCE (km) EARTHQUAKE ACCELERATION FAULT J2.L.. (1) (3) (4)(5) • Rose Canyon fault zone Del mar segment 9.5 6.6 0.5g Coronado Bank fault zone Multiple segments 35 7.1 0.13g • Elsinore fault zóne r. - . Temecula and Julian segments 37 7.4 0.14g San Diego Trough fault zone • Multiple segments . 52 7.7 0.1 1g San Jacinto fault zone Coyote Mountain segment 76 7.0 0.04g Anderson and others, 1989 Jennings, 1994 Weshousky, 1986 Joyner and Boore, 1981 -. Muatchin and Jones, 1992 PACIFIC SOILS ENGINEERING, INC. Work Order 400575 Page 10 February 12, 1997 GROUNDWATER Other than localized perched conditions, groundwater was not encountered dur- ing our subsurface investigation. Seepage was encountered in borings B-3 and 6-4 and test pits T-4 and T-5 (Plates A-3 and A-4 and Table I). During site de- velopment seasonal perched groundwater conditions could be encountered that could impact site grading Operations. CONCLUSIONS AND RECOMMENDATIONS Results of PSE's study for Poinsettia Hill indicate that from a geotechnical view- point, the site is suitable for the intended development subject to the recom- mendations presented herein. The primary geotechnical issues are: S 1) the'.alluvium removals within the multi-family site; 2) the possibility of day- lighted bedding on proposed cut slopes creating a nuisance seepage condition; 3) the potential for expansive claystone and siltstone subunits of the Scripps Formation at pad grade. Geotechnicalconsiderationsand recommendations intended to result in a safe and stable development are summarized herein and should be incorporated into the design construction and project specifications. All grading should conform to the attached earthwork specifications. PACIFIC SOILS ENGINEERING, INC. Work Order 400575 Page 11 February 12, 1997 1-0. GEOTECHNICAL CONSIDERATIONS 1-1. Near surface topsoils, alluvium/colluvium and highly weathered bedrock should be removed and recompacted to Scripps Formation bedrock below and within a 1: 1 (horizontal to vertical) influence line of the multi-family site. This influence line is defined as the northerly right-of-way of future Cassia Road and/or the toe of fill slopes that support any of the multi-family pads. It is anticipated that the removals will be on the order of three (3) to thirty (30) feet. Actual removal depths should be determined based on field conditions as observed by the geologist or soil engineer during grading. These material when removed and re- compacted will provide adequate structural and fill support. Furthermore, if pos- sible, it is recommended that highly expansive soils (i.e., topsoils) and be kept outside the influence of structural and parking areas. This may be accomplished by placing these soils in deeper fill areas offsite. Due to the proximity of the existing 30-inch sewer line northerly superjacent to the R.V. parking area (sheet 5) complete alluvial removals within this area may not be practical. It is recommended that the sewer line be "pot holed" and re- moval recommendations will be provided based upon the depth of the sewer and location of proposed improvements. I 4 Outside (i.e., southerly) of the influence line partial alluvial/colluvial removals of the upper five (5) feet have been recommended by GEl (1996 and 1997). It is also recommended that settlement monitoring be accomplished for these offsite fill areas. The locations of settlement plates are indicated on the enclosed plans (sheets 4 and 6) and detail for the monument is shown on Plate G-1 2. fl PACIFIC SOILS ENGINEERING, INC. Work Order 400575 Page 12 February 12, 1997 1-2. Where highly weathered materials occur at parking or pad grades in cut areas, removal and recompaction will be required. As a general guideline, where cut areas are less than five (5) feet below natural topography, an evaluation for this condition should be made by a representative of this firm. • 1-3. Slopes a) Cut Slopes . Cut slopes areconsiderea grossly stable as proposed. Due to subunits of siltstone and claystone that may be exposed on the slope face and create • a nuisance watercoridition, stabilization fills may be required. During grading, cut slopes should be evaluated for this condition. Stabilization fills should be constructed within a minimum key dimension of eighteen (18) feet wide by two (2) foot deep at the toe by three (3) feet deep at the heel (Plate G-3). Heel drains should be provided. Larger key dimensions may be required based upon slope height and field condi- tions. Gross stability calculations for cut slopes are presented on Plates 0-1 and 0-2. . b) Fill-Over-Cut Slopes Prior to filling, the cut portion of the slope should be observed by the soil engineer or engineering geologist to confirm that the underlying material . S is sound and capable of adequately supporting the fill. It may be neces- sary to overexcavate the cut portion and replace it with compacted fill If the underlying material is deemed capable of supporting the fill, a fill key . PACIFIC SOILS ENGINEERING, INC. Work Order 400575 Page 13 February 12, 1997 S of at least one equipment width (15 feet minimum) and tilted into the slope with at least one (1) foot differential should be constructed prior to fill placement (Plate G-11). Consideration should be given to utilizing a heel drain on all fill-over-cut slopes. c) Fill Slopes Over Natural Ground Fill slopes should be keyed and benched into natural ground, as shown on Plate G-5. Keywys for fill slopes should be founded on competent material as determined by the engineering geologist or soil engineer. . H All surficial soils, alluvium/colluvium, highly weathered bedrock, and loose, soft materials must be removed prior to fill placement. • Gross and surfiöial slope stability calculations for fill slopes are presented on Plates D-3 through D-5. 'It is recommended that landscaping of graded slopes should be accom- plished as soon as practical to reduce exposure to raveling and erosion. 14. Unfavorable Materials Exposed on Cut Pads Cut pads which expose unfavorable materials such as claystone and/or siltstone beds should be overexcavated entirely to provide uniform foundation conditions and to reduce potential perched groundwater conditions. The minimum depth of undercut is three (3) feet; however, deeper undercuts may be recommended based upon field conditions. All undercut of building pads should be excavated • PACIFIC SOILS ENGINEERING, INC. . Work Order 400575 Page 14 February 12, 1997 such that a minimum one (1) percent gradient sloping toward the street or away from the pad is achieved at the base of the undercut. Each pad should be evalu- ated during mass grading for this condition. 1-5. Subdrains. A canyon subdrain should be provided at the base of the 1: 1 cleanout projec- tion as shown on the accompanying sheets. Final location of the subdrain should be based on removal geometry as determined in the field. Dependent upon field conditions exposed during grading, additional subdrains may be re- quired. ,Subdrains should be constructed as per Plates G-1 and G-2. 1-6. Cut/Fill Transitions All building pads situated over cut/fill transitions or result in a cut/fill transition due to removal of unsuitable soils should be eliminated by overexcavating the cut portion a minimum of three (3) feet vertically at least five (5) feet horizontally outside of the perimeter footprints for the building. Further the undercut should have a minimum of one (1)percent gradient towards the street or away from the building pad at the base of the undercut. Each pad should be evaluated during mass grading for this condition. • 1-7. Excavatability It is anticipated that the Scripps Formation can be excavated with conventional earth moving equipment. Hard, concretionary beds may be encountered during grading. Dependent upon field conditions, bedrock excavations may produce • PACIFIC SOILS ENGINEERING, INC. Work Order 400575 Page 15 February 12, 1997 . limited oversize hard concretionary boulders that may require specialized grad- ing. Techniques such as heavy ripping, "hoe-ram" and/or blasting. Oversize rock can be disposed of in deeper fill areas as outlined in Plate G-10. 2-0. .SITE PREPARATION AND COMPACTION 2-1. In order to achieve a well engineered and designed development, in-grading field observations -will be required by qualified geotechnical personnel. This should include continuous observation and testing of fill placement by field tech- 0 nicians, and periodic observation by the project geologist and soil engineer. 2-2. Prior to grading, areas within the daylight limits should be stripped and cleared of all existing vegetation, trash, underlying debris, and all other deleterious ma- terials. These materials should be removed and wasted offsite. 2-3. In areas io receive compacted fill intended for support of structures and improve- ments all uncompacted artificial fill, residual soils, alluvium/colluvium, and highly weathered bedrock should be removed to firm material as approved by the proj- ect soil engineer and/or geologist. Removal recommendations are discussed under item 1-1. 2-4. After clearing, stripping, removals and overexcavation, the approved exposed surface should be scarified, moisture conditioned to or slightly above optimum moisture, and compacted to a minimum of 90 percent of the laboratory maximum density as determined in accordance with ASTM:D 155791. • PACIFIC SOILS ENGINEERING, INC. Work Order 400575 Page 16 February 12, 1997 2-5. All fill should be spread in thin lifts (six to eight inches), the moisture content ad- justed to optimum or slightly above and the materials rolled and compacted to 90 percent of the laboratory maximum density (ASTM:D 1557-91). Each lift should be treated in a like manner until the desired finish grades are achieved. 2-6. Materials excavated onsite which are approved by the soil engineer may be uti- lized in compacted fill provided that they are free of objectionable debris. 2-7. Where the natural or graded slope is steeper than 5-horizontal to 1-vertical, compacted fill materials should be keyed and benched into bedrock or firm mate- rials as approved by the soil engineer and/or geologist. Particular note should be given tofill-over-cut slopes. • Care should, be taken to prevent overbenching at the anticipated daylight lines as the fills are brought to finish grade. 2-8. In order to minimize surficial slumps on compacted fill slopes, the following grad- ing procedures should be undertaken. a) Compated fill slopes should be backrolled with a sheepsfoot roller during fill placement at intevals not exceeding four (4) feet in vertical height. Care should be taken toconstruct the slope in a workmanlike manner so I that it is positioned at its design orientation and slope ratio. Achieving a Uniform slope surface by subsequent thin wedge filling must be avoided. • - PACIFIC SOILS ENGINEERING. INC. Work Order 400575 Page 17 February 12, 1997 Any add-on correction to a fill slope should be conducted by overfilling the affected area in horizontal, compacted lifts which must be benched into the existing fill, prism. The overfilled slopes may be trimmed to the design gradient..- After completion, the fill slope faces should be rolled for the entire height with a sheepsfoot roller and then finished with a grid roller. If the desired compaction is not obtained in this manner, a vibratory sheepsfoot roller may be required. To be most effective this equipment should be anchor- ed and manipulated from a sideboom tractor. In lieu of a grid roller, the slope may be track walked with a D-8 dozer or equivalent machinery on slopes of 2: 1 or flatter. To obtain the required compaction and appear- ance of the slope face, the soil moisture should be maintained at or near optimum from the time of mass filling to the completion of grid rolling. As an alternate to the sheepsfooting and grid rolling or track walking of the slopes, fill slopes may be constructed by overfilling with compacted fill, and then trimmed back such as to expose the dense inner core of the slope surface: The exact amount of overfilling may be determined by the contractor,but shall not be less than three (3) feet, measured perpendicu- lar to the slope face. The grading contractor, should be made aware that care must be taken to avoid spillage of loose material down the face of the slopes during grad- ing and during drainage terrace and downdrain construction. Fine grad- PACIFIC SOILS ENGINEERING, INC. Work Oder 400575 Page 18 S February 12, 1997 S ing operations for benches and downdrains should not deposit loose trimmed soils on the finished slope surfaces. These materials should be removed from slope areas. d) Seeding and planting of the slope should be planned to achieve, as rapid- ly as possible, a well established and deep rooted vegetal cover requiring minimal watering. The type of vegetation and watering schedule should be established by a landscape architect familiar with hillside maintenance. 5 2-9. It is estimated that alluvium, topsoil and highly weathered bedrock will shrink on the order of eight (8) to twelve (12) percent when excavated and placed as com- pacted fill. It is anticipated that the Scripps Formation will bulk slightly (zero to three percent) when excavated and used as embankment. 2-10. The,onsite materials exhibit very low to high expansion potential. Any import soils, if-required, should have low expansion properties and the soil engineer should be notified at least 48 hours in advance in order to sample, test and ap- prove or disapprove materials from other borrow sites. No import materials should be delivered for use on the site without prior approval of the soil engineer. 2-11. Fill should be tested at the time of placement to ascertain that the required corn- 0 paction is achieved. I PACIFIC SOILS ENGINEERING, INC. Work Order 400575 Page 19 February 12, 1997 . 2-12. All temporary roads created during grading must be removed in their entirety or replaced as properly compacted fill as part of the site grading. . 2-13. It is recommended that compaction equipment on the project shall include a combination of rubber-tired and sheepsfoot rollers to achieve proper compac- tion. Adequate water trucks/pulls should be available to provide sufficient mois- ture and dust control. 3-0; PRELIMINARY DESIGN PARAMETERS . It is PSE's understanding that conventional shallow slab-on-grade foundation systems are scheduled for construction. The onsite materials are anticipated to range from very low to high in expansive potential. Final expansion potentials of the subject building pads are dependent on the as-graded conditions. For pre- liminary design purposes, the following foundation recommendations and de- sign parameters are presented for low, medium and high expansion potentials. 3-1. Foundations may be preliminarily designed based upon the following values: a) Allowable Bearing: 2000 lbs./sq.ft. b) Lateral Bearing: 300 lbs./sq.ft. at a depth of 12 inches plus 190 lbs./sq.ft. for each additional 12 inches embed- ment to a maximum of 2000 lbs./sq.ft. Sliding Coefficient: . 0.38 Settlement: .. Total = 3/4 inch . Differential = 3/8 inch in 20 feet. PACIFIC SOILS ENGINEERING, INC. S Work Order 400575 February 12, 1997 Page 20 S S S The above values may be increased as allowed by code to resist transient load- ing conditions, such as wind or seismic. 3-2. Footing andSiab-On-Grade Design a) LOW EXPANSION POTENTIAL Footing Depth (Minimum): Exterior One-Story: 12 inches below lowest adjacent finished grade. Two-Story: 18 inches below lowest adjacent finished grade. Interior One:. & Two-Story: 12 inches below lowest adjacent finished grade. Footing Reinforcement: All continuous; two No. 4 rebars, one on top, one on bottom. Slab Reinforcement (Minimum): Living Areas 6" x 6", No. 6 by No. 6 welded wire mesh. Slab Subgrade Moisture: Minimum of 110 percent of optimum moisture to a depth of 12 inches im- mediately prior to placing concrete. S S . . PACIFIC SOILS ENGINEERING, INC. • Work Order 400575 Page 21 February 12, 1997 • b) MEDIUM EXPANSION POTENTIAL Footing Depth (Minimum): Exterior OneStory: 18 inches below lowest adjacent finished grade. Two-Story: 24 inches below lowest adjacent finished grade. Interior One- & Two-Story: 18 inches below lowest adjacent finished grade. Footing Reinforcement: Four No. 4 rebars; two on top and two on bottom OR two No. 5 rebars, one on top, one on bottom. Slab Reinforcement (Minimum): Living Areas No. 3 rebars placed at 21 inches on center each way. Slab Subqradê Moisture: Minimum of 120 percent of optimum moisture to a depth of 12 inches at least 24 'hours prior to placing concrete. C) HIGH EXPANSION POTENTIAL Footing Depth (Minimum): Exterior One-Story: 24 inches below lowest adjacent finished grade. Two-Story: 24 inches below lowest adjacent finished grade. - Interior One- & Two-Story: 24 'inches below lowest adjacent finished grade. PACIFIC SOILS ENGINEERING, INC. S Work Order 400575 Page 22 February 12, 1997 • Footing Reinforcement: Four No. 4 rebars; two on top and two on bottom OR two No. 5 rebars, one on top, one on bottom. Slab Reinforcement (Minimum): Living Areas No. 3 rebars placed at 18 inches on center each way. Slab Subgrade Moisture: Minimum of .130 percent of optimum moisture to a depth of 18 inches at least 48 hours prior to placing concrete. Footing Width Continuous footings shall have a minimum width of 12 inches when sup- porting one floor and 15 inches when supporting two floors. Slab Thickness All slabs shall have a minimum thickness of four (4) inches (actual). Footing Embedment If exterior footings adjacent to drainage swales are to exist within three (3) feefhorizoritally of the swale, the footing should be embedded sufficiently to ensure embedment below swale bottom is maintained. Footings adja- cent to slope should be embedded sufficiently that at least seven (7) feet ispr6vided horizontally from the bottom edge of footing to the face of the slope. . PACIFIC SOILS ENGINEERING, INC. Work' Order 400575 Page 23 S February 12, 1997 S 33. Under-Slab Requirements a) LOW EXPANSION POTENTIAL A 10-mil polyvinyl membrane (minimum) should be placed below all slabs- on-grade within living areas. This membrane should be covered with a minimum of two (2) inches of clean sand to protect it and to aid in curing of the concrete. Rocks or other objectionable material shall be removed from the subgrade soils prior to placing the polyvinyl membrane. b). MEDIUM EXPANSION POTENTIAL Utilize the same criteria as above except that the lO-mil polyvinyl mem- brane should be underlain with three (3) inches clean sand. c) HIGH EXPANSION POTENTIAL Utilize the same criteria as above except that the lO-mil polyvinyl mem- brane should be underlain with four (4) inches clean sand. d) Care should be taken during construction so that the 10-mil polyvinyl membrane is not punctured or violated. Further, It is recommended that the polyvinyl membrane should be overlapped or glued at the joints to fur- ther reduce the potential of moisture vapor migration. 3-4. Garages a) All garage slabs shall have a thickness of four (4) inches (actual). These slabs should contain control joints at approximately ten (10) foot spacing. S PACIFIC SOILS ENGINEERING INC. AN Work Order 400575 Page 24 :February 12, 1997 b) Agrade beam reinforced continuously with the garage footings shall be constructed across the garage entrance, tying together the ends of the péri meter footings and between individual pad footings. This grade beam shall be embedded at the same depth as the adjacent perimeter footings. A thickened slab should be provided at the garage entrance above the garage beams. Minimum dimensions of the thickened slab shall be six (6) inches wide by.ix (6) inches deep and need not be specifically rein- forced. j The garage slab should have a positive separation from the stem wall. c) Reinforcement, presaturated and under-slab treatment should be the same as presented in items 3-2 and 3-3. 3-5. Retaining Walls . Retaining wall foundations may be designed with the criteria presented in sec- tion 3-1 and the following: ' Level Backfill Sloping Backfill 2: 1 Ka 0.33 Ka =O.53 K=3.0 K= 7.46 • . = 1.12 0.49 K0 =0.80 PACIFIC SOILS ENGINEERING, INC. Work Order 400575 Page 25 February 12, 1997 Equivalent fluid l5ressures can be calculated using a soil unit weight of = 125 lbs./sq.ft. Foundations for retaining walls maybe designed in accordance with recom- mendations of paragraph 3-1. • All footing excavations for retaining walls should be inspected by the project soil engineer or his representative prior to concrete placement. Drainage should be provided behind all retaining walls such that hydrostatic pressure is relieved. It is recommended that the backfill consist of a granular free draining soil (SE > 30) to within 18 inches of finish grade. All walls should be water proofed. 3-6. Exterior Slabs and Walkways The subgrade below sideaIks, driveways, etc. should be presoaked to at least 120 percent of optimum moisture content prior to concrete placement. Weak- ened plane joints should be installed on walkways at approximately eight (8) to ten (10) foot intervals. Other exterior slabs should be designed to withstand shrinkage of the concrete. COnsideration should be given to reinforcing all exterior slabs, minimally, with six (6) inch by six (6) inch No. 10 by No. 10 welded wire mesh. PACIFIC SOILS ENGINEERING, INC. Work Order 400575 Page 26 01 February 12, 1997 : 3-7 All roof, pad and slope drainage should be collected and directed away from the proposed structures to approved disposal areas. It is important that drainage be directed away from foundations. This is especially true in patio areas and greenbelt areas. The recommended drainage patterns should be established at the time of fine gradingand maintained throughout the life of the structure. Lot area drains are recommended. 3-8. Soluble sulfate concentrations of the foundation materials should be determined after precise grading is comleted, when the final distribution of onsite materials is known. However, it is recommended that a sulfate resistant concrete should be utilized for all concrete structures in contact with soil. 3-9. Preliminary Pavement Design Site finish grading operations will redistribute and mix the materials onsite. Thus, subgrade strength characteristics are not known at this time. Therefore, final pavement design should be based on representative R"-value tests from samples taken at subgrade elevation. However, for preliminary design and bud- geting purposes the following preliminary pavement sections are presented. a) Parking Area and Private Driveways - 4 inches asphaltic concrete on 4 inches aggregate base (Class ll)*. b) Street "A" 4 inches asphaltic concrete on 6 inches aggregate base (Class II)*. PACIFIC SOILS ENGINEERING, INC. Wárk Order 409575 February 12,1997 Page 27 * Class II base mathrial compacted to 95 percent relative density as per California Test Method 216E. 4-0. SLOPE STABILITY AND MAINTENANCE Although the design and construction of the slopes during mass grading is planned to create slopes which possess both stability against mass rotational failure and stability against surficial slumping and "pop-outs", certain factors are beyond the control of the project soil engineer and geologist. These include the following: 4-1. Onsite Drainage No water must be allowed to flow over the slopes other than incidental rainfall. No alterations of pad gradients should be allowed which will prevent pad and roof run-off from being expediently directed to approved disposal areas. • 4-2. Planting arid Irrigation a). It is recommended that slope planting consist of ground cover, shrubs and trees which posess deep, dense root structures and which require a minimum of irrigation. It should be the responsibility of the homeowners association to provide such plants initially and maintain such planting Al- teration of such a planting scheme is at the resident's risk. - PACIFIC SOILS ENGINEERING, INC. Work Order 400575 Page 28 February 12, 1997 b) The homeowners, association is responsible for proper irrigation and for maintenance and repair of properly installed irrigation systems. Leaks should be fixed immediately. Sprinklers should be adjusted to provide uniform coverage with a minimum of water usage. Overwatering with con- sequent wasteful run-off and serious ground saturation must be avoided. 43; Burrowing Animals Homeowners association shod maintain a program for the elimination of bur- rowing animals in slope areas. This may need to be an on-going program in or- der to protect slope stability. 5-0. MISCELLANEOUS • 5-1. All utility trenches should be compacted to 90 percent of the laboratory maximum density. Compaction should be accomplished with a mechanical compaction de- vice. If the backfill soils have dried out, they should be thoroughly moisture conditioned prior to placement in trenches. 5-2. Adequate surface drainage is an important consideration to avoid nuisance wa- ter conditions that often develop as a result of irrigation and prolonged periods of rain. Design of surface and subsurface drainage improvements should be ad- dressed by the civil engineer. Special surface and/or subsurface drainage im- provements may be recommended if geotechnical conditions warrant. The type and location of these devices shall be based upon field conditions as identified in fine grading operations. PACIFIC SOILS ENGINEERING, INC. I Work Order 400575 Page 29 February 12, 1997 • The findings and recommendations contained in this report are based upon spe- cific excavations, observations and review of previously published geotechnical reports as noted. The materials immediately adjacent to or beneath those ob- served may have different characteristics and no representations are made as to the quality or extent of materials not observed. Respectfully submitted, OFESg10 PACIFIC SOILS ENGIN ING, INC. No. 231A- Byo g Mana er. Reviewed by: By:_ 4DV ID A. U RPHY,/dE,,O\1813 JHN)A. HANSON, Engineering Geolost L.1 Vic President • Dist: (8) Addressee . JAC/DAMJJAH:kr/0000 S PACIFIC SOILS ENGINEERING, INC. • S A Pl. PENDIX • • • Work Order 400575 February 12, 1997 REFERENCES Anderson, J. G., and others, 1989, Past and possible future earthquakes of significance to the San Diego region: Earthquake Spectra EERI, v. 5 no. 2, p. 299-333. Eisenberg, L. I., 1985, Pleistocene faults and marine terraces, northern San Diego County, in Abbott, P. L., On the manner of deposition of the Eocene strata in northern San Diego County: San Diego Association of Geologists, p. 87-92. Geotechnical Exploration, Inc., 1997, Geotechnical consultation and document review, Poinsettia Hills Project (southern property boundary), west of El Camino Real at Cassia Road, Carlsbad, California: an independent consultant report dated Feb- ruary 4, 1997 (Job No. 96-6975). Geotechnical Exploration, Inc., 1996, Report of limited geotechnical investigation and updated soil related recommendations, Poinsettia Hills project (southern proper- 40 ty boundary), west of El Camino Real at Cassia Road, Carlsbad, California: an independent consultant. report dated October 17, 1996 (Job No. 96-6975). ICG, Inc., 1990, Geotechnical feasibility investigation, 36 acre parcel, Carlsbad, Cali- fornia: an independent consultant report dated February 16, 1990 (Job No. 04-8214-001-00-00). Jennings, C. W., 1994a, An explanatory text to accompany the fault activity map of California and adjacent-areas. California Division of Mines and Geology, 92 p. Jennings, C. W., 1994b, Fault activity map of California and adjacent areas: California Division of Mines and Geology, California geologic map data series, map no. 6. Joyner, W. B., and Boore, D. M., 1981, Peak horizontal acceleration and velocity from strong motion records including records from the 1979 Imperial Valley, California earthquake:. bulletin of the Seismological Society of America, vol. 71, no. 6, p. 2011-2038. fl PACIFIC SOILS ENGINEERING, INC. Work Order 400575 February 12, 1997 • REFERENCES cont. Legg, M. R., 1989, Faulting and seismotectonics of the inner continental borderland west of San Diego in Roquernore, G. (ed.), Proceedings workshop on the seis- mic risk in the San Diego region: Special focus on the Rose Canyon Fault sys- tem, p. 50-70. Lindvall, S. C., Rockwell, T. R., and Lindvall, C. E., 1989, The seismic hazard of San .. Diego revised: New evidence for magnitude 6± Holocene earthquakes on the Rose.Canyon fault zone: in Roquemore, G. (ed.) Proceedings workshop on the seismic risk in the San Diego region: Special focus on the Rose Canyon Fault system, p. 50-70: Mualchin, L., and Jones; A. L, 1992, Peak acceleration from maximum credible earth- quakes in California (rock and stiff-soil sites): California Division of Mines and Geology open file report 92-1. Wesnousky, S. G. 1986, Earthquakes, Quaternary faults and seismic hazard in Califor- r nia: Journal of Geophysical Research, vol. 9, no. B12, pp. 12,587-12-631. • • • •. PACIFIC SOILS ENGINEERING, INC. Work Order 400575 February 12, 1997 SUBSURFACE INVESTIGATION & LABORATORY ANALYSES SUBSURFACE INVESTIGATION Nine (9) exploratory borings were drilled in January of 1997, ranging in depth from eleven (11) to fifty-one (51) feet. The boring logs are shown on Plates A-i through A-9. Exploratory borings were excavated using a bucket auger mounted on a truck. Undis- turbed and bulk samples were obtained during exploration. Materials encountered in the boring excavations were classified in the field by visual and tactile methods. Group symbols presented on the logs are in accordance with the Unified Soils Classification System as presented on Plate A. All samples obtained in the field were transported to our laboratory for detailed testing and analyses. In addition to the identification of materials encountered, results of the blow count ver- sus penetration, as well as laboratory moisture density determinations are presented on the logs of borings, Plates A-i through A-9. Thirteen (13) exploratory test pits were excavated with a backhoe in January of 1997. Logs of test pits are shown in Table I. All borings and tests pits were logged and sampled by a representative of this firm. Also included herewith are copies of borings B-i through B-3 excavated and logged by Geotechnical Exploration, Inc. (Plates A-b 0 through A-12). LABORATORY ANALYSES Laboratory test procedures and results are briefly summarized as follows: Moisture Density Determination Laboratory maximum density and optimum moisture content determinations were made in accordance with ASTM:D Test Method D: 1557-91) utilizing bulk samples obtained from representative soil and bedrock types to determine their compaction characteristics: PACIFIC SOILS ENGINEERING, INC. Work Order 400575 February 12, 1997 SUBSURFACE INVESTIGATION & LABORATORY ANALYSES cont. Moisture and density determinations were made on undisturbed samples to provide in- formation on in-situ density and moisture properties of the various materials. The re- sults of these tests are shown-on the logs of borings (Plates A-i through A-9 and Table Consolidation Tests Consolidation tests were performed on specimens representative of the soils. The con- solidometers, like the direct shear machine, are designed to receive the specimen in the rings in the field condition. Porous stones, placed at the top and bottom of each specimen, permit the free-flow of water from the specimen during the test. Progressive and final settlements under increasing load increments were recorded to an accuracy of 0.0001-inch. The final settlements so obtained were plotted to deter- mine the curves shown on Plates B-i through B-1 0. Direct Shear Determinations Direct shear tests'were performed on "undisturbed" samples. The sample was tested after inundation and under confinement for 24 hours. Tests were made under various normal loads at a constant rate of strain of 0.05 inches per minute. The shear test data is presented on Plates C-i through C-3. Hydrometer Analyses Hydrometer grain size analyses were performed on the minus No. 10 sieve portion of the samples. These tests were used as an aid in soil classification The results of Ll these tests are shown on Table II. . PACIFIC SOILS ENGINEERING, INC. fl . S S fl UNIFIED SOIL CLASSIFICATION SYSTEM 1 MAJOR DIVISIONS GROUP FIELD NAMES IDENTIFICATION PROCEDURES SYMBOLS Well-graded grovels. grovel sond mituies. Wide range grain sizes and substantial siflouflts of all GW little or no f,nei intermediate porticie sizes c POo.ly-groded grovels. grovel-sand misluve&. Predominately one so. or 0 iOflQ5 of sizes with some S GP little or no fines inteirrediate sizes missing is Nonplastic fines or fines with low plasticity lb idn5i in grovel -sand - silt mixtures .2 c - GM silly g ro Ln vels procsi)jres see l& below) 2 GC Clayey grovels, vel-sond-silt mixtures Plastic tines(b identification procedures we CL below) - S 2 sw Wet-groded sands, gravelly Sands, little or Wide range m g sizes and substantial ins of -, 2 • no finies all intermediate particle sizes Poorly - graded sands, gravelly 5Ond5, little or Predominately one size or 0 range of sizes with . no fines some intermediate sizes missing U SIM Silty sands, sand-silt mixtures Norplastic fines or fines with low plasticity b L. c •J • _____________________________________________ (for identification procedures see ML below) Lp o SC Clayey sands, sand-clay mixtures Plastic fines (for identification procedures see CL below) , o a-p.- t. Si IDENTIFICATION PROCEDURES 0 , on fraction Crollw than No. 40 sieve size E in Dry Strength Dilotancy Toughness in Si ci (crushing (reaction to (consistency Characteristics) shaking) two' Pt.) Is 2 - ci 5 — 0 Cr in 12 Slow U) is gravelly clays, sandy clays, silty clays, eon clays 5 - / ,, Inorganic days of low to fTsidftJm plasticity, Medium to high to Very Medium -I Si I - Organic $11h; and organic silty clays of Slight to Slight to OL m medium Sew medium low plasticity 8 sg. c - Inorganic silts, micoceous or diatomoceous Slight so Slow Sight to c.-J (_) MH — 0 fine sandy or silty sods, elastic silts medium msdium Z CH Inorganic cloy's of high plasticity, fat Cl High to very It— i7i PUts High clays high OH organic silts Organic clays of medium to high plasticity, Medium to high slow medium to very,Slight to HIGHLY ORGANIC SOILS -" P1 Peat and other highly organic 5015 and frequently by fibrous texture Readily Identified by color, odor, spongy, feel BOUNDARY OAs5JiCATIS Sods orwt19 thovoctv,s?ics of two 9,04s we Oes$500tld by wrtwialer'$ of group syrrWs PARTICLE SIZE LIMITS SAND GRAVEL -1 COBBLES I BOULDERS I I SILT OR CLAY jFINE SIEDIft.4 COARSE FINE COARSE I r,o cia, MW M_ n.q US STANDARD SIEVE SIZE CONSISTENCY CLASSIFICATION silts and fine sands, rock flour ML I Inorganic Silty or cloyey fins sands or clayey None to slight Quick to slow None silts with sligh t plasticity GRANULAR SOIL COHESIVE SOIL Mry loose Wry soft Loose Soft Moderately dense Firm Medium dense . Stiff Dense Wry stiff Very dense Hard BEDROCK Soft Moderately hard Hard Very hard MOISTURE CONDITION Dry Slightly moist Moist Wet Saturated OTHER SYMLS R Undisturbed sample B- Bulk sample 2 Groundwater Groundwater seepage PtAirtnice the Lkuftsd Sot aostiftionon Syelwii. Cape of US. km bOCisOS Ilemonwideri ho 3357, S th, WWI. (A low A, PACIFIC SOILS ENGINEERING, INC. PLATE A fl fl fl Y• GEOTECHNICAL BORING LOG SHEET 1 OF 3 PROJECT NO. 400575 PROJECT NAME Poinsettia Hill DATE STARTED 1/21/97 GROUND ELEV. 310.0 BORING DESIG. B-i DATE FINISHED 1/21/97 GW DEPTH (Fr) LOGGED BY DAM DRILLER LEDEZMADRILLING DRIVE WT. NORTHING TYPE OF DRILL RIG BUCKETAUGER DROP EASTING I—_ > U) >- S - . :- ° 0 uj 0. >- .. GEOTECHNICAL DESCRIPTION tn - O — 31 E)— SC TOPSOIL: CLAYEY SAND, dark brown, moist, loose; - — — rooted SCRIPPSFORMATION (Tsc): SILTY SANDSTONE, fine grained, light gray brown, moist, moderately soft; common - irregular fractures; few roots; highly weathered. @ 2.5 ft. moderately hard. - @ 3.75 ft. damp, hard; very uniform; relatively unweathered; very faintly bedded. 5- 305- S - 10- 300 B 15 295--ET- 6/6" -85 105 38 MAX DENSI © 16.0 ft fine to medium grained HYDR 20- 290- - © 22.0 ft SANDSTONE to SILTY SANDSTONE light to medium gray; very thinly laminated. © 22.5 ft SANDSTONE light gray uniform CONTINUED . SAMPLPES: — PACIFIC SOILS ROUNDWATER 0 ENGINEERING, INC. JSPT (SPLIT SPOON) SAMPLE J BULK SAMPLE M TUBESAMPLE PLATE A-i • GEOTECHNICAL BORING LOG SHEET 2 OF 3 PROJECT NO. 400575 PROJECT NAME Poinsettia Hill DATE STARTED 1/21/97 GROUND ELEV. 310.0 BORrNGDESIG. B-i DATE FINISHED 1/21/97 GW DEPTH (Fl) LOGGED BY DAM DRILLER LEDEZMADRILLING DRIVE WT. NORTHING TYPE OF DRILL RIGBUCKETAUGER DROP EASTING I > . LU L DESCRIPTION GEOTECHNICAL co 285 D 13/10" ::: SCRIPPS FORMATION (Tsc): Continued; cross-bedded; 7.1 117 44 SHEAF slightly irregular vertical joints: strike N75W. HYDA 30 280— @ 31.5 ft. SILTSTONE to SANDSTONE, very hard; sharp contact; laminated; bedding: N77E, 10NW. 35 275--c 10 05 116 62 @ 36.0 ft SANDSTONE gray, hard uniform @ 39.0 ft. very hard; well cemented. @ 39.5 ft. very SILTY SANDSTONE, medium gray; sharp 40 270 upper contact. @ 43.0 ft. SILTY to SANDY CLAYSTONE; fractured. 45 265—D 8 @ 45.0 - 45.5 ft. discontinuous randon polished surfaces; 6.6 115 96 faintly stratified. @ 46.0 ft. very SANDY CLAYSTONE, light gray, very - hard; fossilferous. @ 48.0 ft. grades downward to SANDSTONE, coarse to medium grained moderately hard to hard CONTINUED SAMPL9YPES: DRIVE (RING) SAMPLE YGROUNDWATER 01 PACIFIC SOILS ENGINEERING, INC. []SPT (SPLIT SPOON) SAMPLE [] BULK SAMPLE [fl TUBE SAMPLE PLATE A-i . C C [J U U . 1-1 GEOTECHNICAL BORING LOG SHEET 3 OF 3 PROJECT NO. 400575 PROJECT NAME Poinsettia Hill DATE STARTED 1/21/97 GROUND ELEV. 310.0 BORING DESIG. B-i DATE FINISHED .1/21/97 GW DEPTH (F1') LOGGED BY DAM DRILLER LEDEZMA DRILLING DRIVE WT. NORTHING TYPE OF DRILL RIGBUCKET AUGER DROP EASTING I__I > 0 w 0 co DESCRIPTION '2 GEOTECHNICAL 0—Uj 00 cr Ul wx 0I- 260 SCRIPPS FORMATION (Tsc): Continued. TOTAL DEPTH 51.0 FT. NO WATER, NO CAVING SAMPLE TYPES: PACIFIC SOILS ,[12 DRIVE RING) SAMPLE GROUNDWATER EJSPT (SPLIT SPOON) SAMPLE ENGINEERING, INC. EJ BULK SAMPLE LII TUBE SAMPLE PLATE A-i GEOTECHNICAL BORING LOG SHEET 1 OF 1 PROJECT NO. 400575 PROJECT NAME Poinsettia Hill DATE STARTED 1/21/97 GROUND ELEV. 236.0 BORING DESIG. B- 2 DATE FINISHED 1/21/97 GW DEPTH (FT) LOGGED BY DAM DRILLER LEDEZMA DRILLING DRIVE WT. NORTHING TYPE OF DRILL RIGBUCKETAUGER DROP EASTING > -LU -J Cl) >Uj- i3 , U) Uj W 0 0- Uj (L CLCL -J GEOTECHNICAL DESCRIPTION 0—Uj ( 03 TOPSOIL: CLAYEY SAND, dark brown, 'moist, loose; rooted. 235 SC ALLUVIUM/COLLUVIUM (Qal/Qcol): SANDY CLAY to CLAYEY SAND, light brown mottled reddish brown, very moist, moderately dense; common organics. PUSH :: ' 0.1 107 96 D 230— B I CL MAX DENSI HYDR .10— 2 :: CL @ 10.0 ft. strongly mottled, medium dense. 4.0 113 76 CON, D HYDR 225 .: B ___ ____________________________ D :o 15 ' 2.0 121 82 SCRIPPS FORMATION (Tsc): CLAYEY SANDSTONE, fine to medium grained, light gray mottled brownish red, moist, 220 ' ,LLLL moderately hard; few fractures. TOTAL DEPTH 16.0 FT. NO WATER, NO CAVING SAMPLE TYPES: PACIFIC SOILS FQ-1 DRIVE (RING) SAMPLE IIEGROUNDWATER [IISPT (SPLIT SPOON) SAMPLE ENGINEERING, INC. [] BULK SAMPLE [TI TUBE SAMPLE 4. . PLATE A-2 . fl . 11 . . GEOTECHNICAL BORING LOG SHEET 1 OF 2 PROJECT NO. 400575 PROJECT NAME Poinsettia Hill DATE STARTED 1/21/97 GROUND ELEV. 299.0 BORING DESIG. B- 3 DATE FINISHED 1/21/97 GW DEPTH (F1') LOGGED BY DAM DRILLER LEDEZMADRILUNG DRIVE WT. NORTHING TYPE OF DRILL RIGBUCKETAUGER DROP EASTING I— > CL CL CL ~5 >- o_ D , U.' - - . Cr U, GEOTECHNICAL DESCRIPTION <I- U) < U) -J I - U) 00 OF- .1 Sc 2u 00 D TOPSOIL: CLAYEY, SAND, medium to dark brown, very moist, loose; rooted. SCRIPPS FORMATION (Tsc): CLAYEY SANDSTONE, very fine, light gray, very moist, moderately soft; highly weathered; thin interbeds of claystone. @ 2.0 ft. very minor seepage, moderately hard. @ 3 0 ft hard abundant gypsum bedding N80W 8NE 295 3 @ 4 0 ft bedding N85W 8NE 23.7 102 97 D @.4.5 ft. SANDY SILSTONE, light brown, damp, hard; very thinly bedded. @ 5.5 ft. SANDSTONE, coarse to medium grained, light gray mottled reddish brown, moist, moderately hard. @ 7.5 ft. CLAYEY SILTSTONE, medium brown/gray mottled yellowish, damp, hard; becomes sandier downward. 290— @ 9.0 ft. SILTY CLAYSTONE, medium gray mottled brownish red. 10— 4 21.9 103 94 SHEAF D @ 10.75 ft. slight seepage. HYDR @ 11.5 - 12.0 ft. marroon, moderately hard; very common gypsum partings; organics. @ 12.0 ft. medium gray, hard. @ 13.0 ft maroon moderately hard to hard fractured 285- 15— 3 @ 15.0 15.5 ft very CLAYEY small random polished 25.0 97 93 D surfaces; discontinuous; wavey. @ 16.0 ft. very minor seepage. @ 17.5 ft. much seepage; highly fractured; discontinuous polished surfaces. Bedding: N30W, 75W. 280 @ 17.75 ft. SANDSTONE, very fine grained, maroon to light brown, very hard; fractured upper 0.5 ft. of unit; cross-bedded. 20— @ 19.0 ft light gray consistent 275 10 ' TOTAL DEPTH 25.0 FT. D SEEPAGE AS NOTED NO CAVING SAMPLE TYPES: PACIFIC SOILS [r2 DRIVE RING) SAMPLE GROUNDWATER [JSPT (SPLIT SPOON) SAMPLE ENGINEERING, INC. [] BULK SAMPLE C11 TUBE SAMPLE _______ PLATE A-3 GEOTECHNICAL BORING LOG SHEET 1 OF 2 . PROJECT NO. 400575 DATE STARTED DATE FINISHED DRILLER LEDEZMA DRILLING TYPE OF DRILL RIG BUCKET AUGER PROJECT NAME Poinsettia Hill GROUND ELEV. 218.0 BORING DESIG. B-4 GW DEPTH (Fr) LOGGED BY DAM DRIVE WT. NORTHING DROP EASTING . . . . I- > ,&Uj u, .GEOTECHNICAL DESCRIPTION -uJ < ( - - SC TOPSOIL: CLAYEY SAND, dark brown, moist, loose. - - SC / ALWVIUM/COLLUVIUM (Qal/Qcol): CLAYEY SAND, .4. medium brown, very moist, moderately loose; rooted. 215- - >j• @ 4.0 ft. very minor seepage. - PUSH @ 5.0 ft. light brown mottled brownish red, moist to very -22.6 99 87 moist, moderately dense; common organic particles. 210—, 10— @ 10.0 ft. moist, moderately to medium dense. 6.8 111 88 1 D - 205- 15- i sc © 15.0 ft. medium dense to dense. 4.2 100 56 CON, HYDR 200- 20 2 @20.0 ft. light gray mottled medium gray and brownish 7.1 113 95 _ red. • 195— CONTINUED. CONTINUED. SAMPLE TYPES: IIEUNDWTE - P[12 Fl C SOILS DRIVE gING) SAMPLE ACI [JSPT (SPLIT SPOON) SAMPLE GRO • AR ENGINEERING, INC. [ BULK SAMPLE ] TUBE SAMPLE PLATE A-4 GEOTECHNICAL BORING LOG SHEET 2 OF 2 PROJECT NO. 400575 PROJECT NAME Poinsettia Hill DATE STARTED GROUND ELEV. 218.0 BORING DESIG. B- 4 DATE FINISHED GW DEPTH (FT) LOGGED BY DAM DRILLER LEDEZMADRILLING DRIVE WT. NORTHING TYPE OF DRILL RIGBUCKETAUGER DROP EASTING > -LLI -J >- 0 00 z GEOTECHNICAL DESCRIPTION 0— En i , W 00 00 D M 2u 0 5 SC ALLUVIUMICOLLUVIUM (Qal/Qcol): Continued; CLAYEY 17.4 107 81 CON, SAND, very coarse with abundant cobbles and pebbles. HYOR @ 27.0 ft. organic particles. 190 SCRIPPS FORMATION (Tcs): CLAYEY SANDSTONE, very fine, light gray strongly mottled brownish red, damp, hard. 30— 12 30 117 80 D - TOTAL DEPTH 31.0 FT. MINOR SEEPAGE @ 4.0 FT. NO CAVING SAMPLE TYPES: PACIFIC SOILS [12 DRIVE "G) SAMPLE GROUNDWATER EJSPT (SPLIT SPOON) SAMPLE • • ENGINEERING, INC. FBI BULK SAMPLE [TI TUBE SAMPLE PLATE A-4 GEOTECHNICAL BORING LOG SHEET 1 OF 2 PROJECT NO. 400575 DATE STARTED DATE FINISHED DRILLER LEDEZMA DRILLING TYPE OF DRILL RIGBUCKET AUGER PROJECT NAME Poinsettia Hill GROUND ELEV. 223.0 BORING DESIG. B- 5 GW DEPTH (FT) LOGGED BY DAM DRIVE WT. NORTHING DROP EASTING I— >Uj >- ° uJ— - w GEOTECHNICAL DESCRIPTION ( En U • SC TOPSOIL: CLAYEY SAND, medium to dark brown, very moist, moderately loose; rooted. SC . ALLUVIUM/COLLUVIUM(Qal/Qcol): CLAYEY SAND, light gray brown, very moist, moderately dense to slightly loose. 220 PUSH @ 5.0 ft. light gray-brown mottled brownish red, moist, 9.3 103 83 D moderately dense; few rootlets; organic particles. 215 CL/SC @ 8.0 ft. SANDY CLAY to CLAYEY SAND, dark brown, moist, stiff. 10 1 :• SC @10.o ft. CLAYEY SAND. 8.0 110 92 D @ 12.5 ft. light brown. 210 15— 1 @ 15.0 ft. light brown mottled reddish brown. 17.9 109 89 D B 205 SCRIPPS FORMATION (Tsc): SANDSTONE, light gray 20 4 strongly mottled damp moderately hard to hard 21.0 106 97 D 200 CONTINUED SAMPLE TYPES: -TGRO'UNDWATER PACIFIC SOILS [0 DRIVE "G) SAMPLE WSPT (SPLIT SPOON)SAMPLE ENGINEERING, INC. FBI BULK SAMPLE ETI TUBE SAMPLE PLATE A-5 GEOTECHNICAL BORING LOG SHEET 2 OF 2 PROJECT NO. 400575 PROJECT NAME Poinsettia Hill DATE STARTED GROUND ELEV. 223.0 BORING DESIG. B- 5 DATE FINISHED GW DEPTH (FT) LOGGED BY DAM DRILLER LEDEZMADRILLING DRIVE WI. NORTHING TYPE OF DRILL RIG BUCKETAUGER DROP EASTING w w >- -i O..Q -.Uj I—.O Z (/) GEOTECHNICAL DESCRIPTION 00 2u O- m D 13 SCRIPPSFORMATION (Tsc): Continued; light gray. 14.2 115 83 TOTAL DEPTH 26.0 FT. NO WATER, NO CAVING SAMPLE TYPES: PACIFIC SOILS DRIVE (RING) SAMPLE GROUNDWATER [JSPT (SPLIT SPOON) SAMPLE El ENGINEERING, INC. MB BULK SAMPLE [fl TUBE SAMPLE PLATE A-5 GEOTECHNICAL BORING LOG SHEET 1 OF 2 PROJECT NO. 400575 PROJECT NAME Poinsettia Hill DATE STARTED GROUND ELEV. 237.0 BORING DESIG. B- 6 DATE FINISHED GW DEPTH (Fl) LOGGED BY DAM DRILLER LEDEZMADRILLING DRIVE WT. ____ NORTHING TYPE OF DRILL RIGBUCKETAUGER DROP EASTING I. > U.' -UjCL a. W -' - >- 0 -J 0 uJ —' -> °I— Z .0 Cl) Uj a. GEOTECHNICAL DESCRIPTION 0— 9 00 cr ul x 01- Sc TOPSOIL: CLAYEY SAND, medium to dark brown, very moist, moderately loose; rooted. Sc ALLUVIUM/COLLIJVIUM (Qal/Qcol): CLAYEY SAND, light brown mottled reddish brown, very moist, loose to 235 1 . moderately dense; rootlets. PUSH .' @5.0 ft. moist, moderately dense. 9.4 104 85 D 230 10 @ 10.0 ft. light to medium brown mottled reddish brown, 6.8 111 88 moist, moderately to medium dense. 225- 1 5 PUSH . : CL @ 15.0 ft. SANDY CLAY, light brown to tan. 18.5 103 79 CON, D HYDR 220 . @ 17.0 ft. more CLAYEY, medium brown, moist to very moist. 20 @ 20.0 ft. SANDY, medium dense. 21.1 99 82 215 CONTINUED. SAMPLE TYPES: M P SOILS DRIVE (RING) SAMPLE- YGROUNDWATER EIJSPT (SPLIT SPOON) SAMPLE ENGINEERING, INC. [] BULK SAMPLE [II TUBE SAMPLE PLATE A-6 . • • Ll . GEOTECHNICAL BORING LOG SHEET 2 OF 2 PROJECT NO. 400575 DATE STARTED DATE FINISHED DRILLER LEDEZMA DRILLING TYPE OF DRILL RIG BUCKET AUGER PROJECT NAME Poinsettia Hill GROUND ELEV. 237.0 BORING DESIG. B- 6 GW DEPTH (Fr) LOGGED BY DAM DRIVE WT. NORTHING DROP EASTING I— i-- >Uj (L 0. 0 —1 (D CL LU..-. D— a— ...)-Z LU ca GEOTECHNICAL DESCRIPTION - Zi-0— (D ' 00 CC UJ Cr 0- D 1' : CL ALLUVIUM/COLLUVILJM (Qal/Qcol): Continued; SANDY 19.1 100 76 CON, CLAY, medium to coarse; few pebbles. HYDR 210 SCRIPPS FORMATION (Tsc): CLAYEY SANDSTONE, light 30- o 4 gray strongly mottled brownish red, slightly moist, 6.9 112 90 moderately hard; weathered. TOTAL DEPTH 31.0 FT. NO WATER, NO CAVING SAMPLE TYPES: PACIFIC SOILS DRIVE "G) SAMPLE GROUNDWATER I [JSPT (SPLIT SPOON) SAMPLE ENGINEERING, INC. M BULK SAMPLE TUBE SAMPLE PLATE A-6 . S S S . S GEOTECHNICAL BORING LOG SHEET 1 OF 1 PROJECT NO. 400575 PROJECT NAME Poinsettia Hill DATE STARTED GROUND ELEV. 252.0 BORING DESIG. B- 7 DATE FINISHED GW DEPTH (FT) LOGGED BY DAM DRILLER LEDEZMADRILLING DRIVE WT. NORTHING TYPE OF DRILL RIGBUCKETAUGER DROP EASTING > Uj GEOTECHNICAL DESCRIPTION UJL a— 0 >- oo co M ALLUVILJM/COLLUVHJM (Qal/Qcol): CLAYEY SAND, light to medium brown mottled grayish red-brown, very moist, 'moderately dense; organic particles; rootlets. SC 250 . 1 CL @ 5.0 ft. SANDY CLAY, light brown to medium brown, 14.2 102 59 CON, D very moist, firm. HYDR @ 6.0 ft. light brown. 245- 10— 1 . SC @ 10.0 ft. CLAYEY SAND, very fine grained, light 6.2 103 69 CON, D tan-brown mottled gray. HYDR 240- 15— PUSH CL 9.2 105 86 D @ 15.0 ft. SANDY CLAY, medium grained, light brown, moderately stiff; few pebbles. 235 : 20 . 10 5.4 115 90 D SCRIPPS FORMATION (Tsc): CLAYEY SANDSTONE, light - ' gray mottled brownish red, damp, moderately hard; very weathered. TOTAL DEPTH 21.0 FT. NO WATER, NO CAVING SAMPLE TYPES: S PACIFIC SOILS FQ_j DRIVE "G) SAMPLE YGROUNDWATER ENGINEERING, INC. EJSPT (SPLIT SPOON) SAMPLE [] BULK SAMPLE [TI TUBE SAMPLE ________ PLATE A-7 1 GEOTECHNICAL BORING LOG SHEET 1 OF 2 PROJECT NO. 400575 PROJECT NAME Poinsettia Kill DATE STARTED GROUND ELEV. 264.0 BORING DESIG. 8-8 DATE FINISHED GW DEPTH (FT) LOGGED BY DAM DRILLER LEDEZMADRILLING DRIVE WT. NORTHING TYPE OF DRILL RIGBUCKETAUGER DROP EASTING I— > QL o_ CLUJ (J) >- 0 U.:— - __.. CL q)GEOTECHNICAL DESCRIPTION D—qU5 uj~—< 8 00 no 01— - - Co —J 2u SC TOPSOIL: CLAYEY SAND, medium brown, very moist, - - - - loose; rooted. SC ALLUVIUM/COLLUVIUM (Qal/Qcol): CLAYEY SAND,, light brown-tan very moist; loose to moderately dense; rootlets. 260- 5- PUSH @ 5.0 ft. light brown, moderately dense; uniform. - 7.8 95 62 0 @ 7.5 ft. mottled gray and reddish brown. 255- 10- - USH/6' @ 10.0 ft. strongly mottled. - 0.3 104 87 I - 250- 15— USH/6 @ 15.0 ft. weakly mottled. - 8.4 105 82 CON, D - HYDR -- 245- @ 19.0 ft. light gray and tan strongly mottled reddish brown. 20- 2 S c @ 20.0 ft. light gray mottled, medium dense. - 6.9 100 67 CON. - HYDR @ 22.0 ft. very strong red mottling with black Mn staining. SCRIPPS FORMATION (Tsc): very CLAYEY SANDSTONE, light gray, damp, moderately hard; weathered. 240- CONTINUED. SAMPLE TYPES: PACIFIC SOILS [a DRIVE GUNG) SAMPLE YGROUNDWATER []SPT (SPLIT SPOON) SAMPLE 0 ENGINEERING, INC. fJ BULK SAMPLE [I] TUBE SAMPLE PLATE A-B • . • S S Ll fl GEOTECHNICAL BORING LOG SHEET 2 OF 2 PROJECT NO. 400575 PROJECT NAME Poinsettia Hill DATE STARTED GROUND ELEV. 264.0 BORING DESIG. B- 8 DATE FINISHED GW DEPTH (FT) LOGGED BY DAM DRILLER LEDEZMADRILLING DRIVE WT. NORTHING TYPE OF DRILL RIGBUCKETAUGER DROP -, EASTING I—.. I-- > 0 U) >- 0 —J , co cr - CL Uj 0 GEOTECHNICAL DESCRIPTION 14 SCRIPPSFORMATION (Tsc): Continued. 28 114 73 TOTAL DEPTH 26.0 FT. NO WATER, NO CAVING SAMPLE TYPES: PACIFIC SOILS DRIVE (RING) SAMPLE GROUNDWATER mSPT (SPLIT SPOON) SAMPLE ENGINEERING, INC. [J BULK SAMPLE I [II TUBE SAMPLE PLATE A-8 S S . S 0. S GEOTECHNICAL BORING LOG SHEET 1 OF 1 - PROJECT NO. 400575 PROJECT NAME Poinsettia Hill DATE STARTED GROUND ELEV. 278.0 BORING DESIG. B- 9 DATE FINISHED • GW DEPTH (Fl) LOGGED BY DAM DRILLER LEDEZMADRILLING DRIVE WT. NORTHING TYPE OF DRILL RIGBUCKETAUGER DROP EASTING 'U 'U w 'U - e — ..—>— Z CL GEOTECHNICAL DESCRIPTION -'UL 9 00 Cr Uj cr o- - . TOPSOIL: CLAYEY SAND, medium brown, very moist, loose; rooted. - SC ALL(JVIUMICOLLUVIUM(Qal/Qcol): CLAYEY SAND, light tan mottled reddish brown, very moist, moderately dense; common rounded cobbles. 275 B 4 :. CL @ 5.0 ft. SANDY CLAY, brown, very moist, firm. D 2.7 109 63 CON, HYDR SCRIPPSFORMATION (Tsc): CLAYEY SANDSTONE, light tan mottled brown red, damp, hard. 270- 10— 1.5 115 67 D - TOTAL DEPTH 11.0 FT. NO WATER, NO CAVING SAMPLE TYPES: PACIFIC SOILS 0 DRIVE OUNG) SAMPLE GROUNDWATER . [JSPT (SPLIT SPOON) SAMPLE ENGINEERING, INC. [j BULK SAMPLE Co TUBE SAMPLE PLATE A-9 . . Ll fl EQUIPIIET DIMENSION & TYPE 3F E.(CVT . DATE LCGGEO CME 55 Hollow Stem 8' 'Diameter 8-6-96 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY See Map ( 260' MSL) Not encountered CKG FIELD DESCRIPTION - - AND CLASSIFICATION Uj a— *CD _J w Z = = z = I— z - _j DESCRIPTION AND REMARKS - z— -- .z (Grain size, Density, Moisture, Color) CD Uj CD X - z - CO := - SILTY SAND. Loose to medium dense. Dry SM 12.2 105.4 12.0 124 85 to slightly damp. Mottled tan-brown-red. • --moist (loose sandier) . 8 2" HI 15.2 101.5 82 -: - - I 19 3" --seep Ji / 10 2 - 10.- :I4.._ 19.6 96.2 12.5 122 79 20 3" ALLUVIUM U - 17 15 - --moist to wet (no free water, in bottom 25 of hole) 13.7 104.0 85 11 2 - 20 - H FINE SAND with silt. Medium dense. SN 13.6 105.9 11.8 125 85 25 3" Moist. Tan. --becomes mottled 21 ALLUVIUM 25- I :1 . 38 ,,. ' t5.2 108.1 87 - SILTY SAND with some clay. Medium dense. SM Moist. White-gray. SANTIAGO FO(ATION 52.t. !_ ocom 01' noie v za , No water at bottom - ± 4 hr, later JOB NAME Poinsettia Hills SITE LOCATION WATER TABLE LOOSE BAG SAMPLE W. of El Camino Real @Cassia Road, Carlsbad, California JOB NUMBER REVIEWED BY LOG No. IN-PUCE SAMPLE 96-6975 B 1 FIGURE NUMBER DRIVE SAMPLE STANDARD PENETRATION TEST ha 11j1EIJO PLATE A-b EQUIPMENT - DIMENSION & TYPE OF EXCAVATION DATE LOGGED CME 55 Hollow Stem 8" diameter 8-6-96 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY See Map (± 240 MSL) Not encountered CKG I-. -J FIELD DESCRIPTION AND 06 CLASSIFICATION -- Fm- - - v1 Cr uj DESCRIPTION AND REMARKS j (Grain size, Density, Moisture, Color) - uj 0. uj uj ~c 0 _j C~ X: 0 X 2. 0 0 LU 1 - SILTY SAND. Loose to medium dense. Dry SM 6.2 100.8 12.0 124 81 16 3" - to slightly damp. Mottled tan-brown-red. / 7 2" / 5- - SANDY SILT. Loose to medium dense. pQ 21.2 100.2 81 13 .3" - I Very moist. Brown. • / / / 8 2' - 10 - 21-.6 101.4 12.5 122 83 - / / ALLUVIUM 15 - --sandier. Light brown. 15.6 106.7 11.8 125 85 11 3" - I 16 2" 20 FINE' SAND with some silt. Medium dense. SM 19.2 102.9 82 32 3" - Moist. Tan. - 18 2" AU.UVIUM 25 - . . 17 3 - . --seep? 23.1 97.6 12.5 122 80 / 16 2" . I . WATER TABLE I LOOSE BAG SAMPLE I IN-PLACE SAMPLE I U . DRIVE SAMPLE STANDARD PENETRATION TEST JOB NAME Poinsettia Hills SITE LOCATION V. of El Camino Real Cassia Road, Carlsbad, California JOB NUMBER REVIEWED BY I LOG No. 96-6975 I B-2 FIGURE NUMBER CAN I lb PLATE A- 11 . . . EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED CME 55 Hollow Stem 8" Diameter 8-6-96 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY See Map Not encountered CKG FIELD DESCRIPTION - AND . _a w CLASSIFICATION CA I- = = Uj 0 -j DESCRIPTION AND REMARKS 1 -J - X - Q. (Grain size, Density, Moisture, Color) L) . - - 0 - 0 X C3 .. . - 20.3 105.4 11.8 125 84 - I --noticeably harder @ 29 3" - FINE SAND with iron oxide, staining. SM 49 2" • Dense. Damp. White-orange. - SANTIAGO FORMATION - Bottom of hole @ 33' - • No water in bottom of hole after 2½ hours JOB NAME - Poinsettia Hills SITE LOCATION V WATER TABLE LOOSE BAG SAMPLE W. of El Camino Real @'Cassla Road, Carlsbad, California JOB NUMBER REVIEWED BY LOG No. - IN-PLACE SAMPLE 96-6975 B DRIVE SAMPLE Ir . • FIGURE NUMBER STANDARD PENETRATION TEST llc - ont. —__ PLATE A-il Ll fl . FIELD DESCRIPTION - AND ' •— • CLASSIFICATION Th - w ' + U. L. _J ________________________________ LU LU L) LU CX > I— . I I— J / "' LU LU ,I DESCRIPTION AND REMARKS (Grain size, Density, Moisture, Color) -Cc Uj CD 3C . LU L.) VI 1 — SILTY FINE SAND... Loose to medium dense. SPA Dry to slightly damp. Mottled tan-brown- 13.9 111.9 12.0 124 90 2 - • red. 20 3" - I; I 4_I / 13 2 18.4 105.6 85 6 - SANDY SILT. Loose to medium dense. Very ML 23 3" 7 moist. Brown. 172" 9— ALUYII. 10 — 16.1 105.7 12.5 122 87 i 23 3" — . / / 152" 15 H 15.9 105.2 86 36 3" • — / I .172" 20 SILTY SAND. 12.i 103.5 11.8 125 83 3 152" ALLUYILI 38 25 16.1 106.6 85 . - — (SILTY SAND WITH SOME- CLAY. DENSE. DAMP. SM 40 2" L1HT GMY.-WHITE. SANTIAGO FOATION S .. EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED CHE 55 Hollow Stem 8" diameter 8-6-96 SURFACE ELEVATION - GROUNDWATER DEPTH LOGGED BY See Map (± 222' MSL) Not encountered CKG r v,,un yr nuI. L LOOSE BAG SAMPLE '0 Camino Real Cassia Road, Carlsbad, California I kPlñtt1a Hills I JOB NAME. Lai WATER TABLE SITE LOCATION IN-PLACE SAMPLE [ NUMBER REVIEWED BY 1 LOG No. I 96-6975 • I DRIVE SAMPLE F 1 B- 3 FIGURE NUMBER Ifl SAND CONE/F.D.T. lId I 11IF1EI9IIJ PLATE A-12 Work Order 400575 February12, 1997 2 Work Order400575 Dates Excavated-01/20/97 Logged by DAM/JSC EquipmentJohn Deer 310E TABLE I LOG OF TEST PITS Test Pit No. Depth (ft:) USCS Description T-1 0.0-18.0 SC ALLUVIUM/COLLUVIUM (Qal/Qcol): CLAYEY SAND, dark brown, very moist, loose; lightly .rooted. @ 2.0 ft. CLAYEY SAND, light brown mottled reddish brown, moderately dense; gradational . upper contact, sharp lower contact. 6.5 ft. dark brown mottled reddish brown gradually becoming medium gray/brown, me- dium dense to dense. @ 12.0 ft. common well rounded cobbles and pebbles to 2 inch diameter. @ 12.5 ft. light gray strongly mottled brownish red, medium dense to dense; some visible po- & . rosity; very slight cemented; rare organic particles. • - • TOTAL DEPTH 18.0 FT. NO WATER, NO CAVING ------------------------------------------------------------ T-2 • 0.0- 17.0 SC ALLUVIUM/COLLUVIUM (QallQcol): CLAYEY SAND, dark brown, very moist, loose; lightly rooted. @ 2.0 ft. CLAYEY SAND, light brown mottled reddish brown, moderately dense; gradational upper contact, sharp lower contact. . @ 6.5 ft. dark brown mottled reddish brown gradually becoming medium gray/brown, me- dium dense to dense. Continued on next page. • PACIFIC SOILS ENQINEERING INC. Work Order 400575 February 12, 1997 -TABLE ! cont. LOG OF TEST PITS Test Pit No. Depth (ft.) USCS Description T-2 continued. . @ 8.0 FT. light gray strongly mottled brownish red, moderately dense to dense; some visible • porosity; very slightly cemented; rare organic particles; weakly bedded; gradually becomes medium gray downwards. TOTAL DEPTH 17.0 FT. • NO WATER, NO CAVING T-3 0.0 -,1.0 Sc ALLUVIUM/COLLUVIUM (QallQcol): CLAYEY SAND, dark brown, very moist, loose; rooted. @ 1.0 ft. becomes light brown mottled reddish brown, loose to medium dense. @ 2.5 ft. moist, medium dense; non-rooted. @ 3.5 ft. medium brown strongly mottled, moist to very moist, medium dense to dense. @ 5.0 ft. reddish brown weakly mottled. 7.0 - 9.0 • SCRIPPS FORMATION (Tsc): CLAYEY ;SANDSTONE, fine, light gray, damp, moder- ately hard; weathered; weakly bedded. TOTAL DEPTH 9.0 FT. NO WATER, NO CAVING T-4 0.0 -13.0 SC/CL --------------------------------------------------------------- ALLUVIUM/COLLUVIUM (QaI/Qcol): CLAYEY SAND to SANDY CLAY, fine, mottled medium gray brown to strongly mottled red brown, very • moist, moderately dense; organic particles; up- per 2.0 ft. disburbed. • © 3.0 ft. becomes reddish brown mottled gray I brown. Continued on next page - PACIFIC 601LS ENGINEERING, INC. Work Order 400575 February 12, 1997 TABLE I cont. LOG OF TEST PITS Test Pit No. ' Depth (ft.) USCS Description T-4 continued. @ 4.0 ft. seepage. Sc @ 13.0 ft. becomes CLAYEY SAND, fine, brown, very moist, moderately dense; rooted. TOTAL DEPTH 17.0 FT. WATER AS NOTED NO CAVING --------------------------------------------------------------- T-5 0.0 -8.0 SM ALLUVIUM/COLLUVIUM (QallQcol): SILTY SAND, dark brown, very moist, loose; clayey; rooted; organic particles. CL/Sc @ 1.5 ft. SANDY CLAY to CLAYEY SAND, fine, grayish brown strongly mottled reddish brown, very moist, soft to moderately dense. @ 3.5 ft. brown non-mottled, very moist, mod- erately dense. @ 5.0 ft. slight seepage. 8.0 -10.0 SCRIPPS FORMATION (Tsc): CLAYEY SANDSTONE, fine, light gray, damp, moder- ately hard. TOTAL DEPTH 10.0 FT. • WATER AS NOTED NO CAVING 1-6 0.0 - 2.5 SM/SC TOPSOIL: SILTY to CLAYEY SAND, dark brown slightly mottled orangish brown, very moist, loose to soft; rooted; organic particles; porous. Continued on next page. • PACIFIC SOILS ENGINEERING, INC. Work Order 400575 February 12, 1997; TABLE I cont. 40 LOG OF TEST PITS Test Pit No. Depth (ft.) USCS Description T-6 Continued. . @ 2.5 ft. becomes grayish brown/orangish brown strongly mottled. 2.5 -4.0 SCRIPPS FORMATION (Tsc): SANDSTONE, fine, light gray with orangish brown specks, . damp, moderately hard; micaceous; massive with local sandy clay seam (bed) up to 3 ft. thick. TOTAL DEPTH 4.0 FT. NO WATER, NO CAVING T-7 0.0-1.0 SM/SC TOPSOIL: SILTY to CLAYEY SAND, dark brown slightly mottled orangish brown, very moist, loose to soft; rooted; organic particles; ,. porous. 1.0-11.5 SCRIPPS FORMATION (Tsc): CLAYEY SANDSTONE, fine, grayish brown strongly mottled to orangish brown, very moist, soft; ••, crumbly; massive to weakly laminated; porous; highly weathered. @ 4.5 ft. becomes laminated CLAYSTONE, very moist, soft; interbedded with SAND- STONE, fine, orangish brown. @ 5.5 ft. CLAYEY SANDSTONE, light gray strongly mottled reddish gray, damp to slightly moist, moderately hard; massive to faintly bedded. @ 10.0 ft. SANDSTONE, fine, very dark gray, . . damp, hard; manganese; cemented. TOTAL DEPTH 11.5 FT. NO WATER, NO CAVING PACIFIC SOILS ENGINEERING, INC. Work Order 400575 February 12, 1997 TABLE I cont. • LOG OF TEST PITS Test Pit No. Depth (ft.) USCS Description • T-8 0.0 -1.0 SM/SC TOPSOIL: SILTY to CLAYEY SAND, dark brown slightly mottled orangish brown, very moist, loose to soft; rooted; organic particles; porous. .. 1.0 -8.0 SCRIPPS FORMATION (Tsc): SILTY CLAYEY SANDSTONE, gray with orangish . •' brown bands, damp, moderately hard; finely in- terbedded with fine sands/silts and claystones. • Bedding: N20E, 8NW N7W, 85E N5E, 6NW N16E,6NW • . TOTAL DEPTH 8.0 FT. NO WATER, NO CAVING T-9 0.0 -.18.0 SC ------ALLUVIUM/COLLUVIUM (Qal/Qcol) CLAYEY SAND, dark brown, very moist, loose; rooted. • • @ 1.0 ft. light brown, very moist, loose to mod- erately dense; massive; rare pebbles; roots to 2.0ft. * . TOTAL DEPTH 18.0 FT. NO WATER, NO CAVING • PACIFIC SOILS ENGINEERING, INC. Work Order 400575 February 12, 1997 TABLE I cant. LOG OF TEST PITS Test Pit No. Depth (ft.) USCS Description T-10 0.0-7.0 SC ALLUVIUM/COLLUVIUM (QaI/Qcol): CLAYEY SAND, medium brown mottled red- dish brown, moist, moderately dense; slightly cemented; some visible porosity. 7.0 -8.0 . SCRIPPS FORMATION (Tsc): CLAYEY SANDSTONE, light gray, damp, moderately hard. TOTAL DEPTH 8.0 FT. NO WATER, NO CAVING T-11 0.0-8.0 SC . ' ALLUVIUM/COLLUVIUM (QalIQcol): CLAYEY SAND, medium.brown. • 8.0 -12.0 SCRIPPS FORMATION (Tsc): CLAYEY SANDSTONE, strong red mottlin, damp, mod- erately hard. . . TOTAL DEPTH 12.0 FT. ------------------------------------------------------------ T-12 0.0 -5.0 SM ARTIFICIAL FILL (af): SILTY SAND, brown portions mottled grayish brown, very moist, soft to moderately dense; organic debris; odiferous. 50 - 14.5 SM ALLUVIUM/COLLUVIUM (Qal/Qcofl: SILTY SAND, grayish brown strongly mottled orang- ish brown, moist, soft to moderately hard; - .• clayey; rooted. @ 14.0 ft. well rounded cobbles to 5 ft. diameter. Continued on next page. •• - . . PACIFIC SOILS ENGINEERING, INC. I Work Order 400575 February 12, 1997 TABLE I cont. LOG OF TEST PITS Test Pit No. Depth (ft.) USCS Description T-12 Continued. 14.5 -16.0 SCRIPPS FORMATION (Tsc): SILTY CLAYEY SANDSTONE, gray with orangish brown bands, damp, moderately hard; finely in- terbedded with fine sands/silts and claystones. TOTAL DEPTH 16.0 FT. NO WATER, NO CAVING • . . .. • TEST PIT LOG T-I3 1ngd by PACIFIC BOILS ENGINEERING INC. DL(' - AI:Il ALS i)I;;r;Il ni yp Oi;tiirc, ('OI3O1 iJ;ii ju; ATTITUDES - CO:IMENrS or Shon r Aludd io v Fault - - 1ot'b& \Jex, s4 - -o - w- AL too 0. C c 0 4---30 0 c 4 a iI- --i - \ ABLE I (cont.) t) (TCPC)- toccP WIL • • • 0 • 0 . 0 • 0 TABLE II - W.O. 400575 SUMMARY OF LABORATORY DATA Boring Depth Soil Group In Situ In Situ % Sat- % Passing %Passing % Finer Max Opt. 'Other Tests (feet) Description Symbol Dry Moist. uration No. 4 No. 200 Than Dry Moist. - Density Content Sieve Sieve - 0.005 mm Density Content B- .1 15.0 SILTY SANDSTONE (Tsc( 105.0 8.5 37.9 100 19 7 112.7 14.0 B- 1 2510 SILTY SANDSTONE (Tsc) 117.2 7.1 43.7 100 . 22 . 8 SHEAR - B- 1 35.0 SANDSTONE (Tsc) . 115.8 10.5 62.2 B- 1 45.0 SANDY CLAYSTONE (Tsc) 115.0: 16.6 96.2 B- 2 5.0 SANDY CLAY (Qa1/Qcol) CL 107.5 20.1 95.6 B- 2 6.0 SANDY CLAY (Qa1/Qcol) CL 100 53 31 118.3 13.2 B- 2 100 SANDY CLAY (Qal/Qcol) CL 112.7 14.0 76.3 100 '• 57 + 32 .CONSOL B- 2 15.0 SANDY CLAY (Qal/Qcol( CL 121.0 12.0 82.4 B- 3 4.0 CLAYEY SANDSTONE (Tsc) 101.6 23.7 97.1 -- B- 3 10.0 SILTY CLAYSTONE (Tsc) 103.4 21.9 93.8 100 88 40 SHEAR + + 8- 3 15.0 CLAYSTONE (Tsc( 97.5 25.0 92.6 B- 3 25.0 SANDSTONE (Tsc(, - 115.7 15.7 92.8 + - B- 4 5.0 CLAYEY SAND (Qa1/Qcol( SC 98.9 22.6 86.6 B- 4 10.0 CLAYEY SAND (Qal/Qcol( SC 111.1 16.8 87.7 B- 4 15.0 CLAYEY SAND (Qa1/Qcol( SC 100.0 14.2 55.9 100 33 20 CONSOL B- 4 20.0 CLAYEY SAND (Qa1/Qcot) SC 113.5 17.1 95.2 B- 4 25.0 CLAYEY SAND (Qa1/Qcol) SC 106.6 17.4 80.8 100 42 18 CONSOL B- 4 30.0 CLAYEY SANDSTONE (Tsc( 117.0 13.0 79.7 B- 5 5.0 CLAYEY SAND (Qa1/Qcol( SC 103.4 19.3 82.7 B- 5 10.0 CLAYEY SAND (Qa1/Qcol) SC 110.4 18.0 92.3 13- 5 15.0 CLAYEY SAND (Qal/Qcol( SC 109.3 17.9 89.1 B- 5 20.0 SANDSTONE (Tsc) 106.5 21.0 97.3 B- 5 25.0 SANDSTONE (Tsc) 115.3 14.2 83.0 B- 6 5.0 CLAYEY SAND (Qa1/Qcol) SC 104.2 19.4 84.8 B- 6 10.0 CLAYEY SAND (Qal/Qcol( SC 111.0 16.8 87.5 8- 6 15.0 SANDY CLAY (Qa1/Qcol( CL 103.1 18.5 78.7 100 60 37 CONSOL B- 6 20.0 CLAYEY SAND (Qa1/Qcol) SC 99.3 21.1 81.7 B- 6 25.0 SANDY CLAY (Qa1/Qcol( CL 100.4 19.1 76.0 100 57 33 CONSOL B- 6 30.0 CLAYEY SANDSTONE (Tsc( 111.9 16.9 90.1 B- 7 5.0 SANDY CLAY (Qal/Qcol( CL 102.2 14.2 59.1 100 67 42 CONSOL B- 7 10.0 CLAYEY SAND (Qa1/Qcol) SC 103.1 16.2 68.9 100 45 22 CONSOL Pacific Soils Engineering, Inc. • • • • . • S •• S S TABLE II MO. 400575 - SUMMARY OF LABORATORY DATA Boring. Depth Soil Group In Situ In Situ % Sat- % Passing % Passing % Finer Max Opt..' Other Tests - (feet) Description Symbol Dry Moist. uration No. 4 No. 200 Than Dry Moist. Density Content Sieve Sieve . 0.005 mm Density Content 8- 7 15.0 SANDY CLAY )Qa1/Qcol) CL 105.0 19.2 ------------------------------------------------------------------------------------------------------------------------------------------------------ 85.6 . B- 7 20.0 CLAYEY SANDSTONE (Tsc) 115.4 15.4 90.3 - B- 8 5.0 CLAYEY SAND )Qal/Qcol) -SC 94.8 17.8 618 B- 8 10.0 CLAYEY SAND )Qal/Qcol) SC 103.6 20.3 87.4 B- 9 . 15.0 CLAYEY SAND )Qal/Qcol) SC 104.9 18.4 81.9 100 30 17 CONSOL B- 8 20.0 CLAYEY SAND )Qal/Qcol) SC 100.4 16.9 67.2 100 40 18 CONSOL B- 8 25.0 CLAYEY SANDSTONE )Tsc). 114.4 12.8 73.0 , B 9 5.0 SANDY CLAY )Qal/Qcol) CL .108.9 12.7 62.6 100 58 38 CONSOL B 9 10.0 CLAYEY SANDSTONE )Isc) 115.4 11.5 67.4 Pacific Soils Engineering, Inc. COMPRESSIVE STRESS IN TSF 0.1 2 3 4 567891 2 3 45678910 2 1.0 2.0 3.0 • I—. I w I 4.0 z w (9 Z 50 I— z w 6.0 0 cr UJI • 7.0 8.0 • 9.0 10.0 • • boring 1epth (ft. dry density in situ I moist. -00 sieve I aroup I s'mtoI I typical names B- 2 10.00 1.12.70 14.00 57.0 CL SANDY CLAY (QaI/Qcol) * REMARKS: SATURATED @ 1.00 TSF CONSOLIDATION CURVE PACIFIC SOILS ENGINEERING, INC. 7715 Convoy Ct. S.D. CA 619-560-1713 W.O. 400575 PLATE B—i COMPRESSIVE STRESS IN TSF 0.1 2 3 4567891 2 3 45678910 1.0 2.0 3.0 I— I 0 w I 4.0 w 0 5.0 I 0 2 7.0 8.0 9.0 10.0 boring hepth (ft. )1 dry density I in situ I moist. I -200 sieve s typical names B- 4 15.00 1100.00 14.20 33.0 SC CLAYEY SAND (QaI/Qcol) REMARKS: SATURATED © 2.01 TSF PACIFIC SOILS ENGINEERING, INC. I 7715 Convoy Ct. S.D. CA 619-560-1713 CONSOLIDATION CURVE W.O. 400575 PLATE B-2 COMPRESSIVE STRESS IN TSF . 0.1 2 3 4 .5 6 7.89 1 2 3 4 5 6 7 8 910 2 1.0 2.0 3.0 I— I 0. w I 4.0 z w 0 5.0 .1 0 I— z 6.0 w 0 cr '0 7.0 8.0 9:0 10.0 4. boring lepth (ft. dry density I in situ I moist. -200 I sieve s typical names ,B- 4 25.00 106.60 17.40 . 42.0 Sc CLAYEY SAND (QaI/Qcol) REMARKS: SATURATED @ 2.01 TSF PACIFIC SOILS ENGINEERING, INC. CONSOLIDATION CURVE 7715 Convoy Ct. S.D. CA 619-560-1713 W.O. 400575 PLATE B-3 COMPRESSIVE STRESS IN TSF oS 2 3 4567891 2 3 45678910 2 1.0 2.0 3.0 I—I w z: 4.0 2 w 5.0 I 0 I— z 6.0 w U ir a- 7.0 8.0 9.0 10.0 boring !lepth (ft.)l dr density I in situ I moist. I -200 I sieve s typical names B- 6 15.00 103.10 18.50 60.0 CL SANDY CLAY (QaI/Qcol) REMARKS: SATURATED © 2.59 TSF PACIFIC SOILS ENGINEERING, INC. CONSOLIDATION CURVE 7715 Convoy Ct. S.D. CA 619-560-1713 fl W.O. 400575 PLATE B-4 EI . Ll - COMPRESSIVE STRESS IN TSF o 0 •' 2 3 4 5 6-7 891 2 3 4 5 6 78910 1.0 2.0 3.0 I— I CD w I 4.0 z w CD 5.0 I 0 I- 2 w 6.0 0 CC 70 8.0 9.0 10.0 .......................... ..... ............. .......... ................ N. j.. ................. .......... -. I I 2 boring llepth (ft. dry density I in situ I moist. I -200 I sieve I aroup I 51,mbol typical names B- 6 25.00 100.40 19.10 57.0 CL SANDY CLAY (Qal/Ocol) REMARKS: SATURATED @ 2.59 1SF CONSOLIDATION, CURVE PACIFIC SOILS ENGINEERING, INC. 7715 Convoy Ct. S.D. CA 619-560-1713 W.O. 400575 PLATE B-5 C [1 C . COMPRESSIVE STRESS IN 1SF -1 8.1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 910 0.0 1.0 2.0 I—I w I 3.0 z w 4.0 = 0 z 5.0 w 0 w a- 6.0 7.0 8.0 9.0 2 . boring !lepth (ft. dry density I in Situ moist. I -200 I sieve s typical names B- 7 5.00 102.20 14.20 67.0 CL SANDY CLAY (QaI/Qcol) REMARKS: SATURATED @ 1.29 TSF PACIFIC SOILS ENGINEERING, INC. I 7715 Convoy Ct. S.D. CA 619-560-1713 I CONSOLIDATION CURVE - W.O. 400575 PLATE B-6 I C 7.0 8.0 9.0 10.0 U.0 1.0 2.0 Wel ':4 COMPRESSIVE STRESS IN TSF 0.1 2 3 4567891 2 3 45678910 2 boring bepth (ft. dry density in situ I moist. -200 I sieve s typical names 8- 7 10.00 103.10 16.20 45.0 SC CLAYEY SAND (QaI/QcoD REMARKS: SATURATED @ 2.06 TSF I CONSOLIDATION CURVE PACIFIC SOILS ENGINEERING, INC. 7715 convoy Ct. S.D. CA 619-560-1713 I W.O. 400575 PLATE B-7 I . COMPRESSIVE STRESS IN TSF 0.1 2 3 4567891 2 3 45678910 1.0 2.0 I— I w I 4.0 Ong Ll 8.0 - 9.0 10.0 boring liepth (ft.)' dry density I in situ moist. I -200 sieve s typical names 8-8 15.00 104.90 18.40 30.0 Sc CLAYEY SAND (QaI/Qcol) REMARKS:SATURATED © 4.i2 TSF PACIFIC SOILS ENGINEERING, INC. I 7715 Convoy Ct. S.D. CA 619-560-17131 CONSOLIDATION CURVE W.O. 400575 PLATE B-8 7.0 8.0 9.0 10.0 . 0.1 2 3 4567891 2 3 45678910 2 0.0 1.0 Wei 3.0 I— I 0 w I 4.0 r:4 COMPRESSIVE STRESS IN TSF boring IJepth (ft.)i dry density in situ moist. I -200 I sieve aroup s'mboI I typical names I I I B- 8 20.00 100.40 16.90 40.0 Sc CLAYEY SAND (QaI/Qcol) I REMARKS: SATURATED @ 1.29 TSF PACIFIC SOILS ENGINEERING, INC. CONSOLIDATION CURVE 7715 convoy ct. S.D. CA 619-560-1713 W.O. 400575 PLATE B-9 0.1.) 1.0 2.0 3.0 I— I w I 4.0 z w 0 5.0 I 0 I— z w 6.0 0 cr a- 7.0 8.0 - 9.0 10.0 P, COMPRESSIVE STRESS IN TSF 0.1 2 3 4567891 2 3 45678910 2 ,• ,. boring jepth (ft.)' dry density I in situ I moist. I -200 I sieve s typical names B- 9 5.00 108.90 12.70 58.0 CL SANDY CLAY (QallQcol) REMARKS: SATURATED © 1.29 TSF PACIFIC SOILS ENGINEERING, INC. I 7715 Convoy Ct. S.D. CA 619-560-17131 CONSOLIDATION CURVE W.O. 400575 PLATE B-10 I DIRECT SHEAR TESTS UNDISTURBED rl 4O0' 350' 300 . Cl) 150 100 50' 4 00 NORMAL STRESS Ibs./ft 2 SILTY SANDSTONE (Tsc) COHESION FRICTION ANGLE 0 33.0 psf. degrees - symbol I boring Idepth (ft.)I symbol I boring Idepth (ft.) DIRECT SHEAR TEST PACIFIC SOILS ENGINEERING, INC. W.O. 400575 DATE I I PLATE C-i I 4OO 350 300 ('.1 250 Ll 100 50 00 ' NORMAL STRESS Ibs./ft 2 SILTY CLAYSTONE (Tsc) COHESION FRICTION ANGLE 1100 35.0 psf. degrees DIRECT SHEAR TESTS UNDISTURBED symbol boring depth (ft.) symbol boring depth (ft.) B-3 10.00 DIRECT SHEAR TEST PACIFIC SOILS ENGINEERING, INC. W.O. 400575 DATE I I PLATE C-2 I cr w I ' 1500 1000 500 0 DIRECT SHEAR TESTS UNDISTURBED, RESIDUAL 4000 3500 3000 (N 2500 ------ -----II -m- ilEJiDifII UWW W1Dff]IWWIE1I]hu- II ---- --------- m -- . ________________________________ - -- _ CIIi -- ------a,Isr --' ]rnfffl--nfl'— .LUILE .------ - ---- r--- wfl -------------- fl - - - - lull mJwpnLu ---- --- .ujp_u - ---- rr, -- ---- _ -iu__ ---- 0 __ 0 500 1000 1500 2000 2500 3000 3500 4000 - NORMAL STRESS Ibs./ft 2 .SANDY CLAYSTONE (Tsc) COHESION FRICTION ANGLE 0 33.5 psf. degrees symbol I boring Idepth (ft.)I symbol I boring Idepth (ft.) I B-3 I 10.10 DIRECT SHEAR TEST PACIFIC SOILS ENGINEERING, INC. W.O. 400575 DATE 1 1 1 1 1 1 IMM PLATE C-3 I Material Unit Wt C Phi Piezà Ru Pacific Soils Engrg. - Tustin C deg Surf. 400575 Tsc 125 150 33 0 0 20 foot cut slope 2-12-97 S7SCUT.GSL +. E'= 2.16 70 60 50 :: TTI7TTLIIIIIIIIIIIIII - 50 100 150 200 I PLATE D - i J P PACIFIC SOILS ENGINEERING, INC. 7715 CONVOY COURT SAN DIEGO, CA 92111 (619) 560-1713 W.O.: 400575 DATE: 2-12-97 PLATE D- 2 J P PACIFIC SOILS ENGINEERING, INC. 7715 CONVOY COURT S SAN DIEGO. CA 92111 (619) 560-1713 W-O.: 400575 DATE: 2-12-97 Material Unit Wt C Phi Piezo Ru deg Surf. Tsc 125 150 33 0 0 PSeismic coefficient = .15 Pacific Soils Engrg. - Tustin 400575 Cut Slope 2-12-97 Pseudo-siesrnic S7SCUT.GSL 70 E 60 50 100 150 200 Material Unit Wt C Phi Piezo Ru Pacific Soils Engrg. - Tustin deg Surf. 400575 Fill 125 75 30 0 0 Fill Slope Tsc 125 150 33 0 0 2-12-97 575F ILL GSL F = 1.753 290 - —290 280 280 270 270 260 - - 260 260 - —250 I I I I I I I I I 50 100 150 200 250 PLATE D- 3 [] 7715 CONVOY COURT I PACIFIC SOILS ENGINEERING, INC. I SAN DIEGO. CA 92111 (619) 560-1713 W.O.: 400575 DATE: 2-12-97 Material Unit Wt C Phi Piezo Ru deg Sirirf. Fill 125 75 30 0 0 Tsc 125 150 33 0 0 PSeisrnic coefficient = .15 Pacific Soils Engrg. - Tustin 400575 Fill Slope 2-12-97 Pseudo- siesrnic 575FILL.GSL . '. . .. . 1 PLATE D- 4 - c PACIFIC SOILS ENGINEERING, INC. 7715 CONVOY COURT -. . . SAN DIEGO. CA 92111 (619) 560-1713 W.O.: 400575 DATE: 2-12-97 IM 0. . S S . SURFICIAL SLOPE STABILITY SLOPE SURFACE PW Fd WS-WW —Fr FAILURE PATH FLOW LINES Assume: (1) Saturation To Slope Surface (2) Sufficient Permeability To Establish Water Flow Pw = Water Pressure Head=(z)(cosl%2(a)) Ws = Saturated Soil Unit Weight Ww = Unit Weight of Water (62.4 lblcu.ft.) u = Pore Water PressUre=(Ww)(z)(cosA2(a)) z = Layer Thickness a,= Angle of Slope phi = Angle of Friction c = Cohesion Fd = (0.5)(z)(Ws)(sin(2a)) Fr = (z)(WsWw)(cosA2(a))(tan(phi)) + c Factor of Safety (FS) = Fr/Fd ARTIFICIAL FILL Given: 'Ws z a phi c (pcf) (ft) . (degrees) (radians) (degrees) (radians) (psf) 125 2 26.6 0.464259 30 0.5236 100 Calculations: Pw ii Fd Fr FS 1.60 99.78 100.09 157.79 1.58 PLATE 0-5 S a . PACIFIC SOILS ENGINEERING, INC. EARTHWORK SPECIFICATIONS These specifications present generally accepted standards and minimum earthwork requirements for the development of the project. These specifications shall be the project guidelines for earthwork except where specifically superceded in preliminary geology and soils reports, grading plan review reports or by prevailing grading codes or ordinances of the controlling agency. 1. GENERAL The contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. The project Soil Engineer and Engineering Geologist or their representatives shall provide testing services, and geotechnical consultation during the duration of the project. C. All clearing, grubbing, stripping and site preparation for the project shall be accomplished by the Contractor to the satisfaction of the Soil Engineer. D. It is the Contractor's responsibility to prepare the ground surface to receive the fills to the satisfaction of the Soil Engineer and to place, spread, mix and compact the fill in accordance with the job specifications and as required by the Soil Engineer. The Contractor shall also remove all material considered by the Soil Engineer to be unsuitable for use in the construction of compacted fill. E. The Contractor shall have suitable and sufficient equipment in operation to handle the amount of fill being placed. When necessary, equipment will be shut down temporarily in order to permit proper compaction of fills. ii: SITE PREPARATION A. Excessive vegetation and all deleterious material shall be disposed of offsite as . required by the Soil Engineer. Existing fill, soil, alluvium or rock materials determined by the Soil Engineer as being unsuitable for placement in compacted fills shall be removed and wasted from the site. Where applicable, the Contractor may obtain the approval of the Soil Engineer and the controlling authorities for the project to dispose of the above described materials, or a portion thereof, in designated areas onsite. After removals as described above have been accomplished, earth materials deemed unsuitable in their natural, in-place condition, shall be removed as recommended by the Soil Engineer/Engineering Geologist. PACIFIC SOILS ENGINEERING INC. Earthwork Specifications Page • B. After the removals as delineated in Item II, A above, the exposed surfaces shall be disced or bladed by the Contractor to the satisfaction of the Soil Engineer. The prepared ground surfaces shall then be brought to the specified moisture condition, mixed as required, and compacted and tested as specified. In areas where it is necessary to obtain the approval of the controlling agency, prior to placing fill, it will be the contractor's responsibility to notify the proper authorities. C. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines or others not located prior to grading are to be . removed• or treated in a manner prescribed by the Soil Engineer and/or the controlling agency for,the project. ifi. COMPACTED FILLS A. Any materials imported or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable by the Soil Engineer. Deleterious material not disposed of during clearing or demolition shall be removed from the fill as directed by the Soil Engineer. B. Rock or rock fragments less than eight inches in the largest dimension may be . utilized in the fill, provided they are not placed in concentrated pockets and the distribution of the rocks is approved by the Soil Engineer. C. Rocks greater than eight inches in the largest dimension shall be taken offsite, or placed in accordance with the recommendations of the Soil Engineer in areas designated assuitable for rock disposal. All fills, including onsite and import materials to be used for fill, shall be tested in the laboratory by the Soil Engineer. Proposed import materials shall be approved prior to importation. The fill materials shall be placed by the Contractor in layers that when compacted shall not exceed six inches. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to obtain a near uniform moisture condition and a uniform blend of materials. • All compaction shall be achieved at optimum moisture content, or above, as determined by the applicable laboratory standard. No upper limit on the moisture content is necessary; however, the Contractor must achieve the necessary compaction and will be alerted when the material is too wet and compaction 5 cannot be attained. PACIFIC SOILS ENGINEERING, INC. Earthwork Specifications Page F. Where the moisture content of the fill material is below the limit specified by the Soil Engineer, water shall be added and the materials shall be blended, until a uniform moisture content, within specified limits, is achieved. Where the moisture content of the fill material is above the limits specified by the Soil Engineer, the fill materials shall be aerated by discing, blading or other satisfactory methods until the moisture content is within the limits specified. G. Each fill layer shall be compacted to minimum project standards, in compliance with the testing methods specified by the controlling governmental agency and in accordance with recommendations of the Soil Engineer. In the absence of specific recommendations by the Soil Engineer to the contrary, the compaction standard shall be ASTM:D 1557-91. H. . Where a slope receiving fill exceeds a ratio of five-horizontal to one-vertical, the fill shall be keyed and benched through all unsuitable topsoil, colluvium, alluvium, or creep material, into sound bedrock or firm material, in accordance with the recommendations and approval of the Soil Engineer. . I. . Side hill fills shall have a minimum key width of 15 feet into bedrock or firm materials, unless otherwise specified in the soil report and approved by the Soil Engineer in the field. J. Drainage terraces and subdrainage devices shall be constructed in compliance with the ordinances of the controlling governmental agency and/or with the recommendations of the Soil Engineer and Engineering Geologist. K. The contractor shall be required to maintain the specified minimum relative compaction out to the finish slope face of fill slopes, buttresses, and stabilization fills as directed by the Soil Engineer and/or the governing agency for the project. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment, or by any other procedure which produces the designated result. Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or creep material into rock or firm material; and the transition shall be stripped of all soil or unsuitable materials prior to placing fill. The cut portion should be made and evaluated by the Engineering Geologist prior to placement of fill above. Pad areas in natural ground and cut shall be approved by the Soil Engineer. Finished surfaces of these pads may require scarification and recompaction. PACIFIC SOILS ENGINEERING, INC. Earthwork Specifications Page 4 ri IV. CUT SLOPES A. The Engineering Geologist shall inspect all cut slopes and shall be notified by the Contractor when cut slopes are started. B. If, during the course of grading, unforeseen adverse or potentially adverse geologic conditions are encountered, the Engineering Geologist and Soil Engineer shall investigate, analyze and make recommendations to treat these problems. C. Non-erodible interceptor swales shall be placed at the top of cut slopes that face - the same direction as the prevailing drainage. Unless otherwise specified in soil and geological reports, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Drainage terraces shall be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the Soil Engineer or Engineering Geologist. V. GRADING CONTROL A. Fill placement shall be observed by the Soil Engineer and/or his representative during the progress of grading. Field density tests shall be made by the Soil Engineer or his representative to evaluate the compaction and moisture compliance of each layer of fill. Density tests shall be performed at intervals not to exceed two feet of fill height. Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density determinations shall be taken in the compacted material below the disturbed surface at a depth determined by the Soil Engineer or his representative. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be reworked until the required density and/or moisture content has been attained. No additional fill shall be placed over an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements and that lift approved by the Soil Engineer. Where the work is interrupted by heavy rains, fill operations shall not be resumed until field observations and tests by the Soil Engineer indicate the moisture content and density of the fill are within the limits previously specified. PACIFIC SOILS ENGINEERING, INC. Earthwork Specifications Page 5 During construction, the Contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The Contractor shall take remedial measures to control surface water and to prevent erosion of graded area until such time as permanent drainage and erosion control measures have been installed. Observation and testing by the Soil Engineer shall be conducted during the filling and compacting operations in order that he will be able to state in his opinion all cut and filled areas are graded in accordance with the approved specifications. After completion of grading and after the Soil Engineer and Engineering Geologist have finished their observations of the work, final reports shall be submitted. No thrther excavation or filling shall be undertaken without prior notification of the Soil Engineer and/or Engineering Geologist. IV. SLOPE PROTECTION All finished cut and fill slopes shall be planted and/or protected from erosion in accordance with the project specifications and/or as recommended by a landscape architect. LM PACIFIC SOILS ENGINEERING, INC. . . . . . CANYON SUBDRAIN DETAIL -- TYPEA - - - - - - - - - - - - - - - - - ---- - _47_ PROPOSED COMPACTED FILL J. S. '% --'NATURAL GROUND " \ .-COLLUVIUM AND ALLUVIUM (REMOVE) 5 I - -- - - - - - / -'.---BEDROCK 'S TYPICAL BENCHING / SEE DETAIL ALTERNATE 4(PLATE G-2) NOTE: FINAL 20' OF PIPE AT OUTLET SHALL BE NON-PERFORATED TYPES -- / PROPOSED COMPACTED FILL , NATLJRAL GROUND , ,-COLLUVIUM AND ALLUVIUM (REMOVE) 7 00 .5 - - - - - - - --- I '*--BEDROCK, TYPICAL BENCHING / 0.- SEE DETAIL ALTERNATE 8'(PLATEG-2) NOTE: FINAL 20 OF PIPE AT OUTLET SHALL BE NON-PERFORATED PLATE G-/ PACIFIC SOILS ENGINEERING, INC. WO. DATE_______ . L] CANYON SUBDRAIN ALTERNATE DETAILS ALTERNATE / PIPE AND FILTER MATERIAL 6/N MIN.,,_71l FILTER MATERIAL:MIN.VOL.OF9FT3/LIN.FT - 6 IN. ABS OR PVC PIPE OR APPROVED 12 INN/N. SUBSTITUTE WITH WIN. 8P(AF,I/4 IN. 6 IN WIN :•. 6 INN/N PER LINEAL, FOOT IN SOT TOM HALF OF A/N A-I ASTMOZT5I,SDRSSOR ASTM 03034, SDR 35 OR B-I ASTM 0/527, SCHD.40 ASTU 01785, SCHD.40 FOR CONTINUOUS RUN IN EXCESS OF 500 FEET USE 8/N.ø PIPE ALTERNATE 2 FILTER MATERIAL WRAPPED IN FABRIC 6 IN. WIN, 6 IN. WIN. OVERLAP\ I IN. MAX. GRAVEL WRAPPED IN FILTER FABRIC OVERLAP 00 IN. MAX.GR4VEL OR APPROVED EQUIVALENT 9F7/FTTx - MIRAFI 140 FILTER FABRIC OR APPROVED EQUIVALENT / - (TYPICAL) - PROPOSED FINISHED GRADE NATIVE BACKFILL MIRAFI /40 FILTER FABRIC OR APPROVED EOUIVALENT DETAIL OF CANYON - SUBDRAIN TERMINAL "FT. I IP1.MAX. OPEN GRADED T W FOR ALTERNATES I5FIN. GRAVEL OR APPROVED 42 AND 82' 5 F WIN.' .. EQUIVALENT NON-PEAF PERF6IN. 61Nø WIN gMIN.PIPE ALTERNATE 3 PERFORATED PIPE SURROUNDED 6 IN. N/N 6 IN .MIN. WITH FILTER MATERIAL OVERLAP OVERLAP Arim 6 IN. hilk COVER BEDDING FILTER MATERIAL SIEVE SIZE PERCENT PASSING uN. /00 3/4 IN. 0-100 3/8/N. 40-100 NO.4 25-40 N0.8 . /8-33 NO-30 3-15 NO.50 0-7 NO. 200 0-3 PLATE G-2 PACIFIC SOILS ENGINEERING INC. W. 0. DATE______ - . S Alternative No. 2 Typical 2f?. X2ft. gravel filled trench with 0 in. diameter ABS or PVC pipe or approved substitute. Provide min- imum 8 perforations (1/4" die.) per lineal fool in bottom half of pipe. Pipe Is to extend full length of buttress Or stabilization fill with a mm. 4% gradient to outlet pipes. '5. — -- — — T blonke? fill- os required by soil eng or geologist (3 'min. bockeut benched at contact Alternative No. 3 2% ' Itoe heel -1 2' mm. key depth L IS' min. key wldm NOTES: I. 48S-ASTM 0275!, SOft 35 or ASTM 01527 Sched. 40 PVC-ASTM 03034, SR 35 or ASTM 01785 Sched.40 Outlets lobe provided every tOO It and joined to perf. bockdrain pipe by L or Ts. Mm. 2% gradient. Grovel trench to be filled with 3/0K pea gravel or approved sttstltute. The necessity for upper stages of backdroins shall be deter- mined In the field by the toll engineer or geçlo gist. Upper stage outlets should be emptied Onto paved terrace CrOifl "-..... 8non-perforoted pipe to-be placed of lot lines or as designated by the soil engineer or geologist 3' min. key depth STABILIZATION/ BUTTRESS FILL DETAIL PLATE G-3 PACIFIC SOILS ENGINEERING, INC. WO. DATE_______ Cut Lot. - - - - I opSO" Be°& m 5 m. -1 F- — I'm- 5' 3 mn Overexcavate, and Recompoct Unweathered Bedrock Cut -Fill Lot (Transition) ..:'THTTTT .01 0001,00, 5 mm. Compacted Fill 3m1fl overexcovote and Recocnpoct -' - I Unweathered Bedrock 'deeper ovexcovotion may be required by the soils engineer in steep cut-till transition areas PACIFIC SOILS ENGINEERING, INC. - W.O DATE - PLAIL L'-4 • • • NOTE: I) Where natural slope gradient is 51 or less, see Plate G-6. Where the noturol slope approaches or exceeds the design - $10 pe ratio, special recommendations will be provided by the soil'engineer. 2) The need for and disposition of drpins will be determined by the soil engineer based upon exposed condition& Compacted fill Proposed grade Maintain min. 15'width from face of slope to Provide 0 1:1 minimum projection from design . toe of slope to toe be of slope on .AQ'J of key. grading plan. o Natural slope to be •. co"' um 4 mm. _- restored with coP sO' compacted fill / / wit varies Bockcut varies ---/-------------- 3ifl. in bedrock material. 15 min. -SIDE HILL FILL DETAIL or approved. mm . key depth 2'x 3' Natural Slopes 51 or Steeper PLATE G-5 PACIFIC SOILS ENGIr'&EERtN, INC. WO. DATE__,______ 31V0 O'M 72INI'ONW33NIN3 SilOS 3Lil3Vd 9-0 °Id sUo!joJapPsuO3 Alahos JOJ 4&OJdjoijoll •$l3IP PJ3 / so ao uou badaas ou apow SUOIJIPU03 iooi .ojDuo $uOftPuO3 •s 'qbiaq adoj$ I.II$P W.J PIpubLAUO3*i / pnOqS n3oq 'sIoAOwa kis Os uOd 6utp0h UO UMO4$ $0 .dos jo got wo.q u093010Jd uw 1:1 0 apIA0Jd <aaP io,j 5a!JoA sn3o$ —7--;;:;;;;: INJO II!h Pl0O3 UOAUO3 pao!AnHV joIj 'JO Ino 61J!a0J. adotS .11!j jol I!0Q 0 a a is Selective Grading Detail for Stabilization Fill Unstable Material Exposed in Portion of Cut Slope .01 6 Gr lo UflS° uto' ' 0 0-11 -' 15' 1 — ,- mm. ,.' Finished Ground -\\ OSS uu1111),, t llfll IIII ,,",,,i .$' Unweathered Bedrock ' or approved material le OD 1•1 oil, 14 1 Compacted Fill I 11111 Jan ,i t1,n ?.lj, 141111114,,,,, sisal tJ5lJ - - w - • . H•* - I I'IJl - — '- -tilted back (mm.) WI If recommended by the soils engineer/geologist, the remaining W - Cut portion of the slope may require removal and replacement with compacted fill (See Plate G3) NOTE: Subdroins ore not required unless specified. 2. "W" shall be equipment width (/5) for slope heights less than 25 feet. For slopes greater than. 25 feet 'W"shall be determined by the project soils engineer/geologist. Al no time shall "W" be less than H/2. PLATE G-7 PACIFIC SOILS ENGINEERING, INC. WO. DATE_____ I52th7. mm. key desiz's-/5.23' 0 . 0 Skin Fill Oh Natural Ground oriqrncz/ /rnr/ grade - /5 wn to be tnarntcrned -7' from slope face to Lckcut necd I d400sñ'ibn of drzu,',.y to ,&* dete,%z'ed bzcv' on field coiidi?ini. if mplMee, w oWc'/ 4' J PLATE G-8 0. 5 •••; f . REMOVAL ADJACENT To EXISTING FILL ADJOINING CANYON FILL - - - - - - - - - - - - - - TProposed additional compacted fill Compacted fill limits lineN : L.. Temp compacted fill for drainage only ) \_- To be remó ved< Oaf S - Oaf I 't (existing compacted fill) " / .O, 0 be removed) / k- - S " S ' I —BEDROCK LEGEND Oaf Artificial fill *before placing additional compacted fill 00/ Alluvium CROSS-SECTION BB' (Typ. up-canyon) Not to scale PLATE G-9 PACIFIC SOILS ENGINEERING, INC. W.O. DATE ROCK DISPOSAL DETAIL FINISH GRADE lOs or as described by report CE~ 55 w—L ca FINISH SLOPE FACE WINDROW NOTE: IF NECESSARY, OVERSIZED MATERIAL SHOULD BE REMOVED FROM THE /5 FOOT ZONE WITH SPECIAL EOU!PMENT,SUCH AS A ROCK RAE,PRIQR TO PLACING THE NEXT FILL LIFT. TYPICAL WINDROW DETAIL (END VIEW) HORIZONTALLY PLACED . GRANULAR SOIL FLOODED COMPACTED. FILL TO FILL VOIDS Tit =111 =7_111=111=11r= !4 SOr ilz 7f_ fly=LffffW=111=m -w- I%l %II. %Li t1j.j,j.1lI = IIl•IItI1l IS (1.4/N.) —1 NOTE: COMPACTED FiLL SHALL BE BROUGHT UP AT HIGHER ELEVATION ALONG WINDROW SO GRANULAR SOIL CAN BE FLOODED INA 'TRENCH CONDITION PROFILE VIEW tiiiii fIi )JIE I LI Iit III--=I I1LI I i iii ii I II.EII7= 111 UI iiiiiL 111 H) PLATE G-IO PACIFIC SOILS. ENGINEERING, INC. w.o.________ DATE_____ CLEAR AREA FOR FOUNDATIONS, UTILITIES AND SWIMMING POOLS Maintain rn/n. (5 'fill Cut/RI! Contact section from backcut I) Shown on 'Grad/rig Ron' to face of finish slope 2)Shown or, 'As Built' Compacted All H fM0V Original topography 4,'mrn Cut slope* width may vary /5 'rn/n_______ mln. key d.pm2'x3' Bedrock or qp'twed foundation material *r The cut portion of the slope should be excavated and evaluated by the Engineer/rig Geologist/Soils Engineer pr/or to constructing the fill portion. FiLL OVER CUT DETAIL PLATE GII PACIFIC SOILS ENGINEERING, INC. WO.____________DATE____ SETTLEMENT PLATE DETAIL 2'X2XI/4"STEEL PLATE STANDARD 3/4 "PIPE NIPPLE, WELDED TOP AND UNDERSIDE OF PLATE. 3/4 'ØXSLONG GALVANIZED PIPE, STANDARD PIPE THREADS TOP AND BOTTOM. EXTENSIONS THREADED BOTH ENDS AND ADDED IN 5 INCREMENTS. 3'B SCHEDULE 40 PVC, ADD IN 5'INCREMENTS WITH GLUE JOINTS. . ,-FINAL GRADE 5 -MAINTAIN 5'CLEARANCE OF HEAVY EQUIPMENT. HAND COMPACT ft12' VERTICAL INCREMENTS OR ALTERNATIVE SUITABLE TO AND ACCEPTED BY SOILS ENGINEER. COMPACT INITIAL 5' (VERTICAL) WITHIN IO'HORIZONTAL. -PLACE AND HAND COMPACT INITIAL 2 OF FILL PRIOR TO ESTABLISHING INITIAL READING. BOTTOM OFcLEANOUT 'PROVIDE AM/N. 1' THICKNESS OF SAND/GRAVEL BEDDING. NOTE I) LOCATIONS oor SETTLEMENT PLATES SHALL BE CLEARLY MARKED AND READILY VISIBLE (RED FLAGGED) TO EQUIPMENT OPERATORS. 2) CONTRACTOR SHALL MAINTAIN IO'HORIZONTAL CLEARANCE FOR HEAVY EQUIPMENT WITHIN 5' (VERTICAL) OF PLATE BASE. FILL WITHIN CLEARANCE AREA SHALL BE HAND COMPACTED TO PROJECT SPECIFICATIONS OR COMPACTED BY ALTERNATIVE APPROVED SOILS ENGINEER. AFTER 5'(VERTI CAL) OF FILL IS IN PLACE, CONTRACTOR SHALL MAINTAIN 5' hORIZON TAL EQUIPMENT CLEARANCE. FILL IN CLEARANCE AREA SHALL BE HAND COMPACTED (OR APPROVED ALTERNATIVE) IN VERTICAL INCREMENTS NOT TO EXCEED 2 FEET. IN THE EVENT OF DAMAGE TO SETTLEMENT PLATE OR EXTENSION RESULTING FROM EQUIPMENT OPERATING WITHIN PRESCRIBED CLEARANCE AREA, CONTRACTOR SHALL IMMEDIATELY NOTIFY SOILS ENGINEER AND SHALL BE RESPONSIBLE FOR RESTORING THE SETTLEMENT PLATES TO WORKING ORDER. PLATE G-I2 PACIFIC SOILS ENGINEERING, INC. WO.__________ DATE_______ 40 11 - 4 - C.T. 93-3 I OKs/ TE SEWER (A99UME5 AVIARA OUTFALL MAP /MPROVLMENTS. EX/ST/NG) P OFFSITE SEWER OUTFALL AND /NTERIM ~EcONDARY ACCESS ROAD -- REVISED 9/22/93 .. ch. 93-3. ( REVISED 3 - 12 - 93 SHEET 8 OF 9 DESIGNED BY: fl OZ rrc DATE: /992 DRA- BY: GSM, fB SCALE: - /"- /dl7 ' -EcT MBR. : J'-H me No. : 90-1438 FOR LEGEND SEE SHEET 3 e-- , , ?.- I PACIFIC SOILS ENGINEERING, INC. \, . y~-,/ / / 7220 ~venldi Encrnas Civil Eng~neering ENGINEER OF WORK: \ 771 5 CONVOY COURT -. ,\% \ ', * ',*.,\ ,,' Sulte 204 Planning -. SAN DIEGO. CA 9211 1 (619) 560-1713 , -. r ~\\ty/' Carlsbad, Cahfomia 92009 Processing \-:/ 619 931-77M Survey~ng DATE: 3-b -% w.o.: 400575 DATE: 2 -12- 97 Fax: 6 19-93 1-8680 RCE: 35.i- / . C.T. '93-3 , - .- I - - FORLEGENDSEESHEET 3 5 v DATE , MICHAEL J. HOLZM~LLER Tfunsaker STREET "A" - OFFSITE PLANNING DIRECTOR RECOMMENDED BY: ssociate~ 3 REVISED 9/22/93 DATE: San Diego, Inc. REVISED 7-29-93 * -- - .. PLAhWlNG- ENGlNEERING-SURVEMNG ,..J* - . - *. IM79 Humnckms Street . 6, -, ,-\, C.T. 93-3 REVISED 3 - I2 - 93 Sun &go, Ca 92121 SHEET 7 OF 9 DATE (619) 558 - 4500 . Fax (619) 558 - 1414 / 4 Sm Dugo .Imine .Riversitit .Las Vegas I I 069 DESIGNED BY: TL DATE: MARC'H/99Z LLOYD B. HUBBS, CITY ENGINEER DRAWN BY: SCALE: / ''=409 JANUARY 23,1996 ., , i - CONSULTA NTS PROJECT MGR. : JLM JOB No. : 9P-4738 RECOMMENDED BY: PACIFIC SOILS ENGINEERING, INC. *- 7220 A\,i,ii~d[~ Fnc I~LI, Clvll Englnc,enn,q ENGINEER OF WORK: DATE: 771 5 CONVOY COURT Sultc 2tW I'lflnn~ny SAN DIEGO. CA 9111 1 (619) 560-1713 (:ur/\b~i(f Cdlifor.~la 92009 I'rocc~\\~r~,? 61 9-9.71-7700 S~~rvcvln~ DATE. 3-?'-9+" J W.O.: 400575 DATE: 2/12/97 Fclx 6 1 Y 9.3 1 - Rl>RO RCE: 35/34 V Tsc LEGEND artificial fill (uncompacted) Qal/ Qcol alluvium / co~~uvium dl Scripps Formation -/ geologic contact w 40) 2 01 8.1 @$ 4 approximate location of test pit 1 ( this report ) approximate location of boring 3 (this report) (‘. approximate location of boring -- - - I ' 1 (Geotechnical Exploration, Inc., 10 - 17 - 96' . - i approx. location of proposed subdrain I A approx. location of settlement monument NON-RESIDENTIAL CERTIFICATE: Non-Residential Land Owner, please read this option carefully and be sure you throughly understand the options before signing. The option you choose will affect your paymentóf the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner signature is required before a building permit will be issued. Your signatureis confirming the accuracy of all parcel and ownership information shown. Name of Owner Telephone Address Project Address Carlsbad CA 9200 City State Zip Code City State Zip Code 2S OLC)O¼-°() Assessor's Parcel Number, or APN and Lot Number if not yet subdivided. cri. Building Permit Number. As cited by Ordinance No. NS-155 and adopted by the City Council of the City of Carlsbad, California, the City is authonzed to levy a special Tax in Community Facilities district No. 1. All non-residential property, upon the issuance of the first building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE- TIME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED PROPERTY for a period not to exceed twenty- five (25) years. Please indicate your choice by initialing the appropriate line below: OPTION (1): I elect to pay the SPECIAL DEVELOPMENT TAX ONE-TIME now, as a one-time payment. Amount of One-Time Special Tax: $ S I.. . Owner's Initials___________ OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum Annual Special Tax $ -Z(8. 6 . Owner Initials I DO HEREBY 71FY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF1 E. SUBJECT PROPERTY AND THAT IUNDERSTAND AND WILL COMPLY WITH THE PROV1SION'S STATED ABOV of Property Owner Title (L& I t I .."P . (0::::i ~q - - Print Name Date The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information. NON-RESIDENTIAL CERTIFICATE c7• Y. 7 2-5-G • ( I', City of Carlsbad CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Permit Plan Check Number: Project Address: A.P.N.: z_S '-(i o\-O Project Applicant (OWner'(s') Name(s) Project Description: Building Type: Residential: Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU Res. Additions: Net Square Feet New Area Comerc./ Ind.: Sauare Feet Floor Area ' City Certification: •'V.J\ _j-V Date: C I SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District . San Marcos Unified School District 801 Pine Ave. 215 Mata Way Carlsbad CA 92009 (434-0661) San Marcos, CA 92069 (736-2200) Encinitas Union School District San Dieguito Union High School District 101 South Ranch Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300) Encinitas, CA 92024 (753-6491) Certification of Applicant /Owners. The person executing this declaration (Owner") certifies under penalty of perjury that (1) the information provided is,çorrect and true to the best of the Owners knowledge and that the Owner will file an amended certification of pay(frt and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the/i11ding permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) t/ he is the owner/ developer of the above described project(s), or that the person executing this declaration is auth9(iz/d to sign on behalf of the Gw,per. Date: 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576• (619) 438-1161 • FAX (619) 438-0894 f-C SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) SCHOOL DISTRICT REQUIREMENTS FOR.THE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING (Check one): Gov. Code Gov. Code Government Prior Existing Exempt from 53080/65995 65970 Code 53311 Mitigation Agreement fee (AB 181) (SB 201) (Mello- Roos) Note: requirements [(Indicate Date and Number or name of Agreement) Total amount of (new) floor area within the building Fee Amount per Square Foot Amount Collected ov -Or if subject to Prior Existing Mitigation Agreement: For Detached Residential Dwelling Units or Attached Dwelling Units> 1600 Square Feet Total Number of Dwelling Units Amount per Dwelling Unit Amount Collected -and/or- For Attached and Detached Dwelling Units < 1600 square feet/ per dwelling (If applicable) Total Number of Dwelling Units Amount per Dwelling Unit Amount Collected SCHOOL DISTRICT: This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the information presented above and due to the School District. The City may issue building permits for this project. a&L-~ SIGNATURE OF SCHOOL DISTRICT OFFICIAL Lip,% I rZ TITLE J. H. Blair 406 111els!SSV PHONE NUMBER . . II2HT Assigarit NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES Business Se The Carlsbad Unified School District has elected to imposed the fees and/or amounts herein upon a finding that those facilities described in the School Impact Mitigation Fee Justification Study for Carlsbad Unffied School District, prepared by David Taussig & Associates for the District. Section 66020 of the Government Code enacted as Assembly Bill 3081, set forth as Chapter 549, Statutes of the State of California, requires that all school districts, including the Carlsbad Unified and the Encinitas Union School Districts, provide a written notice to the project applicant at the time of payment of the school fees, mitigation payments, or other exaction. This notice is to advise the project applicant that the protest period regard to such amounts or the validity thereof in accordance with Section 66020 of the Government Code and other applicable law, commences with such payment or performance of any other requirement as described in Section 66020 of the Government Code. Additionally, -this notice advises that the protest thereof must occur within 90 calendar days thereafter.