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2009-10117 GLine: 3s AI 3331 ADDRESS NAME . S USE Cot", C�2rr'o��j DATE ,� A P/C ,P - ISSUED _ l CONTACT U lCINITAS F CLTA Preliminary Report Form (Rev. 11/06) 4 yq. N 1s4 l 01 —121 Order Number: DIV- 2941263 (4) Page Number: 1 First American Title Company 411 Ivy street San Diego, CA 92101 Karen Nishi 1060 Hygeia Avenue Encinitas, CA 92024 -1708 Phone: (619)253-3960 Fax: Customer Reference: 1060 HYGEIA Order Number: DIV - 2941263 (4) Title Officer: Korey Mulvey/ Shelly Arnesen Phone: (619)231 -4670 Fax No.: (866)559 -1849 E -Mail: 4 @firstam.com Buyer: Nish! Owner: Nishi Property: 1060 Hygeia Avenue Encinitas, CA PRELIMINARY REPORT In response to the above referenced application for a policy of title Insurance, this company hereby reports that R is prepared to Issue, or cause to be Issued, as of the date hereof, a policy or policies of title Insurance describing the land and the estate or interest therein hereinafter set forth, insuring against loss which may be sustained by reason of any defect, lien or encumbrance not shown or referred to as an exception below or not excluded from coverage pursuant to the printed Schedules, Conditions and Stipulations of said policy forms. The printed Fxcepbons and Exclusions from the coverage and Limitations on Covered Risks of said policy or policies are set forth in Exhibit A attached. Thepo✓kytobe[suedmay wrrb /n an artVbatton clause. Whan Me Amountoflnsuma Is less tlwn that mtforth In the arbitration clausr, al/ aftable matters shall be art;&uted at the option of e/drer the Company or die Insured as the exclusive remedy of the partlet UmUations on Covered Risks applicable to the CLTA and ALTA Homeowner's Policies of Title Insurance which establish a Deductible Amount and a Maximum Dollar Limit of Liability for certain coverages are also set forth in Exhibit A. Copies of the policy forms should be read. They are available from the office which Issued this report. Please read the exceptions shown or referred to below and the exceptions and exclusions set forth in Exhibit A of this report carefully. The exceptions and exclusions are meant to provide you with notice of matters which are not covered under the terms of the title Insurance policy and should be carefully considered. It Is important to note that this preliminary report Is not a written representation as to the condition of title and may not list all lien, defects, and encumbrances affecting title to the land. First American Tide Order Number: DIV- 2941263 (4) Page Number: 2 This report (and any supplements or amendments hereto) Is Issued solely for the purpose of facilitating the issuance of a policy of title insurance and no liability Is assumed hereby. If it Is desired that liability be assumed prior to the issuance of a policy of title insurance, a binder or commitment should be requested. First American Title Order Number: DIV- 2941263 (4) Page Number: 3 Dated as of November 09, 2007 at 7:30 A.M. The form of Policy of title insurance contemplated by this report is: TO BE DETERMINED A specific request should be made if another form or additional coverage is desired. Title to said estate or interest at the date hereof is vested in: KAREN NISHI, A SINGLE WOMAN AND MARY C. CASHOUR, A SINGLE WOMAN AS JOINT TENANTS The estate or interest in the land hereinafter described or referred to covered by this Report is: A fee. The Land referred to herein is described as follows: (See attached Legal Description) At the date hereof exceptions to coverage in addition to the printed Exceptions and Exclusions in said policy form would be as follows: 1. General and special taxes and assessments for the fiscal year 2007 -2008. First Installment: Penalty: Second Installment: Penalty: Tax Rate Area: A. P. No.: $1,837.79, DUE $0.00 $1,837.79, PAYABLE $0.00 19084 254- 325 -30 -00 2. The lien of supplemental taxes, if any, assessed pursuant to Chapter 3.5 commencing with Section 75 of the California Revenue and Taxation Code. The recital contained on the map of said land which agrees to allow the crossarms of poles or similar structures placed along the right of way of certain highways to hang over the abutting land. The recital contained on the map of said land relinquishing jurisdiction and control over all pipes, poles or other structures, or work, trees and anything of whatever nature that may be upon, across or over the highways offered for dedication. Rrsi American Tide Order Number: DIV- 2941263 (4) Page Number: 4 5. An easement for sewer, pipeline or pipelines, manholes, laterals and appurtenances, and the right of ingress and egress for such purposes and incidental purposes, recorded October 2, 1970 as Instrument No. 179322 of Official Records. In Favor of: Leucadia County Water District Affects: The land 6. Discrepancies, conflicts in boundary lines, shortages in area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by the public records. 7. The effect of a map purporting to show the land and other property, filed Map No. 16782 of Record of Surveys. 8. A deed of trust to secure an original indebtedness of $205,500.00 recorded February 20, 2003 as Instrument No. 03- 194146 of Official Records. Dated: February 14, 2003 Trustor: Karen Nishi, single woman and Mary C Cashour, single woman as joint tenants Trustee: Douglas E. Miles, a Licensed Attorney Beneficiary: Chase Manhattan Mortgage Corporation, a Corporation First American Title Order Number: DIV- 2941263 (4) Page Number: 5 INFORMATIONAL NOTES Note: The policy to be issued may contain an arbitration clause. When the Amount of Insurance is less than the certain dollar amount set forth in any applicable arbitration clause, all arbitrable matters shall be arbitrated at the option of either the Company or the Insured as the exclusive remedy of the parties. If you desire to review the terms of the policy, including any arbitration clause that may be included, contact the office that issued this Commitment or Report to obtain a sample of the policy jacket for the policy that is to be issued in connection with your transaction. The map attached, if any, may or may not be a survey of the land depicted hereon. First American expressly disclaims any liability for loss or damage which may result from reliance on this map except to the extent coverage for such loss or damage is expressly provided by the terms and provisions of the title insurance policy, if any, to which this map is attached. 1. This report is preparatory to the issuance of an ALTA Loan Policy. We have no knowledge of any fact which would preclude the issuance of the policy with CLTA endorsement forms 100 and 116 and if applicable, 115 and 116.2 attached. When issued, the CLTA endorsement form 116 or 116.2, if applicable will reference a(n) Single Family Residence known as 1060 Hygeia Avenue, Encinitas, California, 92024. 2. According to the public records, there has been no conveyance of the land within a period of twenty-four months prior to the date of this report, except as follows: None Rrst Amencan Title Order Number: DIV- 2941263 (4) Page Number: 6 WIRE INSTRUCTIONS for First American Title Company, Demand /Draft Sub- Escrow Deposits San Diego County, California First American Trust, FSB 5 First American Way Santa Ana, CA 92707 ABA 122241255 Credit to First American Title Company Account No. 2000013101 Reference Title Order Number 2941263 and Title Officer Korey Muivey/ Shelly Arnesen Please wire the day before recording. First American Title Order Number: DIV- 2941263 (4) Page Number: 7 LEGAL DESCRIPTION Real property in the City of Encinitas, County of San Diego, State of California, described as follows: THE SOUTHERLY 60 FEET OF LOT 26 IN BLOCK 4 OF SOUTH COAST PARK, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1776, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, JANUARY 11, 1924. APN:254- 325 -30 -00 First Amencdn Title Order Number: DIV- 2941263 (4) Page Number 8 NOTICE Section 12413.1 of the California Insurance Code, effective January 1, 1990, requires that any title insurance company, underwritten title company, or controlled escrow company handling funds In an escrow or sub - escrow capacity, wait a specified number of days after depositing funds, before recording any documents in connection with the transaction or disbursing funds. This statute allows for funds deposited by wire transfer to be disbursed the same day as deposit. In the case of cashier's checks or certified checks, funds may be disbursed the next day after deposit. In order to avoid unnecessary delays of three to seven days, or more, please use wire transfer, cashier's checks, or certified checks whenever possible. If you have any questions about the effect of this new law, please contact your local First American Office for more details. Fast American Title Order Number: DIV- 2941263 (4) Page Number: 9 EXHIBIT A LIST OF PRINTED EXCEPTIONS AND EXCLUSIONS (BY POLICY TYPE) 1. CALIFORNIA LAND TITLE ASSOCIATION STANDARD COVERAGE POLICY - 1990 SCHEDULE B EXCEPTIONS FROM COVERAGE This policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by reason of: I. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records. Proceedings by a public agency which may result In taxes or assessments, or notice of such proceedings, whether or not shown by the records of such agency or by the public records. 2. Any facts, rights, Interests, or claims which are not shown by the public records but which could be ascertained by an inspection of the land or which may be asserted by persons In possession thereof, 3. Easements, liens or encumbrances, or claims thereof, which are not shown by the public records. 4. Discrepancies, conflicts in boundary IInes, shortage In area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by the public records. S. (a) Unpatented mining claims; (b) reservations or exceptions In patents or in Acts authorizing the issuance thereof; (c) water rights, claims or tie to water, whether or not the matters excepted under (a), (b), or (c) are shown by the public records. EXCLUSIONS FROM COVERAGE The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, costs, attorneys' fees or expenses which arise by reason of: I. (a) Any law, ordinance or governmental regulation (including but not limited to building and mining laws, ordinances, or regulations) restricting, regulating, prohibiting or relating to (1) the occupancy, use, or enjoyment of the land; (ii) the character, dimensions or location of any Improvement now or hereafter erected on the land; (III) a separation In ownership or a change in the dimensions or area of the land or any parcel of which the land is or was a part; or (iv) environmental protection, or the effect of any violation of these laws, ordinances or governmental regulations, except to the extent that a notice of the enforcement thereof or a notice of a defect, lien or encumbrance resuing from a violation or alleged violation affecting the land has been recorded In the public records at Date of Policy. (b) Any governmental police power not excluded by (a) above, except to the extent that a notice of the exerdse thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded In the public records at Date of Policy. 2. Rights of eminent domain unless notice of the exercise thereof has been recorded In the pudic records at Date of Policy, but not excluding from coverage any taking which has occurred prior to Date of Policy which would be binding on the rights of a purchaser for value without knowledge. 3. Defects, liens, encumbrances, adverse claims or other matters: (a) whether or not recorded In the public records at Date of Policy, but created, suffered, assumed or agreed to by the insured claimant; (b) not known to the Company, not recorded in the public records at Date of Policy, but known to the insured claimant and not disclosed in writing to the Company by the Insured claimant prior to the date the insured claimant became an insured under this policy; (c) resuing in no loss or damage to the Insured claimant; (d) attaching or created subsequent to Date of Policy; or (e) resulting in loss or damage which would not have been sustained If the Insured claimant had paid value for the insured mortgage or for the estate or Interest insured by this policy. 4. Unenforceability of the lien of the Insured mortgage because of the Inability or failure of the insured at Date of Policy, or the inability or failure of any subsequent owner of the Indebtedness, to comply with applicable "doing business" laws of the state In which the land is situated. 5. Invalidity or unenforceabllity of the Ilen of the Insured mortgage, or claim thereof, which arises out of the transaction evidenced by the insured mortgage and Is based upon usury or any consumer credit Protection or truth In lending law. 6. Any claim, which arises out of the transaction vesting in the Insured the estate or interest Insured try their policy or the transaction creating the Interest of the insured lender, by reason of the operation of federal bankruptcy, state Insolvency or similar creditors' rights laws. 2. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY FORM B - 1970 SCHEDULE OF EXCLUSIONS FROM COVERAGE I. Any law, ordinance or governmental regulation (Including but not limited to building and zoning ordinances) resuri or regulating or prohibiting the occupancy, use or enjoyment of the land, or regulating the character, dimensions or location of any improvement now or hereafter erected on the land, or prohibiting a separation In ownership or a reduction In the dimensions of area of the land, or the effect of any violation of any such law, ordinance or governmental regulation. 2. Rights of eminent domain or governmental rights of Police power unless notice of the exercise of such rights appears In the public records at Date of Policy, 3. Defects, liens, encumbrances, adverse claims, or other matters (a) created, suffered, assumed or agreed to by the Insured claimant; (b) not known to the Company and not shown by the public records but known to the Insured claimant either at Date of Policy or at the date such claimant acquired an estate or interest insured by this policy and not disclosed In wring by the Insured claimant to the Company prior to the date such insured claimant became an Insured hereunder; (c) resulting In no loss or damage to the insured claimant; (d) attaching or Rrstkwtan Title Order Number: DN- 2941263 (4) Page Number: 10 created subsequent to Date of Policy; or (e) resuldng in loss or damage which would not have been sustained if the insured claimant had paid value for the estate or Interest Insured by this policy. 3. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY FORM B - 1970 WITH REGIONAL EXCEPTIONS When the American Land Tlde Assodadon policy is used as a Standard Coverage Policy and not as an Extended Coverage Policy the exclusions set forth In paragraph 2 above are used and the following exceptions to coverage appear in the policy. SCHEDULE B This policy does not Insure against loss or damage by reason of the matters shown In parts one and two following: 1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records. 2. Any facts, rights, Interests, or claims which are not shown by the public records but which could be ascertained by an Inspection of said land or by making inquiry of persons In possession thereof. 3. Easements, claims of easement or encumbrances which are not shown by the public records. 4. Discrepancies, conflicts In boundary lines, shortage In area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by public records. 5. Unpatented mining claims; reservations or exceptions in patents or In Acts authorizing the Issuance thereof; water rights, claims or tide to water. 6. Any lien, or right to a lien, for services, labor or material heretofore or hereafter furnished, Imposed by law and not shown by the public records. 4. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY - 1970 WITH A.L.T.A. ENDORSEMENT FORM 1 COVERAGE SCHEDULE OF EXCLUSIONS FROM COVERAGE 1. Any law, ordinance or governmental regulation (inducing but not limited to building and zoning ordinances) restrictng or regulating or prohibitng the occupancy, use or enjoyment of the land, or regulating the character, dimensions or location of any improvement now or hereafter erected on the land, or prohibiting a separation In ownership or a reduction In the dimensions or area of the land, or the effect of any violation of any such law ordinance or governmental regulation. 2. Rights of eminent domain or governmental rights of police pourer unless notice of the exercise of such rights appears in the public records at Date of Policy. 3. Defects, liens, encumbrances, adverse claims, or other matters (a) created, suffered, assumed or agreed to by the insured claimant, (b) not known to the Company and not shown by the public records but known to the insured claimant either at Date of Policy or at the date such claimant acquired an estate or interest insured by this policy cr acquired the insured mortgage and not disclosed In writing by the insured claimant to the Company prior to the date such Insured claimant became an Insured hereunder, (c) resulting in no loss or damage to the Insured claimant (d) attaching a created subsequent to Date of Policy (except to the extent Insurance is afforded herein as to any statutory lien for labor or material or to the extent insurance is afforded herein as to assessments for street improvements under construction or completed at Date of Policy). 4. Unenformability of the lien of the insured mortgage because of failure of the insured at Date of Policy or of any subsequent owner of the indebtedness to comply with applicable "doing business" laws of the state in which the land is situated. S. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY - 1.970 WITH REGIONAL EXCEPTIONS When the American Land Trile Association Lenders Policy is used as a Standard Coverage Policy and not as an Extended Coverage Policy, the exclusions set forth In paragraph 4 above are used and the following exceptions to coverage appear In the policy. SCHEDULE B This policy does not insure against loss or damage by reason of the matters shown In parts one and two following: I. Taxes or assessments which are not shown as existing liens try the records of any taxing authority that levies taxes or assessments on real property or by the public records. 2. Any facts, rights, Interests, or claims which are not shown by the public records but which could be ascertained by an Inspection of said land or by making inquiry of persons In possession thereof. 3. Easements, claims of easement or encumbrances which are not shown by the public records. 4. Discrepancies, conflicts In boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by public records. 5. Unpatented mining claims; reservations or exceptions in patents or in Acts authorizing the issuance thereof; water rights, calms or tide to water. 6. Any lien, or right to a lien, for services, labor or material theretofore or hereafter furnished, imposed by law and not shown by the public records. First Amencan Tide Order Number: DN- 2941263 (4) Page Number: 11 5. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY - 1992 WITH A.L.T.A. ENDORSEMENT FORM 1 COVERAGE EXCLUSIONS FROM COVERAGE The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, costs, ationn fees or expenses which arise by reason of: 1. (a) Any law, ordinance or governmental regulation (Including but not limited to building and zoning laws, ordinances, or regulations) restricting, regulating, prohlblting or relating to (i) the occupancy, use, or enjoyment of the land; (II) the character, dimensions or location of any Improvement now or hereafter erected on the land; (III) a separation In ownership or a change in the dimensions or area of the land or any parcel of which the land Is or was a part; or (iv) environmental protection, or the effect of any violation of these laws, ordinances or governmental regulations, except to the extent that a notice of the enforcement thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy; (b) Any governmental police power not excluded by (a) above, except to the extent that a notice of the exerdse thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy. 2. Rights of eminent domain unless notice of the exercise thereof has been recorded in the public records at Date of Policy, but not excluding from coverage any taking which has occurred prior to Date of Policy which would be binding on the rights of a purchaser for value without knowledge. 1. Defects, liens, encumbrances, adverse claims, or other matters: (a) whether or not recorded In the public records at Date of Policy, but created, suffered, assumed or agreed to by the insured claimant; (b) not known to the Company, not recorded in the public records at Date of Policy, but known to the insured claimant and not disclosed in writing to the Company by the insured daimant prior to the date the Insured claimant became an Insured under this policy; (c) resulting In no loss or damage to the Insured dalmanq (d) attaching or created subsequent to Date of Policy (except to the extent that this policy insures the priority of the lien of the insured mortgage over any statutory lien for services, labor or material or the extent insurance is afforded herein as to assessments for street improvements under construction or completed at date of policy); or (e) resulting In loss or damage which would not have been sustained N the insured claimant had paid value for the insured mortgage. 4. Unenforceability of the lien of the insured mortgage because of the Inability or failure of the insured at Date of Policy, or the inability or failure of any subsequent owner of the Indebtedness, to comply with the applicable "doing business" laws of the state In which the land is situated. 5. Invalidity or unenforceabillty of the lien of the Insured mortgage, or claim thereof, which arises out of the transaction evidenced by the Insured mortgage and is based upon usury or any consumer credit protection or truth in lending law. 6. Any statutory lien for services, labor or materials (or the claim of priority of any statutory lien for services, labor or materials over the lien of the Insured mortgage) arising from an improvement or work related to the land which is contracted for and commenced subsequent to Date of Policy and Is not financed In whole or in part by proceeds of the indebtedness secured by the insured mortgage which at Date of Policy the Insured has advanced or is obligated to advance. 7. Any claim, which arises out of the transaction creating the interest of the mortgagee insured try this policy, by reason of the operation of federal bankruptcy, state Insolvency, or similar creditors' rights laws, that Is based on (I) the transaction creating the Interest of the insured mortgagee being deemed a fraudulent conveyance or fraudulent transfer; or (II) the subordination of the interest of the insured mortgagee as a result of the application of the doctrine of equitable subordination; or (III) the transaction creating the Interest of the Insured mortgagee being deemed a preferential transfer except where the preferential transfer results from the failure: (a) to bmely record the Instrument of transfer; or (b) of such recordation to Impart notice to a purchaser for value or a judgment or lien creditor. 7. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY - 1992 WITH REGIONAL EXCEPTIONS When the American Land Title Association policy is used as a Standard Coverage Policy and not as an Extended Coverage Policy the exclusions set forth in paragraph 6 above are used and the following exceptions to coverage appear In the policy. SCHEDULE 6 This policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by reason of: I. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records. 2. Any faith, rights, Interests, nr claims which are not shown by the public records but which could be ascertained by an inspection of said land or by making inquiry of persons In possession thereof. 3. Easements, claims of easement Or encumbrances which are not shown try the public records. 4. Discrepancies, conflicts in boundary lines, shortage In area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by public records. 5. Unpatented mining claims; reservations or exceptions In patents or In Acts authorizing the Issuance thereof; water rights, daims or due to water. 6. Any lien, or right to a lien, for services, labor or material theretofore or hereafter furnished, imposed by law and not shown by the public records. 8. AMERICAN LAND TIRE ASSOCIATION OWNER'S POLICY - 1992 first American Title Order Number: DIV- 2941263 (4) Page Number: 12 EXCLUSIONS FROM COVERAGE The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, costs, athxneys' fees or expenses which arise by reason of: I. (a) Any law, ordinance or governmental regulation (inducting but not limited to building and zoning lam, ordinances, or regulations) restricting, regulating, prohibiting or relating to (i) the occupancy, use, or enjoyment of the land; (ii) the character, dimensions or location of any Improvement now or hereafter erected on the land; (III) a separation In ownership or a change in the dimensions or area of the land or any parcel of which the land is or was a part; or (iv) environmental protection, or the effect of any violation of these laws, ordinances or governmental regulations, except to the extent that a notice of the enforcement thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded In the public records at Date of Policy. (b) Any governmental police power not excluded by (a) above, except to the extent that a notice of the exercise thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded In the public records at Date of Policy. 2. Rghts of eminent domain unless notice of the exercise thereof has been recorded in the public records at Date of Policy, but not excluding from coverage any taking which has occurred prior to Date of Policy which would be binding on the rights of a purchaser for value without knowledge. 3. Defects, liens, encumbrances, adverse claims, or other matters: (a) created, suffered, assumed or agreed to by the Insured claimant; (b) not known to the Company, not recorded In the public records at Date of Policy, but known to the insured claimant and not disclosed in wrrdng to the Company by the Insured claimant prior to the date the Insured claimant became an Insured under this policy; (c) resulting in no loss or damage to the Insured claimant; (d) attaching or cleated subsequent to Date of Policy; or (e) resulting In loss or damage which would not have been sustained if the Insured daimant had paid value for the estate or interest insured by this policy. 4. Any dalm, which arises out of the transaction vesting in the insured the estate or interest Insured by this policy, by reason of the operation of federal bankruptcy, state insolvency, or similar creditors rights lam, that Is based on: (i) the transaction creating the estate or interest insured by this policy being deemed a fraudulent conveyance or fraudulent transfer; or (ii) the transaction creating the estate or interest insured by this policy being deemed a preferential transfer except where the preferential transfer casino from the failure: (a) to timely record the Instrument of transfer; or (b) of such recordation to Impart notice to a purchaser for value or a Judgment or lien creditor. 9. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY - 1992 WITH REGIONAL EXCEPTIONS When the American Land Tide Association policy is used as a Standard Coverage Policy and not as an Extended Coverage Policy the exclusions set forth in paragraph 8 above are used and the following exceptions to coverage appear in the policy. SCHEDULE B This policy does not Insure against loss or damage (and the Company will not pay costs, attomeys' fees or expenses) which arise by reason of: I. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records. 2. Any fads, rights, interests, or claims which are not shown by the public records but which could be ascertained by an inspection of said land or by making inquiry of persons In possession thereof. 3. Easements, claims of easement or encumbrances which are not shown by the public records. 4. Discrepancies, conflicts in boundary lines, shortage In area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by public records. S. OnpaWnted mining claims; reservations or exceptions in patents or in Acts authorizing the issuance thereof; water rights, claims or title to water. 6. Any lien, or right to a lien, for services, labor or material theretofore or hereafter furnished, imposed by law and not shown by the public records. 10. AMERICAN LAND TITLE ASSOCIATION RESIDENTIAL TITLE INSURANCE POLICY - 1987 EXCLUSIONS In addition to the Exceptions in Schedule B, you are not insured against loss, costs, attorneys' fees and expenses resulting from: Governmental police power, and the existence or violation of any law or government regulation. This includes building and zoning ordinances and also laws and regulations concerning: • land use - land division • improvements on the land - environmental protection This exclusion does not apply to violations or the enforcement of these matters which appear in the public records at Policy Date. This exclusion does not limit the zoning coverage described in items 12 and 13 of Covered Title Risks. The right to take the land by condemning IC unless: r !T � rltdl ! • 5 Order Number: DIV- 2941263 (4) Page Number: 13 • a notice of exercising the right appears in the public records on the Policy Date • the taking happened prior to the Policy Date and Is binding on you If you bought the land without knowing of the taking. 3. Title Risks: ' that are created, allowed, or agreed to by you • that are known to you, but not to us, on the Policy Date - unless they appeared in the public records ' that result In no loss to you ' that first affect your tide after the Policy Date - this does not limit the labor and material lien coverage in Item 8 of Covered TNe Risks 4. Failure to pay value for your title. 5. Lack of a right • to any land outside the area specifically described and referred to in Item 3 of Schedule A, or • in streets, alleys, or waterways that touch your land This exclusion does not limit the access coverage in Item 5 of Covered Titre Risks. 11. EAGLE PROTECTION OWNER'S POLICY CLTA HOMEOWNER'S POLICY OF TITLE INSURANCE - 1998 ALTA HOMEOWNER'S POLICY OF TITLE INSURANCE - 1998 Covered Risks 14 (Subdivision Law Violation). 15 (Building Permit). 16 (Zoning) and 18 (Encroachment of boundary walls or fences) are subject to Deductible Amounts and Maximum Dollar Limits of Liability EXCLUSIONS In addition to the Exceptions in Schedule 0, you are not insured against loss, costs, attorneys' fees, and expenses resulting from: 1. Governmental police power, and the existence or violation of any law or government regulation. This includes ordinances, laws and regulations concerning: a. building b, zoning c. land use d. improvements on the land e, land division f, environmental proteNpn This exclusion does not apply to violations or the enforcement of these matters if notice of the violation or enforcement appears In the Public Records at the Policy Date. This exclusion does not limit the coverage described in Covered Risk 14, 15, 16, 17 or 24. 2. The failure of Your existing structures, or any part of them, to be constructed In accordance with applicable building codes. This Exclusion does not apply to violations of building codes if notice of the violation appears In the Public Records at the Policy Date. 3. The right to take the Land by condemning it unless: a. a notice of exercising the right appears In the Public Records at the Policy Date; or b. the taking happened before the Policy Date and is binding on You If You bought the Land without Knowing of the taking. 4. Risks: a. that are created, allowed, or agreed to by You, whether or not they appear in the Public Records; b, that are Known to You at the Policy Date, but not to Lis, unless they appear in the Public Records at the Policy Date; c. that result in no loss to You; or d. that first occur after the Policy Date - this does not limit the coverage described in Covered Risk 7, &d, 22, 23, 24 or 25. 5. Failure to pay value for Your Title. 6. Lack of a right: a. to any Land outside the area specifically described and referred to in paragraph 3 of Schedule A; and It. In streets, alleys, or waterways that touch the Land. This exclusion does not limit the coverage described in Covered Risk 11 or 18. LIMITATIONS ON COVERED RISKS Your Insurance for the following Covered Risks Is limited on the Owner's Coverage Statement as follows: Covered Risk 14, 15, 16 and 18, Your Deductible Amount and Our Maximum Dollar Limit of Liability shown in Schedule A. The deductible amounts and maximum dollar limits shown on Schedule A are as follows: Your Deductible Amount Our Maximum Dollar Limit of Liability Covered Risk 14: 1% of Policy Amount or $5,000.00 (whichever Is less) $10,000.00 Covered Risk 15: 1% of Policy Amount or $5,000.00 (whichever is less) $25,000.00 Covered Risk 16: 1% of Policy Amount or $5,000.00 (whichever Is less) $25,000.00 First Amencan Title Order Number: DIV- 2941263 (4) Page Number: 14 Covered Risk 18: 1% of Policy Amount or $2,500.00 (whichever is less) $5,000.00 12. SECOND GENERATION EAGLE LOAN POLICY AMERICAN LAND TITLE ASSOCIATION EXPANDED COVERAGE RESIDENTIAL LOAN POLICY (10/13/01) EXCLUSIONS FROM COVERAGE The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, costs, attorneys' tees or expenses which arise by reason of: 1. (a) Any law, ordinance or governmental regulation (Including but not limited to building and mining laws, ordinances, or regulations) restricting, regulating, prohibiting or relating to (I) the occupancy, use, or enjoyment of the Land; (it) the character, dimensions or location of any Improvement now or hereafter erected on the Land; (lit) a separation in ownership or a change in the dimensions or area of the Land or any parcel of which the Land is a was a part; or (N) environmental protection, or the effect of any violation of these laws, ordinances or governmental regulations, except to the extent that a notice of the enforcement thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the Land has been recorded In the Public Records at Date of Policy. This exclusion does not limit the coverage provided under Covered Risks 12, 13, 14 and 16 of this policy. (b) Any govemmental police power not excluded by (a) above, except to the extent that a notice of the exercise thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged vlolatlon affecting the land has been recorded in the Public Records at Date of Policy. This exclusion does not Omit the coverage provided under Covered Risks 12, 13, 14 and 16 of this policy. 2. Rights of eminent domain unless notice of the exercise thereof has been recorded In the Public Records at Date of Policy, but not excluding from coverage any taking which has occurred prior to Date of Policy which would be binding on the rights of a purchaser for value without Knowledge. 3. Defects, liens, encumbrances, adverse claims or other matters: (a) created, suffered, assumed or agreed to by the Insured Claimant; (b) not Known to the Company, not recorded In the Public Records at Date of Policy, but Known to the Insured Claimant and not disclosed in writing to the Company by the Insured Claimant prior to the date the Insured Claimant became an Insured under this policy; (c) resulting in no loss; or damage to the Insured Claimant; (d) attaching or created subsequent to Date of Policy (this paragraph does not limit the coverage provided under Covered Risks 8, 16, 18, 19, 20, 21, 22, 23, 24, 25 and 26); or (e) resulting In loss or damage which would not have been sustained if the Insured Claimant had paid value for the Insured Mortgage. 4. Unenforceabllity of the lien of the Insured Mortgage because of the Inability or failure of the Insured at Date of Policy, or the Inability or failure of any subsequent owner of the Indebtedness, to comply with applicable doing business laws of the state in which the Land Is situated. 5. Invalidity or unenforceability of the lien of the Insured Mortgage, w claim thereof, which antis out of the transaction evidenced by the Insured Mortgage and is based upon usury, except as provided In Covered Risk 27, or any consumer credit protection or truth In lending law. 6. Real property taxes or assessments of any governmental authority which become a lien on the Land subsequent to Date of Policy. This exclusion does not limit the coverage provided under Covered Risks 7, 8 (e) and 26. 7. Any claim of invalidity, unenforceability or lack of pnor@y of the lien of the Insured Mortgage as to advances or modifications made after the Insured has Knowledge that the vestee shown in Schedule A is no longer the owner of the estate or Interest covered by this policy. This exclusion does not limit the coverage provided In Covered Risk 8. 8. Lack of priority of the lien of the Insured Mortgage as to each and every advance made after Date of Policy, and all Interest charged thereon, over liens, encumbrances and other matters affecting title, the existence of which are Known to the Insured at: (a) The time of the advance; or (b) The time a modification is made to the terms of the Insured Mortgage which changes the rate of interest charged, if the rate of interest is greater as a result of the modification than it would have been before the modification. This exclusion does not limit the coverage provided in Covered Risk 8. 9. The failure of the residential structure, or any portion thereof to have been constructed before, on or after Date of Policy in accordance with applicable building codes. This exclusion does not apply to vlotations of building codes if notice of the violation appears in me Public Records at Date of Policy. 13. SECOND GENERATION EAGLE LOAN POLICY AMERICAN LAND TITLE ASSOCIATION EXPANDED COVERAGE RESIDENTIAL LOAN POLICY (10113/01) WITH REGIONAL EXCEPTIONS When the American Land Title Association loan policy with EAGLE Protection Added is used as a Standard Coverage Policy and not as an Extended Coverage Policy the exclusions set forth in paragraph 12 above are used and the following exceptions to coverage appear In the policy. SCHEDULE B This policy does not Insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arse by reason of: 1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records. 2. Any facts, rights, Interest, or claims which are not shown by the public records but which could be ascertained by an inspection of said land or by making inquiry of persons In possession thereof. First Amencan Title Order Number: DN- 2941263 (4) Page Number: 15 3. Easements, claims of easement or encumbrances which are not shown by the public records. 4. Discrepancies, conflict in boundary lines, shortage In area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by public records. 5. Unpatented mining claims; reservations or exceptions In patents or in acts authorizing the issuance thereof; water rights, claims or title to water. 6. Any lien, or right to a lien, for services, labor or material theretofore or hereafter furnished, imposed by law and not shown by the public records, 14. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY - 2006 EXCLUSIONS FROM COVERAGE The following matters are expressly excluded from the coverage of this policy, and the Company will not pay loss or damage, costs, attorneys' fees, or expenses that arse by reason of: 1. (a) Any law, ordinance, permit, or governmental regulation (including those relating to building and zoning) restricting, regulating, prohibiting, or relating to (i) the occupancy, use, or enjoyment of the Land; III) the character, dimensions, or location of any Improvement erected on the Land; (III) the subdivision of land; or (iv) environmental protection; or the effect of any violation of these laws, ordinances, or governmental regulations. This Exclusion 1(a) does not modify or limit the coverage provided under Covered Rlsk 5. (b) Any governmental police power. This Exclusion 1(b) does not modify or limit the coverage provided under Covered Risk 6. 2. Rights of eminent domain. This Exclusion does not modify or limit the coverage provided under Covered Risk 7 or 8. 3. Defects, liens, encumbrances, adverse claims, or other matters (a) created, suffered, assumed, or agreed to by the Insured Claimant; (b) not Known to the Company, not recorded In the Public Records at Date of Policy, but Known to the Insured Claimant and not disdorcd in writing to the Company by the Insured Claimant prior to the date the Insured Claimant became an Insured under this policy; (c) resulting In no loss or damage to the Insured Claimant; (d) attaching or created subsequent to Date of Policy (however, this does not modify or limit the coverage provided under Covered Risk 11, 13, or 14); or (e) resulting In loss or damage that would not have been sustained If the Insured Claimant had paid value for the Insured Mortgage. 4. Unenforceability, of the lien of the Insured Mortgage because of the inability or failure of an Insured to comply with applicable doing - business laws of the state where the Land is situated. 5. Invalidity or unenforceability In whole or in part of the lien of the Insured Mortgage that arises out of the transaction evidenced by the Insured Mortgage and is based upon usury or any consumer credit protection or truth -In- lending law. 6. Any claim, by reason of the operation of federal bankruptcy, state insolvency, or similar creditors? rights laws, that the transaction creating the lien of the Insured Mortgage, is (a) a fraudulent conveyance or fraudulent transfer, or (b) a preferential transfer for any reason not stated in Covered Risk 13(b) of this policy. 7. Any lien on the Title for real estate taxes or assessments Imposed by governmental authority and created or attaching between Date of Policy and the date of recording of the Insured Mortgage In the Public Records. This Exclusion does not modify or limit the coverage provided under Covered Risk 11(b). 15. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY - 2006 WITH REGIONAL EXCEPTIONS When the American Land Title Association policy Is used as a Standard Coverage Policy and not as an Extended Coverage Policy the exclusions set forth In paragraph 14 above are used and the following exceptions to coverage appear In the policy. SCHEDULE B This policy does not Insure against loss or damage (anti the Company will not pay costs, attomeys' tees or expenses) which arise by reason of: 1. (a) Taxes or assessments that are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the Public Records; (b) proceedings by a public agency that may result In taxes or assessments, or notices of such proceedings, whether or not shown by the records of such agency or by the Public Records. 2. Any facts, rights, Interests, or dalms that are not shown by the Public Records but that could be ascertained by an inspection of the Land or that may be asserted by persons In possession of the Land. 3. Easements, liens or encumbrances, or claims thereof, not shown by the Public Records. 4. Any encroachment, encumbrance, violation, variation, or adverse dreumstance affecting the Title that would be disclosed by an accurate and complete land survey of the Land and not shown by the Public Records. 5, (a) Unpatented mining claims; (b) reservations or exceptions In patents or In Acts authorizing the issuance thereof; (c) water rights, claims First American Tide Order Number: DIV- 2941263 (4) Page Number: 16 or title to water, whether or not the matters excepted under (a), (b), or (c) are shown by the Public Records. 16. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY - 2006 EXCLUSIONS FROM COVERAGE The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, costs, attorneys' fees or expenses which arise by reason of; 1. (a) Any law, ordinance, permit, or governmental regulation (including those relating to building and zoning) restricting, regulating, prohibiting, or relating to (1) the occupancy, use, or enjoyment of the land; (il) the character, dimensions, or location of any improvement erected on the Land; (Iii) the subdivision of land; or (iv) errAmmirental protedlori the effect of any violation of these laws, ordinances, or governmental regulations. This Exclusion 1(a; does not modify or limit the coverage provided under Covered Risk 5. (b) Any governmental police power. This Exclusion I(b) does not modify or limit the coverage provided under Covered Risk 6. 2. Rights of eminent domain. This Exclusion does not modify or limit the coverage provided under Covered Risk 7 or B. 3. Defects, liens, encumbrances, adverse claims, or other matters (a) created, suffered, assumed, or agreed to by the Insured Claimant; (b) not Known to the Company, not recorded in the Public Records at Date of Policy, but Known to the Insured Claimant and not disclosed in writing to the Company by the Insured Claimant prior to the sate the Insured Claimant became an Insured under this policy; (c) resulting in no loss or damage to the Insured Claimant; (d) attaching or created subsequent to Date of Policy (however, this does not modify or limit the coverage provided under Covered Risks 9 and 10); or (e) resulting In loss or damage that would not have been sustained if the Insured Claimant had paid value for the Trde. 4. Any claim, by reason of the operation of federal bankruptcy, state Insolvency, or similar creditors? rights laws, that the transaction vesting the Title as shown In Schedule A, is (a) a fraudulent conveyance or fraudulent transfer; or (b) a preferentlal transfer for any reason not stated In Covered Risk 9 of this policy. 5. Any lien on the Title for real estate taxes or assessments Imposed by governmental authority and created or attaching between Date of Policy and the date of recording of the deed or other Instrument of transfer In the Public Records that vests Title as shown In Schedule A. 17. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY - 2006 WITH REGIONAL EXCEPTIONS When the American Land Tide Association policy Is used as a Standard Coverage Policy and not as an Extended Coverage Policy the exclusions set forth In paragraph 16 above are used and the following exceptions to coverage appear in the policy. SCHEDULE 8 This policy does not Insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by reason of: 1. (a) Taxes or assessments that are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the Public Records; (b) proceedings by a public agency that may result In taxes or assessments, or notices of such proceedings, whether or not shown by the records of such agency or by the Public Records. 2. Any fads, rights, Interests, or daims that are not shown by the Public Records but that could be ascertained try an Inspection of the Land or that may be asserted by persons In possession of the Land. 3. Easements, liens or encumbrances, or daims thereof, not shown by the Public Records. 4, Any encroachment, encumbrance, violation, variation, or adverse circumstance affecting the Tide that would be disclosed by an accurate and complete land survey of the Land and not shown by the Public Records. 5. (a) Unpafented mining claims; (b) reservations or exceptions in patents or In Ads authorizing the issuance thereof; (c) water rights, daims or title to water, whether or not the matters excepted under (a), (b), or (c) are shown by the Public Records. First American Title "You may be entitled to receive a $20.00 discount on escrow services if you purchased, sold or refinanced residential property in California between May 19, 1995 and October 8, 2002. If you had more than one qualifying transaction, you may be entitled to multiple discounts. If your previous transaction involved the same property that is the subject of this Preliminary Report, you do not have to do anything; First American will provide the discount directly to you within a few weeks, not through your closing. If your previous transaction involved property different from the property that is the subject of your current transaction, you must inform First American of the earlier transaction, provide the address of the property involved in the previous transaction, and the date or approximate date that the escrow closed to be eligible for the discount. Please mail to Claims Administrator, 2 First American Way, Santa Ana, CA 92707. Unless you inform First American of the prior transaction on a property that is not the subject of this transaction, First American has no obligation to conduct an investigation to determine if you qualify for a discount. If you provide First American information concerning a prior transaction, First American is required to determine if you qualify for a discount." "Escrow Services" shall be defined as either title premium or escrow fee payable by you in connection with this transaction. In the event you are entitled to a credit but are not responsible for paying either a title premium or an escrow fee at the close of this transaction, then no credit can be given. Rat American Tide PRIVACY POLICY We Are Committed to Safeguarding Customer Information In order to better serve your needs now and in the future, we may ask you to provide us with certain Information. We understand that you may be concerned about what we will do with such information - particularly any personal or financial information. We agree that you have a right to know how we will utilize the personal information you provide to us. Therefore, together with our parent company, The First American Corporation, we have adopted this Privacy Policy to govern the use and handling of your personal information. Applicability This Privacy Policy govems our use of the information which you provide to us. It does not govern the manner In which we may use information we have obtained from any other source, such as information obtained from a public record or from another person or entity. First American has also adopted broader guidelines that govern our use of personal information regardless of its source. First American calls these guidelines its Fairinformaflon Values; a copy of which can be found on our website at www.frsOm.com. Types of Information Depending upon which of our services you are utilizing, the types of nonpublic personal information that we may collect include: • Information we receive from you on applications, forms and in other communications to us, whether in writing, in person, by telephone or any other means; • Information about your transactions with us, our affiliated companies, or others; and • Information we receive from a consumer reporting agency. Use of Information We request information from you for our own legitimate business purposes and not for the benefit of any nonaffiliated party. Therefore, we will not release your information to nonaffiliated parties except: (1) as necessary for us to provide the product or service you have requested of us; or (2) as permitted by law. We may, however, store such information indefinitely, including the period after which any customer relationship has ceased. Such information may be used for any intemal purpose, such as quality control efforts or customer analysis. We may also provide all of the types of nonpublic personal information listed above to one or more of our affiliated companies. Such affiliated companies include financial service providers, such as title insurers property and casualty insurers, and trust and investment advisory companies, or companies Involved in real estate services, sucfi as appraisal companies, home warranty companies, and escrow companies. Furthermore, we may also provide all the information we collect, as described above, to companies that perform marketing services on our behalf, on behalf of our affiliated companies, or to other financial Institutions with whom we or our affiliated companies have Joint marketing agreements. Former Customers Even if you are no longer our customer, our Privacy Policy will continue to apply to you. Confidentiality and Security We will use our best efforts to ensure that no unauthorized parties have access to any of your information. We restrict access to nonpublic personal information about you to those individuals and entities who need to know that information to provide products or services to you. We will use our best efforts to train and oversee our employees and agents to ensure that your information will be handled responsibly and in accordance with this Privacy Polity. and First American's Fairinformabbn Values We currently maintain physical, electronic, and procedural safeguards that comply with federal regulations to guard your nonpublic personal information. ® 2001 The First American Corporation • All Rights Reserved 9 8 8 254 -32 N a M n 2s \ N SHT 2 1 l HYGEIA /.vra•M " , , AVE. N 6O so se ,-SO I sp •I '� 3,A 931 1 PY1 ene Su FOR 27 ! O O c N PM 1 a N F Z O 2! Igo 3 t 3 N 1 2 Z Z i • W I r - PO 19 3 ! O 0 tl ' I PAR *.+.f �p"., n_1 : II IE D• b _ f�Wo6 ... w :Y' go 3I ,QO 14] r O ":Q. 1• Y �p�,: - s AJTR i22 9 PM2 yy 2 POR 20 M.so : PM16311 PwMMI `i2t �1' \yB :: r w e.OAG O e O ., ry1220 ! I] Atl O AUW ,2PZR ze ± .Z 2.:" z _..� ^:Z 325 I N R 23{ : rAR.1 ,r Ia a pm ro] QI • �. RhA .p..i 2 24 eQ - BLK k 4 O I O PM ] +n C isaw so so ]�/ DO wyYK' 40 /0 M.D3 +. PM Ulf Pwwi Mpg • t= ]f I¢ T _ O If r _1 256 18 17 1 U132 10 9 5 2 A I4 POR 12 Co SHT G Pwn.z ap 'n vT y O.MAC If 1 1:1 V O• O- R Q O ES O V V � p ro � � r � s�a�• .. c33 ! F • C i Z ° a©r f' f�PlM M rlea i. PO OR rwR. a 4 O p V O J a L Pu 1252 44 ® V eR e4n1 av ATt HERMES AVE N CONDO a', SOUEM COAST PARK M 1776 L1.R 5Wy p1�,�m coq BLK4 POR25 32 _ 11er1MP ff RiFEACdWACYAOgFgT19�9p�pTlAi PUaysFS OrLYB�rypRB 6 DOC.�6- d.'ya799 WAY NOT CVMPIY 1MIH IMIl SADM910N W B NG ORDINV s. 2. NOTE�EAQ1 9/p. ID, IN DE4 AN UND SHT 2 I+ INT IN COMMON AREA 9x 040 p1RN M I]7p °. 1= • 10 KYO]A AVE �ORM a e- 20231 3) 4- CONDO SOUtN COAST PARK 965 R Bel HERMES AVE DOC `� SEE T.3) ]0 D0C0S -061) MAP 12304— ENCINITAS TCT. NO. 4614 -1 (CONDO) (SEE 68- 71 CSfF SHT 2 ( cgwTY NAP 17.76 - SOUTH COAST PARK 254 P� W Brt 1 s 3 ROS 9459, 9724, 9906, 10022,16782,18441 SHT 1 OF 3 I • =100" DETAIL w NO SCwIE u l ♦ w V SHT 2 F LVIA ST. n Esssnpa4as n T J• n t h •; b, Nm J r A"� r� :. y a k n 1 l HYGEIA /.vra•M " , , AVE. N 6O so se ,-SO I sp •I '� 3,A 931 1 PY1 ene Su FOR 27 ! O O c N PM 1 a N F Z O 2! Igo 3 t 3 N 1 2 Z Z i • W I r - PO 19 3 ! O 0 tl ' I PAR *.+.f �p"., n_1 : II IE D• b _ f�Wo6 ... w :Y' go 3I ,QO 14] r O ":Q. 1• Y �p�,: - s AJTR i22 9 PM2 yy 2 POR 20 M.so : PM16311 PwMMI `i2t �1' \yB :: r w e.OAG O e O ., ry1220 ! I] Atl O AUW ,2PZR ze ± .Z 2.:" z _..� ^:Z 325 I N R 23{ : rAR.1 ,r Ia a pm ro] QI • �. RhA .p..i 2 24 eQ - BLK k 4 O I O PM ] +n C isaw so so ]�/ DO wyYK' 40 /0 M.D3 +. PM Ulf Pwwi Mpg • t= ]f I¢ T _ O If r _1 256 18 17 1 U132 10 9 5 2 A I4 POR 12 Co SHT G Pwn.z ap 'n vT y O.MAC If 1 1:1 V O• O- R Q O ES O V V � p ro � � r � s�a�• .. c33 ! F • C i Z ° a©r f' f�PlM M rlea i. PO OR rwR. a 4 O p V O J a L Pu 1252 44 ® V eR e4n1 av ATt HERMES AVE N CONDO a', SOUEM COAST PARK M 1776 L1.R 5Wy p1�,�m coq BLK4 POR25 32 _ 11er1MP ff RiFEACdWACYAOgFgT19�9p�pTlAi PUaysFS OrLYB�rypRB 6 DOC.�6- d.'ya799 WAY NOT CVMPIY 1MIH IMIl SADM910N W B NG ORDINV s. 2. NOTE�EAQ1 9/p. ID, IN DE4 AN UND SHT 2 I+ INT IN COMMON AREA 9x 040 p1RN M I]7p °. 1= • 10 KYO]A AVE �ORM a e- 20231 3) 4- CONDO SOUtN COAST PARK 965 R Bel HERMES AVE DOC `� SEE T.3) ]0 D0C0S -061) MAP 12304— ENCINITAS TCT. NO. 4614 -1 (CONDO) (SEE 68- 71 CSfF SHT 2 ( cgwTY NAP 17.76 - SOUTH COAST PARK 254 P� W Brt 1 s 3 ROS 9459, 9724, 9906, 10022,16782,18441 SHT 1 OF 3 I • =100" DETAIL w NO SCwIE u l SHT 1 SHT 2 F LVIA ST. 1 l HYGEIA /.vra•M " , , AVE. N 6O so se ,-SO I sp •I '� 3,A 931 1 PY1 ene Su FOR 27 ! O O c N PM 1 a N F Z O 2! Igo 3 t 3 N 1 2 Z Z i • W I r - PO 19 3 ! O 0 tl ' I PAR *.+.f �p"., n_1 : II IE D• b _ f�Wo6 ... w :Y' go 3I ,QO 14] r O ":Q. 1• Y �p�,: - s AJTR i22 9 PM2 yy 2 POR 20 M.so : PM16311 PwMMI `i2t �1' \yB :: r w e.OAG O e O ., ry1220 ! I] Atl O AUW ,2PZR ze ± .Z 2.:" z _..� ^:Z 325 I N R 23{ : rAR.1 ,r Ia a pm ro] QI • �. RhA .p..i 2 24 eQ - BLK k 4 O I O PM ] +n C isaw so so ]�/ DO wyYK' 40 /0 M.D3 +. PM Ulf Pwwi Mpg • t= ]f I¢ T _ O If r _1 256 18 17 1 U132 10 9 5 2 A I4 POR 12 Co SHT G Pwn.z ap 'n vT y O.MAC If 1 1:1 V O• O- R Q O ES O V V � p ro � � r � s�a�• .. c33 ! F • C i Z ° a©r f' f�PlM M rlea i. PO OR rwR. a 4 O p V O J a L Pu 1252 44 ® V eR e4n1 av ATt HERMES AVE N CONDO a', SOUEM COAST PARK M 1776 L1.R 5Wy p1�,�m coq BLK4 POR25 32 _ 11er1MP ff RiFEACdWACYAOgFgT19�9p�pTlAi PUaysFS OrLYB�rypRB 6 DOC.�6- d.'ya799 WAY NOT CVMPIY 1MIH IMIl SADM910N W B NG ORDINV s. 2. NOTE�EAQ1 9/p. ID, IN DE4 AN UND SHT 2 I+ INT IN COMMON AREA 9x 040 p1RN M I]7p °. 1= • 10 KYO]A AVE �ORM a e- 20231 3) 4- CONDO SOUtN COAST PARK 965 R Bel HERMES AVE DOC `� SEE T.3) ]0 D0C0S -061) MAP 12304— ENCINITAS TCT. NO. 4614 -1 (CONDO) (SEE 68- 71 CSfF SHT 2 ( cgwTY NAP 17.76 - SOUTH COAST PARK 254 P� W Brt 1 s 3 ROS 9459, 9724, 9906, 10022,16782,18441 EXHIBIT 'A' Date: November 15, 2007 File No.: DIV- 2941263 ( 4) THE SOUTHERLY 80 FEET OF LOT 26 IN BLOCK 4 OF SOUTH COAST PARK, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1776, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, JANUARY 11, 1924. A.P.N. 254- 325 -30 -00 Page 1 cf 1 N i we Samao Engineering, Inc. Land Planning, Civil Engineering, Surveying, Mapping S DRAINAGE STUDY my'.1 CASE NO. 08-114 CDP NISHUCASHOUR RESIDENCE 1060 HYGEIA AVENUE ENCINITAS, CA 92024 APN: 254 - 325 -30 FEB 1 l 200g J January 20, 2009 j.n. 07 -127 1034 Second Street ♦ Encinitas, CA 92024 ♦ phone: 760 - 436 -0660 ♦ fax: 760-436-0659 info @sampoenginmmg.com N I `"� ®Saml)o Enj!ineerinz, Inc. !e Land Planning, Civil Engineering, Surveying, Mapping t i.n. 07 -127 S January 20. 2009 DRAINAGE STUDY FOR: Case No. 08 -114 CDP, 1060 Hygeia Avenue, Encinitas, CA 92024, APN: 254- 325 -30 Criteria: 1. Use the current County of San Diego Hydrology Manual "Rational Method ". 2. Design for a 100 -year frequency storm using the County of San Diego 6 hour and 24 hour precipitation isopluvials. 3. Runoff coefficients are based on soil type "D ". "C" factors have been weighted based on the individual "C" factors for different surfaces (i.e. concrete= 0.95), and the areas of the individual surfaces. 4. Times of concentration (Tc) are determined from the urban overland flow formula. 5. Refer to the attached drainage map for basin areas and locations. Introduction: 1. The subject property is 0.41 gross acres and is located on the westerly side of Hygeia Avenue, in the City of Encinitas. The property is currently developed with a single- family residence, and associated improvements such as driveway, hardscape, landscaping, etc. The property descends from Hygeia Avenue to the westerly property line at an approximate grade of 7 %. This project proposes to maintain the historical drainage patterns. 2. The project proposes to construct a single- family residence, guesthouse /garage, and associated improvements such as driveway, hardscape, landscaping, etc. Grass -lined swales and private infiltration basins are proposed for post - construction BMP purposes. 3. The total site post- developed flow rate (Qi00) from the property is approximately 0.9 cfs. The pre- developed total site flow rate (Qioo) is approximately 0.8 cfs. No increase in runoff is anticipated west of the subject property due to the proposed infiltration basins. See attached calculations. 1034 Second Street ♦ Encinitas, CA 92024 ♦ phone: 760436 -0660 • fax: 760 -436 -0659 info @sampoengineering.com DRAINAGE STUDY CALCULATOR JN: 07 -127 NISHI DATE: January 20, 2009 INITIALS: JO DESCRIPTION: Southerly 80 feet of Lot 26, in Block 4, Map 1776 AREA = 18,000 SF = 0413 AC. C = 0.35(16.012 SF) + 0.95(1,988 SF) = 0.42 18,000 SF TC = 1.8(11- .35)(225)^(1/2) 20_25 = = 10.6 (7) ^(1/3) 1.91 1100 = 7.44(2.5)(10.6)^( -.645) = 4.06 IN /HR 100 = (0.42)(4.06 IN/HR)(0.413 AC) = 0.7 CFS DESCRIPTION: Portion of Right -of -Way of Hygeia Avenue tributary to subject property AREA = C= Tic = 1100 = 923 SF = 0.021 AC. 0.35(680 SF) + 0.95(243 SF) = 0.51 923 SF MINUTES 50 MINUTES (Per San Diego County Hydrology Manual) 7.44(2.5)(5.0) ^( -.645) = 6.59 IN /HR 100E (0.51)(6.59 IN /HR)(0.021 AC) = 0.1 CFS JN: 07 -127 NISHI DATE: January 20, 2009 INITIALS: JO DESCRIPTION: Southerly 80 feet of Lot 26, in Block 4, Map 1776 AREA = 18,000 SF = 0.413 AC- C = 0.3502.858 SF) + 0.95(5,142 SF) = 0.52 18,000 SF TC1 = 1.8(1.1 - .351(18)^(1/2) 5.73 _ = 2.0 MINUTES (25)A(1/3) 2.92 TC2 = 1.8(1.1- .35)(170)A(1/2) 17_60 _ = 9.9 MINUTES (5.6)A(1/3) 1.78 TC = Tc1 + Tc2 = 11.9 MINUTES 1100 = 7.44(2.5)(11.9)^( -.645) = 3.77 IN /HR Q100 = (0.52)(3.77 IN/HR)(0.413 AC) = 0.8 CFS DESCRIPTION: Portion of Right-of-Way of Hygeia Avenue tributary to subject property AREA = 923 SF = 0.021 AC. C = 0.35(723 SF) + 0.95(200 SF) = 0.48 923 SF TC = = 5.0 MINUTES (Per San Diego County Hydrology Manual) 1100 = 7.44(2.5)(7.6)A( -.645) = 6.59 IN /HR 100E (0.48)(6.59 IN /HR)(0.021 AC) = 0.1 CFS INFILTRATION BASIN SIZING 07 -127 NISHI 01/20/2009 JO Cpre = 0.42 A = entire site acreage (acres) C = coefficient of runoff (dimensionless) I = rainfall intensity Cpost = 0.52 P6 = 6 hour precipitation O = rate of runoff (cfs = ft ^3 /sec) AC = Cpost - Cpre AC = 0.1 P6 = 2.5 in Tc := 5.0 minutes (minimum per San Deigo County Hydrology manual) I = 7.44•P6•Tc -0.645 1= 6.59 Inches /hour A = 0.434 acres AQ = AC-1•A AQ = 0.29 cfs V = 1.5.2.7AQ(Tc60) V = 347 cubic feet (required storage) Use (2) 3' wide x 3' deep x 20' long infiltration basins as shown on the grading plan 3 *3 *20 = 180 180 *(2) = 360 cubic feet County of San Diego Orange Hydrology Manual County - -- — - -— - 33 °30' •,s Riverside County a~ - . --- 8.p ;.� --- &0 v IN �. Fop fi. o fo ,'' :: Rainfall isopluvials , 33 °15 .. - ------------ -• -- --- 100 Year Rainfall Event - 24 Hours OCEANSIDE. v , - --- - ---- �, ,. � `_'- �' ;• cl) _ Isoplwial(inches) ENONmAS Jl� r SOLANA P Y2 's.adcxfirrr�� • " "_8B---------- 3 °0d 0 DEL f �° Zr , ' rn m �13' � �' � .•� i -� . . - - -fib• :. � , -- � .� .•�:e' f N 32°45' -- • . - y T i _ _• , —— 3 2 45 Ro ; : so, DPW 50 =GIS SanGIS rwtlit „_.._. �C cHa.: .tiara lhi(n.crcJ Sill _�' �..vr•..m�...«.. s�...�. - ,. _ :• O _. _ ' _ _ _ - -... "_ - _- _ N *He Yrvwvwooeorrtnaur wnwwnrarawrsq e�ret� aaraco. rMwo,w�nnv� 'nMaq w"ww° [ IMPERIAL HF11C1} ; d7 - CryyI�B�'[iO.M WrIWw6 a W* ,nu aron..ry°o-uninw�w+w w. e.w„uva.;.°,nn 32 °30' - _ - S - - - - -- �, °� ' ' 8 32• � 3 0 3 Miles io tD �� O TX) O County of San Diego Orange ZD Hydrology Manual Y b.7 33 °3e' ° Riverside County — _ Rainfalllsoplavials g 33015' -•,n, 100 Year Rainfall Event - 6 Hours OCEANSIDE' , �° } , 1 `___ - -,• _ •, - - _ -_ - _ so uv' in hes •. p. CARLSBAD i �x /' 1�, CS ENCINKAS`' -- —'- n yY' _. _ 33 °00' ,S.D; COUNTY SOLANA } • O DEL •[iy- CD l �.. i•1 Lf dd. - rte_ /! uli/ _ �a �e C\j �•• —- j DE L 32`45' ,• =GIS SaGI - o \1 hkyn CncS - ;DPW c rcl4 _°.°• - •� i`'.�. - .. � 3. I - IMPERIAL BEACI� - -. •, ,Gj» � ✓. .. _ -•.. _____ –_ —__ _ _... ._. _ -. .. _ ' -- N na wPSPw+oEO wmqur wAwwrtr oP ANY ann,[m�owr�st on innEO. rcuw.e.Mwrtan ®ro.*�•aEO wnneAertes Ugq•6w[YS AI HyYP�wl FgiAPNRIQRM HNOg. - M e Y, c W E r °rm..mawac. 3 0 3 Miles o ip r o — `D v o ensnmc s>muc>vnc ' a y da.o I _ z �� d, _ Ylg �d 9 N]4YYi6 "E 125.01 125. PER MAP IAl6 �. Sg -- ✓r I � s >ga rya Z B2 �1,/ SJ d99 I Q3 A< e R oX �iRa A,, � )IS r n QFl ^dS �di � N /� F/ '� 'A ✓R l —B ex°l.� o _ '/ / / ._ �� BASIN 0 1 AREA 0. 13 AC "c " - m 2d kn.zd 1 .42 hoD O6 u ANN 2�4 - , �a { 1o0 0. rFS BASIN�y6 2 � AREA 0. AC "�aP � � �' d- aA Yo'�e � b i il , _ = _ 51 too QDoo 0.1 CFS Vn�RY i ^ n >O �9 ✓x5 o XYS.Y J r 0 A/12 lip /A rqM. %�BJ,S �✓? d.. M�CANO �' I _ 9 u t�'� �MCMh Ed MStA%✓O a/Pf cJ✓y<N' ?ry e dS.. �.tY Q caa szo� JJ� eyes "r Ys — >Y a��� c� f ...E -� \ - - -x— — • M4'1Yi6'E II _ p b' ll.. � � G EAA17jNC U ASO� "j'hlS71N0 RESYOq�C' 3WF,pucF Iii � r�� i54-P-6-03 AC 1AN1dNt �o s ly qa I IIm e zs I CITY OF ENCINITAS ENGINEERING DEPARTMENT oRAwiNC No DRAINAGE MAP PRE RE LOP COND17ION z o NISHI 1060 —EIA - & CASHOUR RESIDENCE AVENUE, ENCINITAS, CA. 71 o KFF CASE No. 08 -114 CDP SHEET of 2 - - rftreER,a,EII�TONE _e. eINN BASIN N�: ere l �� AREA = 0.021 AC ER agree c�(PE 12" mICK oVFR 1 rt' 9 E \ OIFCY E 6i Y.'JCO \ a N MPIACE �- 51 zzs zas rnanree zesoz' zza ao'Pee NAP SA dx11, e'r ae1 C� = Oi 1 START = 8 ,� nR � �' R z mG 6.5 �c4es' ,Lore / -0a 'I 4g0roo= 090Cf$ +� < UE OL SH WSI SHED 'L i i Y— F, ROiECi EXIASEER e�c >w mesa a2 W �NANxreIE IN OULE 'e °�aR re rel ,wsAREA :� —T.11 � � � e � NtivrcuES�llol Fz� � ICI � x� x � AI jl _ Ex s GIT OR NNSR, Ore ISPNes / ¢ai 1 eENalw Ews recv rxrR i� a— - P D 88.5 I s I� - ®I IAA IX, L rER s P S NCES mL R I I r O6 IJ TL, re r ,Nmrss E uwr or LE c o nGsP T SECIAL RDC OS NA SIRE NO /9J2Cf 1 ! T �W i 1 \ �� ,, p L IM AREA '"( ^� RASYll Ep: / lli�re55qup r _ EB e / I / aeA I / s - (� A,,,- .. $ NN- -fi/ k 9 ABO OISIR FC oP qdf _ _ PEW AftrealiEPN (PLANS�y P(n ItNAaEa, jA� j k I e �. .� Ia 'fir d e r ers e u+ toe ) RoNCr wr>F J s y msPACEO /c53g(� AS rAV£u[Nr IN rucE \ NEW RF SIDENCE �,� r j— p� .1e ^cs, �A reRe, "`•`E� ao ®" _ NEw re Noce cam A81I 254 326 5J„ x asp (lR0 Ra 0 ffa A,,,LE SISAL Hl �- N�� y fib ONIVEWAY PfH 50R50 6W4A L FF : 87.6 R sn - `S` x `6 �a _ L / I 8°t ei LALRfA iA%0.41 AC _ , s g �' O� '' eNS 0.52 0700 0.80 OF i I cRaelxc Ix m nacn , x s0eo ��A . '%s _ aExlsl Nzc O scars e, V ?Px <> RrPs T Al A ]� �JS . -- R PNO A IX4T AC aFRM kPPROpM P FC ]80 Iq Gi P(AS \ �J O94o p HEST -IN -PLACE iE rr r (A)ERA( PER II IC b - d� 9 r 6 9QIP I I I PAll L P No o O _ I c .�� _.�fto (rE N/ I s fl a sz 1 zs sc AP ONMAIE (W 1ION b EEN NJ1YJ r6f ,� I 22503 i (2P Are 1dR NAP 17";7 /ZI xso.nc O, -I SEVER ENCR I A F L - ........ � 1 nP ROxrN >E ac nav A 1� x a,G ®N 41 &GNAW IINxfENOE PROISO 6XISI WO 6 i \ iEOT E#ASr5TI4ER 1 F A,N LINK J 4 9P' 9 HLKCIN PLACE NlIIXf FR PWLf eAILl CNk 0 V 11 k a01ECT ­,WALE SIAM �Ptt E 5 6 IG I F£NCF IN PLACE OROUPNr ry N N \ R I .ta l RFNOUE IL Rm(ncE xnx (rE seas) ao¢cr Cris( snEO w race Peon sT Now T —T IL eoxEs IS � I NN d NL'CO fEICE iFNlf 1-1ACf cu Oreoa ro srArer c,� wcRx ,N -rucE I � R AO ENrx1, mssmnr2 Pm ,61 IV /_34 -325 D3 P cnnlsvn urvP� c ao rmE r. usE Nc. z eACxwc I rrearECr ens1 AS ' Iz" mrcr OVER 12' DG puce euNxn — - -- r- OaruEwnr Iry PueE PN , 54-325 3 I �< c� �W1>a CITY OF ENCINITAS ENCINEERINC DEPARTMENT oRawlNC No z v a DRAINAGE MAP — POST DEVELOP CONDITION - -- "- NISHI & CASHOUR RESIDENCE g 1060 HYGEIA AVENUE, ENCINITAS. CA. __ —.... -____. CASE NO. 08- -114 COP SHEET 2 OF 2 - ^- 0 Sampo Engineeringjnc. Land Planning, Civil Engineering, Surveying, Mapping CITY OF ENCINITAS ENGINEER'S ESTIMATE FOR NISHI & CASHOUR RESIDENCE GRADING PLAN CDP 08 -114 Clear & Grub Grading - Excavate & Import Grading - Excavate & Fill PCC Driveway Apron (G -14) PCC Hardscape Masonry Ret. Wall 6" Private PVC Storm Drain Pipe Rip -Rap Energy Dissipator D -40) 12 "x12" pvt HDPE catch basin by'NDS' Private Trench Drain by NDS Gravelbags Stabilized construction entrance Silt fence 8" Fiber Roll Grass Swale Infiltration Basin QTY UNIT COST 9500 SF $0.45 325 CY $27.50 25 CY $20.00 175 SF $3.50 910 SF $5.00 773 SF $1.00 95 LF $20.00 2 EA $1,750.00 3 EA $83.78 1 EA $2,637.00 222 EA $1.10 600 SF $5.25 290 LF $1.60 47 LS $2.25 200 SF $10.00 2 EA $1,000.00 SUBTOTAL 10% CONTINGENCY TOTAL SEP 16 20M 1034 Second Street, Encinitas, CA 92024 infoOsampoengineerina.com PAGE 1 of 1 Job No. 07 -127 September 15, 2009 TOTAL 4,275.00 $8,937.50 $500.00 $1,638.00 $4,550.00 $773.00 $1,900.00 $3,500.00 $251.34 $2,637.00 $244.20 $3,150.00 $464.00 $105.75 $2,000.00 $2,000.00 $36,925.55 $3,692.56 $40,618.11 September 29, 2009 (Revised July 14, 2010) Karen Nishi and Mary C. Cashour 1060 Hygeia Avenue Encinitas, CA 92024 Re: Permit issuance requirements for: Application 10117 -G Case # 08 -114 CDP Site Address: 1060 Hygeia Avenue APN: 254 - 325 -30 This letter summarizes the requirements for pulling your Engineering Permit for drawing 10117 -G. Your approved plan will remain valid for one year. If the permit is not issued within six months from the date of approval of the drawings, the plans will be subject to review by City staff for compliance with current codes and regulations before a permit can be issued, and changes to the approved plans as well as additional fees may be required. Please read through this letter carefully and contact the City with any questions you may have. It contains information about many requirements that may apply to your project and can make the process clearer and easier for you. In order to obtain the permits to construct the work shown on your approved plans, you will need to satisfy the requirements below. All of the items listed below must be submitted to the Engineering front counter in one complete package at the time the aoolicant comes in to null the permit. Partial submittals of an kind will not be accepted. Your project planchecker will not accept any of the documents listed on behalf of the Engineering front counter staff; all items must be submitted to the front counter directly together and at one time. The correct number of each of the requested documents must be provided; copies of documents submitted to the City during plancheck do not reduce the necessary quantities listed below. (1) Provide 4 print sets of the approved drawing 10117 -G Provide 2 copies of soils report entitled "Preliminary Geotechnical Investigation, New Dwelling Structure, 1060 Hygeia Avenue, Encinitas, California" prepared by Vinje & Middleton Engineering, Inc., and August 9, 2006 and "Update Geotechnical Report and Grading Plan Review, Proposed New Dwelling and Guest House, 1060 Hygeia Avenue, Encinitas, California" prepared by Vinje & Middleton Engineering, Inc. and dated April 1, 2009. Submit 2 copies of the approved, signed (not draft) Resolution of Approval or Notice of Decision for Planning Case 908 -114 CDP to be routed by the City to inspector and file (2) Post Security Deposits to guarantee all of the work shown on your approved drawings. The amounts of security deposits are determined directly from the Approved Engineer's Cost Estimate generated by your engineer according to a set of predetermined unit prices for each kind of work shown on your plans, titled 'Preliminary Cost Estimate" and dated September 15, 2009. You will be required to post security deposit(s) as follows: (a) Security Deposit for Grading Permit 10117 -G: in the amount $40.618.00 to guarantee both performance and labor /materials for earthwork, drainage, private improvements, and erosion control. (b) n/a (c) n/a (d) n/a A minimum of 20% and up to 100% of the amount listed in item(s) 2(a) must be in the form of cash, certificate of deposit, letter of credit, or an assignment of account. Up to 80% of the amount listed in item 2(a) may be in the form of auto - renewing Performance and Labor and Materials Bonds issued by a State of California licensed surety company. Up to 100% of the amount(s) listed in item(s) 2(b), 2(c), and /or 2(d) may be in the form of auto - renewing Labor and Materials bonds issued by a State of California licensed surety company. Cash, certificates of deposit, letters of credit, and assignments of account are also acceptable financial instruments. If a certificate of deposit (CD) will be obtained to secure the entire amount(s) listed in item(s) 2(a) and /or 2(b), two separate CD's for 25% and 75% of the amount(s) listed in item(s) 2(a) and /or 2(b) should be obtained in order to facilitate any future partial release of those securities. CD's posted may be of any term but must be auto - renewing and must specify the City of Encinitas as a certificate holder and include a clause that until the City of Encinitas provides a written request for release of the CD, the balance shall be available to the City upon its sole request. The format of any financial instrument is subject to City approval, may be in the owner's name only, and must list the City of Encinitas as a Certificate Holder. For any questions regarding how to post securities, bonding, or the required format of securities, please contact Debra Geishart at 760 - 633 -2779. (3) Pay non - refundable fees as listed below: Fee Type I Amount Grading Inspection $2,030.00 NPDES Inspection Gradin 406.00 Flood Control $191.00 Permanent Encroachment Permit nla The grading and improvement inspection fees are calculated based on 5% of first $100,000.00 of the approved Engineer's cost estimate titled "Preliminary Cost Estimate' and dated September, 15, 2009 and 3% of the cost estimate over $100,000.00. The NPDES inspection fee is assessed as 1% of the first $100,000.00 of the approved Engineer's cost estimate and 0.6% of the cost estimate over $100,000.00. The flood control fee is assessed at a rate of $0.21 per square foot of net new impervious surface area for driveway and parking areas as created per the approved plan (4) Provide the name, address, telephone number, state license number, and license type of the construction contractor. The construction of any improvements within the public right -of -way or public easements is restricted to qualified contractors possessing the required state license as listed in the table below. The contractor must also have on file with the City current evidence of one million dollar liability insurance listing the City of Encinitas as co- insured. Additional requirements are described in the handout "Requirements for Proof of Insurance' available at the Engineering front counter. Type Description Work to be Done A General Engineering any & all C -8 Concrete apron/curb/gutter/ramp/sidewalk C -10 Electrical lighting/signals C -12 Grading & Paving any surface, certain drain - basins /channels C -27 Landscaping planting /irrigation /fencing & other amenities C -29 Masonry retaining walls C -32 Parking &Highway Improvement sign age /striping /safety C -34 Pipeline sanitary sewer /storm drain (5) Permits are valid for no more than one year from the date of issuance and may expire earlier due to expirations of letter of credit and/or insurance policies. (6) This project does not propose land disturbance in excess of one acre and is exempt from the State Storm Water Pollution Prevention Plan (SWPPP) requirement. An erosion control plan shall be implemented per the approved grading plan. Preconstruction Meeting: A preconstruction meeting at the project site is mandatory for all projects. The preconstruction meeting may not be scheduled until the Engineering permit(s) have been issued, and the applicant/contractor must give the assigned Engineering inspector a minimum of 48 hours advance notice prior to the scheduled meeting time. Right -of -Way Construction Permit: A separate right -of -way construction permit will be required for any work in the public right-of-way or public easements. Typically, this work may include construction or reconstruction of a portion of the driveway within the public right-of-way, excavation, backfill, and resurfacing to install electric, gas, telephone, and cable television lines, or water and sewer connections. A permit fee of $300.00 per application and a site plan, preferably the work order issued by the public utility, will be required. Contractor license and insurance requirements apply. Permits must be issued at least 48 hours in advance of the start of work. Haul Routes, Traffic Control Plans, and Transportation Permits: These separate permits may be required for your project and are handled by the Traffic Engineering Division. A fee of $250.00 is required for traffic control plans. For more details, contact Raymond Guarnes, Engineering Technician, at (760) 633 -2704. Release of Project Securities: proiect inspector. The processing and release of securities may take up to 4 weeks after the release process is initiated by the project Engineering inspector. Any cash releases will be mailed to the address on this letter unless the City is otherwise notified, and all letters mailed to a financial institution will be copied to the owner listed hereon. Satisfactory completion of Final Inspection certified by the project Engineering inspector is a prerequisite to full release of the Security Deposit assigned to any Grading Permit. A sum in the amount of 25% of the securities posted for improvement permits will be held for a one -year warranty period, and a release is automatically initiated at the end of that warranty period. Construction Changes: Construction changes prepared by the Engineer of Work will be required for all changes to the approved plans. Requests for construction change approval should be submitted to the Engineering Services Department front counter as redlined mark -ups on 2 blueline prints of the approved Drawing. Changes are subject to approval prior to field implementation. Substantial increases in valuation due to the proposed changes may be cause for assessment and collection of additional inspection fees and security deposits. Construction change fees of $200.00 and $350.00 will be assessed for minor and major construction changes, respectively. Construction changes necessitating a new plan sheet will be assessed the per -sheet plancheck and NPDES plancheck fees in lieu of the construction change fee. Construction changes not previously approved and submitted as as -built drawings at the end of the construction process will be rejected and the securities release will be delayed. Change of Ownership: If a change of ownership occurs following approval of the drawing(s), the new owner will be required to submit to the City a construction change revising the title sheet of the plan to reflect the new ownership. The construction change shall be submitted to the Engineering front counter as redline mark -ups on two blueline prints of the approved drawing together with two copies of the grant deed or title report reflecting the new ownership. Construction change fees apply. The current owner will be required to post new securities to replace those held by the City under the name of the former owner, and the securities posted by the former owner will be released when the replacement securities have been received and approved by the City. Change of Engineer of Work: If a change in engineer of work occurs following the approval of the drawing(s), a construction change shall be submitted for review and approval by the Engineering Department. Two copies of the forms for the assumption of responsibility by the new engineer and the release of responsibility by the former engineer shall be completed and submitted to the City. Construction change fees apply. As- builts: Project as -built drawings prepared by the Engineer of Work will be required prior to Final Grading acceptance by Engineering Services. Changes to the approved plans require a construction change to be submitted to the City prior to field implementation Construction changes may not be submitted as as- builts at the end of the construction process This letter does not change owner or successor -in- interest obligations. If there should be a substantial delay in the start of your project or a change of ownership, please contact the City to request an update. Should you have questions regarding the posting of securities, please contact Debra Geishart, who processes all Engineering securities, at (760) 633 -2779. Should you have any other questions, please contact me at (760) 633 -2780 or visit the Engineering Counter at the Civic Center to speak with an Engineering Technician. Sincerely, Ruben Macabitas Assistant Civil Engineer cc Sampo Engineering, Inc., Romy Pelagic, Engineer of Work Debbie Geishart, Engineering Technician Mash Maher, Senior Civil Engineer permit/file Enc Application Requirements for Proof of Insurance Security Obligation Agreements (various) N I W_ t Sampo Engineering, Inc. Land Planning, Civil Engineering, Surveying, Mapping 1 s n +L v November 1, 2012 page 1 of 1 City of Encinitas Engineering Services Permits 505 South Vulcan Ave. Encinitas, CA 92024 Re: Engineer's Final Grading Verification for Project No. 08 -114 CDP and Grading Permit Number 10117 -G. The grading under permit number 10117 -G has been performed in substantial conformance with the approved grading plans or as shown on the attached 'As Graded' plan. Final grading inspection has demonstrated that lot drainage conforms to the approved grading plan and that swales drain at a minimum of 1 % to the street and /or an appropriate drainage system. All the Low Impact Development, Source Control and Treatment Control Best Management Practices as shown on the drawing and required by the Best Management Practice Manual Part II were constructed and are operational, together with the required maintenance covenant(s). 10-010M;R1 TLS Engineer of Record �, __J 10 /ot�lZ Vincent L. Sampo * No. 44173 Dated } Verification by the Engineering Inspector of this fact is done by the Inspector's signature hereon and will take place only after the above is signed and stamped and will not relieve the Engineer of Record of the ultimate responsibility: Engineering Inspector: Dated: 1034 Second Street ♦ Encinitas, CA 92024 ♦ phone: 760436 -0660 ♦ fax: 760. 436 -0659 vi nce @sarrpoengi neeri ng.co m ENGINEERING SERVICES DEPARTMENT j cit'trOf CaplalImprovement Services JJ District Support Services Enctr2itac Field Operations subdivision Engineering Troffic Engineering ROUGH GRADING APPROVAL TO: Subdivision Engineering Public Service Counter FROM: Field Operations Private Contract Inspection RE: Grading Permit NO. Name of Project 11 4 P / ZeS 1. 1O -e-✓ t e Name of Developer / �} c� C v Site Location 16 � O —.. .feddress.:; :..number ... srceet.na J have. Inspected the g gnat the subject site anMhave fled Certlficationsp'f the pad by. '..i: }v :. ,: a'• the.Englneerof Work,. dated: 'arid certification of soil .` •. compaction by the Soll ngl eer, — .f �>. tla d :— t ,:J:am hereby r ...:.8atisfiedthat the..rough:•grading ha been completed:hr:acddrdanee : twltWthe;approved .• �•.: ptanssand specifications, chapter .23:2q-of -the ; Municipal- Codel4amfMV-Gtt8rgppiicable engirmeringstandards andspecific project requirements.- Based on my observation and the certifications, -1 -take no.exception to the Issuance :of'a:.. building permit for the Iot(s) as noted or Phase 2 , If any, but only in so far as grading Is concerned. However, this release is not intended to certify the project with respect to other engineering concerns, Including public road, drainage, water, sewer, park, and trail Improvements, and their availability, any other public Improvements, deferred monumentation, or final grading. Prior to final inspection of the Building Permit(s) and legal occupancy, I need to be further advised so at I can verify that final grading (i.e., finished precise grading, planting and Irrigation) 5 been completed in accordance with the approved plans and specifications. (Datel (Signature of Senior Gvll Engineer, only if appropia te) (Date) Reference: Building Permit No. Special Note.. Submit this form, if completed, to counter staff merely by placing a copy of it in both engineering technicians' in- boxes. Please remember to do a final inspection of the grading permit and submit that paperwork when completed Office staff will handle the appmpiate reductions in security, if any, and coordination with Building Inspection. Thank you. ISG /field1docl TEL 760-633 -2600 / FAX 760.633.2627 505 S. Vulcan Avenue, Encinitas. California 92024 -3633 TOO 760 -633 -2700 4� recycled paper FIELD REPORT VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way ESCONDIDO, CALIFORNIA 92029 -1229 Phone: (760) 743-1214 Fax: (760) 739-0343 TO f) C4 N rU1" h I DATE PROJE LOCA qlon Ave trov- IA IA, CONTRACTOR //��1 r Y' 1 '/\ VK 0 OWNER WEATHER, �GI✓ PRESENT AT SITE tv\I✓ C i'e THE FOLLOWING WAS NOTED: crrrG )p f-"' C�q 71 3 k(-vv",�,'���v' errr f�j�r l�/,� G✓i,) LEI ��QQ 1°Y_3SI,A l,�arlNy v tie_ S�y���,� +^ 4 'r) cl, J S-�� � t �. 5� � sold c avF (orsl 're'A /yl�� �1��se- Ycc- V-eYlcecj 7 G c� cJ i - !� ✓ 1 7a, I-/ , h G e ter. C NC, r,;�7✓ S DJc 11v 1^Us p� C c� lr c�'�C� 1 �' Ili Ijyrit'l S+eo SOILS TECHNICIAWSTAFF GEOLOGISTAENGINEERVENC. GEOLOGIST RCE/GEICEG NUMBER E HOURS — - -- - -� MRIYE T LEAVE ' NOU ON/ SrtE IpUR¢(7I�AYEI TOTALHOURS REp LAR OVEMIME T THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way ESCONDIDO, CALIFORNIA 92029 -1229 Phone: (760) 743-1214 Fax: (760) 739 -0343 TO wcGYPr NHS} , P\UC• )s, ;:) I1 THE FOLLOWING WAS NOTED: > A he � 6vc -,�r -S S c'jel )�S- fr FIELD REPORT DATE a ,j �, IS f) 2-) Z�,� JOS NO zSt,- PROJECT ���er,�,�,1 b�,1�1�,� I> �(1��51,�,c ; IZ-;s�� C LocnnoN O GQ 1_ c F°, A Je - ,,C h iI� c CONTRACTOR 1 — (' e 6c'J r� T OWNER IE' r C y.S( -S5 WEATHER i �c• —�'Jr�h. PRESENT AT SITE r7� V ii-G r. C .vim 1 J .71 �1 �� 1 ✓� r C" I S (7^ Sw,r� r �C�,J(C. b')ti\s4 l)W'p Sc . Y\Q c' r -� c, vw c� S. T �I n Y4 c �\ c C�fLO)kq c� 'I01 II�IAO - p (� I / c, � le c� G '� P y \�rCr �Pc� > � /Y l�( c)Cr0 MO - r� ARRIVE LEAVE ON SITE HOWi3 TRAVEL TOT�IgU1i5 REGULAR OYER74E PIgfOD 3 1 IV THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES ���er,�,�,1 b�,1�1�,� I> �(1��51,�,c ; IZ-;s�� C ISJ t✓ lrill�,rec7 r , 1 ��}YII� �,�e r r-i SJ. I 1 k'(14 C� b (lP �ri''M fh -S I Dc rfr )peY. IE' r C y.S( -S5 �e 's s� I�,1 Ccav;�r�c�\ �l�-,k 1�v)1s S -, 7J / ` V'� c `1 JV ✓� C 1 J .71 �1 �� 1 ✓� r C" I S (7^ Sw,r� r �C�,J(C. b')ti\s4 l)W'p Sc . Y\Q c' r -� c, vw c� S. T �I n Y4 c �\ c C�fLO)kq c� 'I01 II�IAO - p Tk'I^e ,ua, �/ "T ✓1 r� IN ,i Y� C� J �,✓� 'J S ��.I '- /'�,�� I -� �. (� ✓r1 'AA D � C 7Y1 (CII l,V hr\vl� r p ('l /Y l�( c)Cr0 MO - r� ARRIVE LEAVE ON SITE HOWi3 TRAVEL TOT�IgU1i5 REGULAR OYER74E PIgfOD 3 1 IV THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way ESCONDIDO, CALIFORNIA 92029 -1229 Phone: (760) 743-1214 Fax: (760) 739-0343 TO k(.,yen THE FOLLOWING WAS NOTED: ,(,dwn Air, vsk i /,, aoll OA SO 7 r_ 'IIi rE' Te + w I I, If `,,.. ha; t -�ee11� S-, 1 1 C-0 ✓'P ,A FIELD REPORT vr I� 2011 1 X10- ZSLI- G v�,� I �r Z LOCATION I0& 0 11, a P � le n 4c, s CONTRACTOR mlv.� - Geb (-.j OWNER _min,l\1r� WEATHER / I PRESENT AT SITE r� YVI -14- �n� vcH�e Cc`Se- SSo r�Pc� al: : r e c, . �nrrc� L) �C� Cu! ,r,�e t�' 1fFl L �My?'r��,7Y1 (L,i --e IV, i� we v��rclr 4 c, :invm . r - )Pl /0c ✓ fl h r4-i rca IP '7l �1�'�Se .n ��} 5�,� 25 Un i1e. co ?I 4tr W� S n�.�rler i�/ PV,- ,�l- r•'I,�r> Oti S ✓,�c,b,i;4 ( ,)r U S �. c`` S SU "i I Ye v -pn ke cl� A'tu� C it, c ; A0 V, G s 51!Ir,r, <G,1� SJJrre �c\rJCr,.\pJnS. hlG4e V,r, qQ(1 I +iq Acr 2YCAr, e c` \Jv Ir ?'4- >lOLS rF4lN�GINYiIYFUEDLOfjIS1 /ENGINEHVENO, GEOLOGIST Nc[rc;cicea NU![w Nen� Cniw,ry HOUR ARRIVE LEAVE HOURS ON SRE f10OR5 TRAVEL TOTAL RB REWLA OVERTIME MIOfM THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES (%t' S y A, �r Z v ( Yc.0 K S Ir fS)`C,it� C,,'pc, S ♦ h' (1 _min,l\1r� YFS�Ske vlre iD i,pYF�vn ,oh- r� YVI -14- `pe ✓ / V( 'C (,V-('(- I r�Pc� al: : r e c, . —r? %A VM s -(, , Ve r, �nrrc� L) �C� Cu! ,r,�e t�' 1fFl L �My?'r��,7Y1 (L,i --e IV, i� we v��rclr 4 c, :invm . r - )Pl /0c ✓ fl h r4-i rca IP '7l �1�'�Se .n ��} 5�,� 25 Un i1e. co ?I 4tr W� S n�.�rler i�/ PV,- ,�l- r•'I,�r> Oti S ✓,�c,b,i;4 ( ,)r U S �. c`` S SU "i I Ye v -pn ke cl� A'tu� C it, c ; A0 V, G s 51!Ir,r, <G,1� SJJrre �c\rJCr,.\pJnS. hlG4e V,r, qQ(1 I +iq Acr 2YCAr, e c` \Jv Ir ?'4- >lOLS rF4lN�GINYiIYFUEDLOfjIS1 /ENGINEHVENO, GEOLOGIST Nc[rc;cicea NU![w Nen� Cniw,ry HOUR ARRIVE LEAVE HOURS ON SRE f10OR5 TRAVEL TOTAL RB REWLA OVERTIME MIOfM THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES FIELD REPORT VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way ESCONDIDO, CALIFORNIA 92029 -1229 Phone: (760) 743 -1214 1 / Fax: (760) 739 -0343 TO VlGvBV\ N% 5 �1 , DATE PROJECT v'ucvlh. hl)ojo' SI c) IyIFI, Ic,yeY IBC S LOCATION V 1 i, r^ 1 v-e ticlv,l ire S CONTRACTOR ,I, v - Ge to I l C �I�ST. OWNER WEATHER PRESENTAT SITE rl� i�s3 is z�► }- On 5;1E C's sclvj,If, h I))1vp. 0''C w; 1 L THE FOLLOWING WAS NOTED: 1 A\icl„c} 5T Oi( — 120 r- 1e -le0, 6DOkC d1kL` i011 (- ,j '4^ (jrc,v\} R/r,Ir\S- 1 l,Vc +$ 14rlefS* C\ �. /�t� t v)A.c� ( I Iv� o, ` Spy }X K 11e ',- k } ,� Hi h-( i�� CIC�\i1jF 4 i-r. i V, �c7 i.c.vmc rll GvcS hl)ojo' SI c) IyIFI, Ic,yeY IBC S Q S�'A �rOr� }- �Hc.� { 4 c,�pPC,fPC) �� )]e j)���1iIC�)ly C, YO S kovl r0 /1)01(iF , vr11PSS IT (yc� S ieS cC�f r;l� c� ��1! 1) Y\ I'll !^( r 4ev'c, 1,l 90( S3,1S rl� i�s3 is z�► }- On 5;1E C's sclvj,If, h I))1vp. 0''C w; 1 L Gc,r. CC,r, i r�Q i v�, 1,� Ci ✓ �}"►�� . 1 r1 �e c, 11 c• Y. I� E }^c, v, �� ✓ v� ic,v c` 1i- c4.'il fj it ✓Ca F ✓ V )✓ I(' r1 I^ )0% % C v 5 S, (V.-4 L+ n�i q'In�rcl L� ,II S hJuVEV�fr V) %,ie S ��� y�LV,JVc Ge�iPr hnlro j )1;o4I °e) 10 IncA r, SOILS TECHNICIMLSTAFF GEOLOGISTA:NGINEERIENG. GEOLOGIST RCET.EICEG NUNBERI CIiJR gWMSENTATNE , THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES r FIELD REPORT ti VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way ESCONDIDO, CALIFORNIA 92029 -1229 Phone: (760) 743-1214 Fax: (760) 739-0343 To kc yoY) IyI THE FOLLOWING WAS NOTED: �A�I� �o►I�r Si��J c, DATE A v IT' I� T ,JOB NO PR y(,C))0 G S1 Ct0- V-eSVPd LOCATION �- -� -- 13 6') )A- me" Ave ,-1i S CONTRACTOR 6rI ✓e e C� � corSi. OWNER !` IN PRESENT AT SITE II c' 1c., V'VCAN A+ Sc keJuIeG, / T- - (' ✓����I) �J,At j t Jy V 5�� I�J1 4k v Q jcl S 1y. probe r a Ge e c\yw' S v-e ��r C1'J l i `F' ✓ r, r k `T IT� �' r,� V`p s15�1✓�rt �J C'r��'riVnil �. SJY�c,lti � ii. ���{ ckV�Qa A\, CeoA'r,� cI3 )rj(P11� Ij LA,(II+ IZ°w)lIle o w,-4 t^ � ��1� n(�c -►.�,, �, Ise I �r r�ma�I . t Le)-.\e (die ci (Ir(1 Cclnr(4a�) �r14, �LT 1rPr r_1S �_�rVe IM,i7 „t Z• a>Isk ok,c e > AJ , 9 ao0 - On SNie G S1 Ct0- V-eSVPd GjGr C1 Yr-� , f S ti r' vC.., I Jr S II c' 1c., V'VCAN A+ B1�,} GU„” _1s1 Leer ec>4'C Gn� I Co>11oy r S-- "f i2 .so,�s re' .�rnq) be a(';I)h �v+ w )I tie ,5sJ'Po) `���. C {r,c),rcl on Per (-)w FIELD INSPECTPMSTAFF GEOLOGISTIENGINEEVENG .GEOLOGIST HQUUIJc[G NUMBLIll eue erneeemA pr - H U IVE LEAVE THO,/RS ON SITE NDMRS TRAVEL TGT REGMLA OVERTIME THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES PHOTOS ENGINEERING SERVICES DEPARTMENT City Capital Improvement Projects J' District Support Services Enccn&as Field Operations Subdivision Engineering Traffic Engineedng ROUGH GRADING APPROVAL To: Subdivision Engineering Public Service counter FROM: Field Operations Private Contract lnspectl�o}n/ LCAW — RE: GradingPermmiilNo. Name of Project Name of Developer Ca ✓.b CD t Site Location6a !address , ...number ...street.na e . :...suEF)tl 0= ,.: .fbftlgl ,I have.-Inspected the g ngat- thesubject'site and ve,. ffedVerttffcation�ofche pad by the :Engineer of work,. • A-a a d t , - , and cert'fi_cation of soil compaction by the Soil Engi eer, dated (-{� / t` j:am hereby satisfietlshat the..rough •gr-adtng nas een com tedrtn•:accorclance:wFMithe: approved, pIan s ;,and -speclfirations, Chapter .23,24-of -the 'Municipal Code; arvr.: any -otherapp'Iicable ;? errgineering:standards and.specific project requirements Based;onJny observation and the certifications,.f:take no.exception to the jssuence..ofa: :..-k building permit for the lot(s) as noted or. Phase , if any, but only in so far as grading is concerned. However, this release is not Intended to certify the project with respect to other.englneering concerns, including .public road, drainage; water, sewer, park, and trail Improvements, and their availability, any other public Improvements, deferred monumentation; or final grading. Prior to final Inspection of the Building Permit(s) and legal occupancy, I need to be further advised so that I can verify that final grading (i.e., finished precise grading, planting and Irrigation) has been completed in accordance with the approved plans and specifications. a,-(7 IL L_f F — (Date) (Signature of Senior Civil Engineer, onlV if approplate) Reference: Building Permit No. — Special Note: Submit this foray if completed, to counter staff merely by plating a copy of it in both engineering technicians' in- boxes. Please remember to do a final inspection of the grading permit and submit that paperwork, when completed. Off-ice staff will handle the appropiate reductions in security, if any, and coordination with Building Inspection. Thank you. JSG /field1docl TEL 760633 -2600 I FAX 760 - 633 -2627 505 S. Vulan Avenue, Encinim, California 92024 -3633 T-DD 760 -633 -2700 f� recycled paper ENGINEERING SERVICES DEPARTMENT City Capital Improvement Projects District Support Services Encinitas Field Operations Subdivision Engineering Traffic Engineering ROUGH GRADING CONDITIONAL APPROVAL TO: Subdivision Engineering Public Service Counter�\� FROM: Field Operations Private Contract Inspection RE: Grading Permit No. I UI Name of Project L A t Pr5td .60 L t Name of Developer r site Location (address ...number ...street antreet me - ...SX) dot) (bldg) The proposed grading of the subject site Will Tequire construction of retaining walls that are also building walls. The inspection of the site retaining walls is to be done by the Field Operations Division of the Engineering Services Department. However, the inspection of the building retaining walls is to be done by the Building Inspection Division of the Community Development Department. Therefore, issuance of the necessary Building Permit is requested in order to facilitate the completion of rough grading. NO INSPECTIONS BEYOND FOOTINGS AND FOUNDATION ARE TO BE PROVIDED BY BUILDING INSPECTION UNTIL A NOTICE OF ROUGH GRADING APPROVAL, WITHOUT CONDITIONS AND SIGNED BY THE ENGIN ERING INSPECTOR, IS RECEIVED. FRAMING IS PROHBITED. DiffnaLUre of Engineering Inspector) (Date) &gna Lure of Senior Civil Engineer, only if appropiate) f0afel Reference: Building Permit No. Special Note: Submit this form, if completed, to counter staff merely by placing a copy of it in both engineering technicians' in- boxes. Please remember to do a full rough grading approval and submit that paperwork, when completed. Office staff will handle the appropiate reductions in security, if any, and coordination with Building Inspection. Thank you. JSG /fteld2.docl TEL 760633 -2600 I FAX 760-633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760-633 -2700 1� recycled paper VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way ESCONDIDO, CALIFORNIA 92029 -1229 Phone: (760) 743 -1214 Fax: (760) 739/ -0343 / / [ TO A 5p�/Y THE FOLLOWING WAS NOTED. r r%-1 ry%- n cl FIELD REPORT DATE 12- -/ gg PROJECT LOCATION - O6o JOB 40 -F - ilve. �n CONTRACTOR OWNER WEATHER PRESENT AT SITE NPOW Ito i J - - -- , DEC 15 2010 ELi ._ ENCINITA� ND. 2362 ENGINEERING SOILS TECHNICIAN /ST EOLOGIST/ENGINEER/ENC.. GEOLOGIST RCE/G CEG NUMBERI C Ira 50M�SLMTATIVE D I 8: ss I i 1 I 1 2- 1 1 1 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES I w_ ®_E Samao Eneineerins, Inc. Civil Engineering, Surveying land Planning, Mapping s December 13, 2010 Nick Deile City of Encinitas Engineering Department 505 South Vulcan Avenue Encinitas, CA 92024 Subject: Pad Verification Letter for the Main Residence at 1060 Hygeia Avenue, Encinitas, Grading Permit No. 10117 -G Pursuant to section 23.24.310 of the Encinitas Municipal Code, I hereby submit this Pad Verification Letter for the main residence for the subject grading plan. As the Engineer of Record for the subject project, I hereby state that all rough grading for the spread footing pads of the main residence has been completed in conformance with the approved plans and requirements of the City of Encinitas, Codes and Standards. Per the approved building plans and geotechnical report prepared by Vinje & Middleton Engineering, Inc. the piers for the spread footing shall be constructed a minimum of 5 feet below the original grade. The two -foot thick footings and grade beams shall be constructed at a minimum of 7 feet below original grade. Per the building plans, different length wooden posts connected to the piers will be constructed to establish the finish floor elevation of 87.6 as shown on the approved grading plan. Our office will field verify that these depth requirements and finish floor elevation are met. The following table and attached plat provides the top of spread footing (pad elevations) as field verified by our office on December 9, 2010 and a minimum distance to the bottom of the footing from the field surveyed top of footing pad elevations. PAD FOOTING PER ATTACHED EXHIBIT ORIGINAL GROUND SURFACE ELEVATION FIELD SURVEY ELEV. AT TOP PAD FOOTING DESIGN ELEV. BOTTOM OF PAD FOOTING MIN. DIST TO BTM OF FOOTING A 83.5 77.9 76.5 1.4 B 81.7 76.6 74.7 1.9 C 80.6 76.0 73.6 2.4 D 79.8 75.5 72.8 2.7 E 79.3 75.3 72.3 3.0 F 80.4 76.1 73.4 2.7 G 81.4 76.5 74.4 2.1 H 83.0 78.2 76.0 2.2 The owner is requesting that the building permit for the main residence be issued no later than this Friday, December 17, 2010, based on this letter for the main residence. The pad verification letter for the upper building pad will be submitted in approximately 3 months. - -- qt�F SStON If you have questions, please feel free to, contact me. -1I �} �o StT L Since S n r 15 P010 J No. 44173 Vincent ampo, PE, PLS yt Exp.6-30-11 President CNL trFD� tFt 1034 Second Street • Encinitas, CA 92024 • phone: 760-436 -0660 • fax: 760. 436 -0659 info@sampoengineering.com D (79.8) 75.5 1p; 19 E (79.3) 75.3 PAD FOO RNG EXHIBIT FOR. - 1060 HYGEIA A VENUE, ENCINI TAS MAIN RESIDENCE C 6 A (80.6) (81.7) (81.5) 76.0 76.6 78.0 G (81.4) 76.5 11u H (83 O) 781 LEGEND. A INDICATES PAD FOOLING 1 0 °I o w o ,\O N (79.8) INDICATES EXISANG GRADE AT CENTER OF FOOTING PAD 755 INDICATES FIELD SURVEYED TOP OF PAD FOOTING U z C'3 z Er w w z 0 z w O a Q M T n 1 W_ E Sampo Engineering, Inc. I _ Land Planning, Civil Engineering, Surveying, Mapping s Nick Diele City of Encinitas Grading Inspection 505 S. Vulcan Avenue Encinitas, CA 92024 (760) 802 -8147 i JU November 22, 2010 page 1 of 1 Subject: Construction Sequence Schedule for Nishi Residence, 1060 Hygeia Avenue, Southerly 80 feet, Lot 26, Block 4, Map 1776, Encinitas, CA APN: 254- 325 -30 Mr. Diele, It is our intent to pull a building permit for the main residence before completing the upper pad grading for the garage. It is our understanding that in order for you to sign off and allow release of the main residence building permit the following three items must be received by you: 1. Construction Sequence & Schedule 2. Main Residence Foundation Pad Verification Letter 3. Competent foundation sub grade letter from Vinje Middleton Engineering, Inc. Per the attached Construction Sequence & Schedule, it is anticipated that the excavation for the main residence foundations begin the week of Monday, November 29, 2010. In a letter from the Building Department dated November 10, 2010 the Building Permit must be pulled prior to December 17, 2010 or the plan check will expire. We certainly do not want the permit to expire. Please review that attached Construction Sequence & Schedule. Our office will submit items 2 & 3 above in advance of the December 17`h expiration. Sincerely, Vincent Sampo, P.E., P.L.S. President 1034 Second Street • Encinitas, CA 92024 ♦ phone: 760 - 436 -0660 ♦ fax: 760 - 436 -0659 info@sampoengineering.com ENGINEERING SERVICES DEPARTMENT City Of Capital Improvement Projects l District Support Services Encinitas Field Operations Subdivision Engineering Traffic Engineering ROUGH GRADING CONDITIONAL APPROVAL TO: Subdivision Engineering Public Service Counter FROM: Field Operations 1� Private Contract Inspection 7� RE: Grading Permit No. / 0 / 1 7 Name of Project 411411, ` \ev i e Name of Developer Site Locatjon -/ �� /��� (address ...number ... street na e ...suffix) (lot) !bldg) The proposed grading of the subject site will require construction of retaining walls that are also building walls. The inspection of the site retaining walls is to be done by the Field Operations Division of the Engineering Services Department. However, the inspection of the building retaining walls is to be done by the Building Inspection Division of the Community Development Department. Therefore, issuance of the necessary Building Permit is requested in order to facilitate the completion of rough grading. NO INSPECTIONS BEYOND FOOTINGS AND FOUNDATION ARE TO BE PROVIDED BY BUILDING INSPECTION UNTIL A NOTICE OF ROUGH GRADING APPROVAL, WITHOUT CONDITIONS AND SIGNED BY THE ENGINEEOINC INSPECTOR, IS RECEIVED_ FRAMING IS PROHBITED_ !Date) (Signature of Senior Civil Engineer, only if appropiate) (Date) Reference: Building Permit No. - -- Special Note: Submit this form, if completed, to counter staff merely by placing a copy of it in both engineering technicians' in- boxes. please remember to do a full rough grading approval and submit that paperwork, when completed. Office staff will handle the appropiate reductions in security, if any, and coordination with Building Inspection. Thank you. JSG /field2.doc TEL 760 - 633 -2600 / FAX 760 -633 -2627 505 S. Vulcan Avenue, Encinitas. California 9202¢3633 TDD 760- 633 -2700 0 recycled paper N i w —r Sampo En2ineerin2, Inc. 1 Land Planning, Civil Engineering, Surveying, Mapping S August24, 2011 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA 92024 RE: Engineer's Pad Verification for Grading Permit No. 10117 -G, 1060 Hygeia Avenue, Encinitas, APN: 254- 325 -30 Pursuant to section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Verification Letter for the subject grading plan. As the Engineer of Record for the subject project, 1 hereby state all rough grading for the pad of the new guest house has been completed in substantial conformance with the approved plans, and the requirements of the City of Encinitas, Codes and Standards. The following list provides the pad elevation as field verified and shown on the approved grading plan: Guest House Pad Sincerely, Vincent Sampo,PE,PLS President Plan Approved Pad Elevation 88.5 Field Measured Pad Elevation 88.5 nib, ,211 -111 1 AUG 2 5 2011 1034 Second Street • Encinitas, CA 92024 ♦ phone: 760 - 436 -0660 ♦ fax: 760436 -0659 info@sampoengineering.com ax .if- -ye- , s/o "eca4lt� 81161) c) , r Update Geotechnical Report and Grading Plan Review Proposed New Dwelling and Guest House 1060 Hygeia Avenue Encinitas, California April 1, 2009 Prepared For: Ms. Karen Nishi 1060 Hygeia Avenue Encinitas. California 92024 Prepared By: VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Suite 102 Escondido, California 92029 RL-7: HID- Y4Z111:1 MTnnl April 1, 2009 Ms. Karen Nishi 1060 Hygeia Avenue Encinitas. California 92024 FTAT(= TNTGI~P TNT (: 2450 .Auto Park Way Escondido, California 92029 -1229 Phone(760)743 -1214 Fu (760) 739 -0343 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW, PROPOSEDNEW DWELLING AND GUEST HOUSE, 1060 HYGEIA AVENUE. ENCINITAS. CALIFORNIA Pursuant to your request, Vinje and Middleton Engineering, Inc., has completed the attached Update Geotechnical Report And Grading Plan Review based on the new plan changes for the proposed new dwelling and guest house constructions at the above - referenced property. The following report summarizes the results of our review of pertinent technical reports, site reconnaissance, added field explorations, sampling and laboratory testing, and provides conclusions and recommendations for the proposed new constructions considering the revised project plans, as understood. From a geotechnical engineering standpoint, it is our opinion that the site remains suitable for the planned new constructions and improvements provided the recommendations presented in this report are incorporated into the design and construction of the project. The conclusions and recommendations provided herein are consistent with the site indicated geotechnical conditions and are intended to aid in preparation of final development plans and allow more accurate estimates of development costs. If you have any questions or need clarification, please do not hesitate to contact this office. Reference to our Job #06 -290 -P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON Ef�L61NEERING, INC. Mehdi S. Shariaf����{{� l.o;;{ :E #46174 G "1 Exp. 12 -91.10 TABLE OF CONTENTS LV_TC1:B.[ol I. INTRODUCTION .................. ............................... 1 II, FIELD INVESTIGATION ............ ............................... 1 III. PROJECT DESCRIPTION / GEOTECHNICAL CONDITIONS .............. 2 IV. PROPOSED REDEVELOPMENT ..... ............................... 2 V. SITE - SPECIFIC GROUND MOTION ACCELERATIONS .................. 3 VI. ADDED LABORATORY TESTING AND RESULTS ...................... 3 VII. CONCLUSIONS .................. ............................... 4 VIII. RECOMMENDATIONS ............. ............................... 6 A. THE NEW JAPANESE COUNTRY STYLE RESIDENCE ............... 7 B. NEW GUEST HOUSE ........... ............................... 7 1. Remedial Grading and Earthworks .......................... 7 2. Foundations and Slab -on- Grades .......................... 13 3. Exterior Concrete Slabs / Flatworks ........................ 14 4. Soil Design Parameters ... ............................... 15 C. ASPHALT AND PCC PAVEMENT DESIGN ........................ 15 IX. LIMITATIONS .................... ............................... 16 REFERENCES ATTACHMENT "A" TABLE NO. Site - Specific Seismic Ground Motion Values ............................. 1 Moisture - Density Tests (Undisturbed Chunk Samples) ..................... 2 Expansion Index Test .................. ............................... 3 PLATE NO. Preliminary Redevelopment Plan ........ ............................... 1 Test Pit Logs (with key) ................ ............................... 2 Geologic Cross Sections ............... ............................... 3 Isolation Joints and Re- Entrant Corner Reinforcement ..................... 4 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PROPOSED NEW DWELLING AND GUEST HOUSE 1060 HYGEIA AVENUE ENCINITAS, CALIFORNIA I. INTRODUCTION Grading plans for the proposed new constructions at the above - referenced property have recently been completed by Sampo Engineering, Inc. A copy of the plan is reproduced and enclosed with this report as Plate 1. The plan outlines a revised development scheme which includes a modified building site for the new residence and the creation of an added level building surface for the support of a guest house. Geotechnical conditions at the property were previously studied by this office and summarized in the following technical report: Preliminary Geotechnical Investigation New Dwelling Structure 1060 Hygeia Avenue, Encinitas, California Job #06- 290 -P, dated August 9, 2006. A copy of the above - referenced report is included with this transmittal as Appendix A. The main purpose of this report is a response to major plan changes with regards to the added new guest house building and relocation of the proposed residence. Consequently, our efforts included added exploratory test excavations in specific areas of the property now planned to support the planned new buildings. The current grading plan was also reviewed as a part of this effort to ensure its compatibility to site indicated geotechnical conditions. Amended or revised conclusions and recommendations that are consistent with the enclosed plan and current codes and engineering standards are also presented herein and will supplement or supersede those given in the Appendix "A" report, as appropriate and where applicable. II. FIELD INVESTIGATION Two additional test pits were excavated in connection with this update study that will complement the previous 2 borings (B -1 and B -2) completed at the property. The location of additional subsurface explorations were limited by the existing structure and underground utilities. The previous borings, as well as the added test pits completed in connection with this effort, are shown on the enclosed Plate 1. Logs of the 2 new test pits are attached with this transmittal as Plate 2. Logs of the B -1 and B -2 borings are included in the attached Appendix A as Plate 3. VINE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PAGE 2 1060 HYGEIA AVENUE, ENCINITAS, CALIFORNIA APRIL 1, 2009 Added exploratory test pits were logged by our project geologist who retained representative samples of soil and formational units at selected locations and intervals for supplemental laboratory testing. Added laboratory tests and results, as well as engineering properties of the tested samples, are summarized in following sections. III. PROJECT DESCRIPTION I GEOTECHNICAL CONDITIONS Site conditions predominantly remain unchanged from those detailed in the referenced report (see Appendix A). The site is characterized by a gently sloping terrain that currently supports an older residential structure. Added exploratory test excavations did not encounter subsurface conditions that substantially differ from those described in the Appendix A report. The property is underlain by stable Pleistocene age Terrace Deposits that occur at the surface or at relatively shallow depths. A thin layer of sandy topsoil approximately 2 feet thick maximum was discovered overlaying the Terrace Deposits at the new residence and guest house locations. Site topsoils occur in a loose and moist condition. Below, the Terrace Deposits were found in a highly weathered soft condition near the upper exposures becoming more dense and firm with depth. IV. PROPOSED REDEVELOPMENT Preliminary redevelopment plans are shown on the enclose Plate 1. The existing structure and improvements will be demolished to allow for the construction of the planned residence and new guest house building. No grading nor any ground modifications are planned in the areas of the new residence. We understand that the planned new residence will remain a Japanese country style construction consisting of a wood frame structure with elevated wood girders and floor joists supported on pier and spread footings, as previously proposed. Two wooden decks are also planned that will attach to the east and west ends of the residential structure. Minor grading is proposed to construct a level building pad for the support of the planned guest house. Vertical cuts and fills approaching three feet maximum are expected. Short perimeter retaining walls are also incorporated into the designs to achieve final pad grades and contour grading efforts will help to blend ground surfaces into the surrounding areas. Short gravity type walls are also planned where indicated. Guest house construction details are not available. However, a conventional type wood -frame structure with exterior stucco supported on shallow stiff foundations with stem walls and slab -on -grade floors, or slab -on- ground with turn -down footings is anticipated for this study. Associated improvements include grass or turf lined drainage swales along the north and south margins, a decomposed granite pedestrian pathway along Hygeia Avenue, and a new concrete driveway way. V INIE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido. California 92029 -1229 • Phone (760) 743 -1214 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PAGE 3 1060 HYGEIA AVENUE, ENCINITAS, CALIFORNIA APRIL 1, 2009 V. SITE — SPECIFIC GROUND MOTION ACCELERATIONS Site - specific seismic ground motion values were reevaluated as part of preparations of this update report in accordance with the California Building Code (CBC). The following parameters are consistent with the indicated project seismic environment and our experience with similar earth deposits in the vicinity of the project site, and may be utilized for project design work: TABLE 1 Site Class Ss S1 Fa Fv SMS $MI SDS SDI D 1 359 0 511 1.0 1.5 1.359 0.766 0.906 0.511 According to Chapter 16, Section 1613 of the 2007 California Building Code. Explanation: Ss: Mapped MCE, 5% damped, spectral response acceleration parameter at short periods. Si: Mapped MCE, 5% damped, spectral response acceleration parameter at a period of 1- second. Fa: Site coefficient for mapped spectral response acceleration at short periods. Fv: Site coefficient for mapped spectral response acceleration at 1- second period. SMS: The MCE, 5% damped, spectral response acceleration at short periods adjusted for site class effects (SMs= FaSs). SMI: The MCE. 5% damped, spectral response acceleration at a period of 1- second adjusted for site class effects (SMI= FvSI). Sos: Design, 5% damped, spectral response acceleration parameter at short periods (SDS= 3'3SMS). Sol: Design, 5% damped, spectral response acceleration parameter at a period of 1- second (.SDI= 2/3.S- M1), VI. ADDED LABORATORY TESTING AND RESULTS Added laboratory tests were conducted on selected representative soil samples recently collected at the site. The following tests were completed and amend prior testing performed at the time of our original site study (see Appendix A): Moisture - Density Tests (Undisturbed Chunk Samples): In -place dry density and moisture content of representative soil deposits beneath the planned new construction sites were determined from relatively undisturbed chunk samples using the water displacement test method. Results are presented in Table 2 and tabulated on the attached Test Pit Logs. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PAGE 4 1060 HYGEIA AVENUE, ENCINITAS, CALIFORNIA APRIL 1, 2009 Ilie14111104 2. Expansion Index Test: One expansion index (El) test was performed on a representative sample of Soil Type 1 in accordance with the ASTM D -4829. The test results are presented in Table 3. TABLE 3 Sample Location Soil Type Field Degree of Saturation % Final w % Initial Dry Density (PCF) Degree El 50% Saturation TP -1 @ 1' Moisture Field Dry Max. Dry In -Place of Sample moll - Content Density - Density Relative - Saturation Location Type (w - - %) (Yd -pcf) (Ym -pcf) Compaction S(%) TP -1 @ 1' /z 1 10 994 135,0(1) 74 39 TP -1 @ 3' 1 8 99.1 135.0(1) 73 31 TP -1 @ 4%' 1 3 115.1 135.0 (1) 85 18 TP -2 @ 3'/�' 1 6 1147 135.0 (1) 85 34 (1) From prior testing (see Appendix A). Assumptions And relationships: In -place Relative Compaction = (Yd - Ym) X100 Gs = 2.70 e = (Gs Yw - Yd) - 1 S= (w Gs) -e 2. Expansion Index Test: One expansion index (El) test was performed on a representative sample of Soil Type 1 in accordance with the ASTM D -4829. The test results are presented in Table 3. TABLE 3 Sample Location Soil Type Molded w % Degree of Saturation % Final w % Initial Dry Density (PCF) Measured El El 50% Saturation TP -1 @ 1' 1 9.6 49.9 150 110.9 0 0 (w) = moisture content in percent. E150 = Elmeas - (50 - Smeas) ((65 + Elmeas) + (220 - Smeas)) Expansion Index (EI) Expansion Potential 0-20 Very Low 21 -50 Low 51 -90 Medium 91 -130 High ) 130 Very High VII. CONCLUSIONS Site geotechnical conditions remain substantially the same as reported in the referenced Preliminary Geotechnical Investigation report (Appendix A). The project revised grading plan (Plate 1) also represents a feasible design from a geotechnical engineering viewpoint. V INIE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido, California 920294229 • Phone (760) 743 -1214 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PAGE 5 1060 HYGEIA AVENUE, ENCINITAS, CALIFORNIA APRIL 1, 2009 All conclusions provided in the referenced Preliminary Geotechnical Investigation report dated October 29, 2003, remain valid except where specifically superseded or amended below: Natural topsoil and Terrace Deposit units directly underlie the planned construction sites at the project property. Site topsoils are relatively shallow deposits on the order of 2 feet and occur in very loose to loose conditions overall. Below, Terrace Deposits occur in a loose and weathered condition within the upper exposures, grading more dense with depth. Underlying Terrace deposits below the upper loose and weathered exposures are suitably dense and will provide adequate support for the proposed new structures, improvements, and compacted fills. " No grading is planned at the new residence and spread pad and pier foundations which will penetrate the upper unsuitable loose soils and directly supported on dense Terrace Deposits are proposed. Minimum depths to dense Terrace Deposits based on the recent exploratory test pit excavations are provided in the following sections. * The guest house will be supported on a level graded pad. Surface topsoils and upper exposures of the underlying Terrace Deposits are loose materials not suitable for the support of the planned new structures and improvements. Regrading of these deposits will be required during the pad constructions as recommended in the following sections. Specific removal depths for the guest house pad constructions are given in the following sections based on the available subsurface exploratory excavations. Deeper removals, however, may also be necessary in the unexplored areas of the site presently obscured by the existing building and improvements, as determined in the field. Significant embankments are not present at the site nor are any planned. Planned guest house pad constructions will create gently sloping, minor graded fill embankments in connection with the perimeter contour grading efforts. Slope stability will not be a significant geotechnical factor in the site redevelopment as currently planned. Generated soils will be predominantly sandy granular materials which typically work well in compacted fills and backfills. Construction debris generated from the demolition of existing site structures, old foundations, slabs and improvements, along with organic and deleterious materials should be properly removed and disposed of from the site. Unusual grading problems, including hard excavations or cemented beds are not expected. VIN1E & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phont (760) 743 -1214 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PAGE 6 1060 HYGEIA AVENUE, ENCINITAS, CALIFORNIA APRIL 1, 2009 Onsite soils are predominantly sandy granular materials and expansive soils will not be a factor in the site redevelopment according to the California Building Code Section 1802.3.2. Site soils primarily consist of sandy to silty sand (SP /SM) deposits with very low expansion potential (expansion index less than 21) based on ASTM D- 4829 classification. Actual classification and expansion characteristics of the finish grade soil mix should be conformed in the final as- graded compaction report based upon proper testing of bearing soils when rough finish grades are achieved. " Natural groundwater is not expected to impact project grading or the long term stability of the developed lot. Adequate site surface drainage control is a critical factor in the future stability of the developed property as planned. Drainage facilities and storm water control structures should be designed and installed for proper disposal of surface runoff. Over - watering of site vegetation may also create perched water and the creation of excessively moist areas at finished surfaces and should be avoided. Project retaining walls should be provided with well - developed back drain systems as specified below. * Site excavations, grading, earthwork and constructions should not impact the adjacent on and off -site structures and improvements to remain. Adequate setbacks should be maintained and temporary construction slopes, excavation and trenches should be completed as specified in the following sections. Added field recommendations, however, may also be necessary and should be given by the project geotechnical consultant for the protection of adjacent structures and improvements, and should be anticipated. Post construction settlement after completion of remedial grading works, as specified herein, is not expected to exceed approximately 1 -inch and should occur below the heaviest loaded footings. The magnitude of post construction differential settlements of site fill deposits, as expressed in terms of angular distortion, is not anticipated to exceed'/2-inch between similar adjacent structural elements. Soil collapse, liquefaction and seismically induced settlements will not be a factor in the redevelopment of the project property. VIII. RECOMMENDATIONS All recommendations provided in the referenced report (Appendix A) remain valid and should be considered in final designs and implemented during the construction phase except where specifically superseded or amended below based on the current plan (Plate 1): VINE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido. California 92029 -1229 • Phone (760) 743 -1214 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PAGE 7 1060 HYGEIA AVENUE. ENCINITAS. CALIFORNIA APRIL 1, 2009 A. THE NEW JAPANESE COUNTRY STYLE RESIDENCE Construction of the new custom home remains a Japanese country style residence that will have wood framing with elevated wood floors supported on pier and spread footings, as originally planned. Very little or no grade alterations are proposed in the areas of the new residence. Extended piers on spread footings with interconnecting grade beams may be used as they were originally proposed and discussed in detail in the referenced report (Appendix A). Foundation excavations should expose competent, dense to very dense undisturbed natural Terrace Deposits within the bottom 2 feet as approved in the field. Minimum depth to competent bearing strata for spread pad footings remains at 5 feet with foundation specifications and soil design parameters unchanged from those specified in the attached report. B. NEW GUEST HOUSE The following recommendations are consistent with the indicated geotechnical conditions at the planned guest house location and proposed constructions, as understood. Added or modified recommendations may also be appropriate and should be provided in the field during remedial grading and earthwork operations based on the actual site conditions: 1. Remedial Grading and Earthworks Remedial grading techniques may be used in order to achieve final design grades and construct safe and stable ground under the planned new structures and improvements. All grading and earthworks should be completed in accordance with Chapter 18 and Appendix "J" of the California Building Code (CBC), City of Encinitas Grading Ordinances, the Standard Specifications for Public Works Construction, and the requirements of the following sections wherever applicable: Existing Underground Utilities and Structures: All existing underground waterlines, sewer lines, pipes, storm drains, utilities, tanks, structures and improvements at or nearby the project construction site should be thoroughly potholed, identified and marked prior to the initiation of the actual grading and earthworks. Specific geotechnical engineering recommendations may be required based on the actual field locations and invert elevations, backfill conditions and proposed grades in the event of a grading conflict. Utility lines may need to be temporarily redirected, if necessary, prior to earthwork operations and reinstalled upon completion of earthworks operations. Alternatively, permanent relocations may be appropriate as shown on the approved plans. VINJE &. MIDDLETON ENGINEERING, INC. • 2450 Auto Park WaY • Escondido, California 92029 -1229 • Phone (760) 743 -1214 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PAGE 8 1060 HYGEIA AVENUE, ENCINITAS. CALIFORNIA APRIL 1. 2009 Abandoned lines, irrigation lines, pipes and conduits should be properly removed, capped or sealed off to prevent any potential for future water infiltrations into the foundation bearing and subgrade soils. Voids created by the removals of the abandoned underground pipes, tanks and structures should be properly backfilled with compacted fills in accordance with the requirements of this report. * Clearing and Grubbing: Remove all existing surface and subsurface improvements, old foundations, structures, vegetation, trees, roots, stumps, construction debris, and all other unsuitable materials and deleterious matter from all areas proposed for new fills, improvements, and structures plus a minimum of 5 feet outside the perimeter, where possible and as approved in the field. All trash debris and unsuitable materials generated from site demolitions and clearing efforts should be properly removed and disposed of from the site. Trash, vegetation and construction debris should not be allowed to occur or contaminate new site fills and backfills. The prepared grounds should be inspected and approved by the project geotechnical consultant or his designated field representative prior to grading and earthworks. * Removals and Remedial Grading: Site surficial topsoils and upper weathered exposures of the underlying Terrace Deposits in areas of planned new fills, walls, embankments, structures and improvements, plus 5 feet outside the perimeter, where possible and as directed in the field, should be removed to the dense and competent Terrace Deposits and placed back as properly compacted fills. Actual removal depths should be established by the project geotechnical consultant based on field observations of subsurface exposures developed during the remedial grading operations. Approximate removal depths may be estimated from the attached test pit logs (Plate 2) and is estimated to be on the order of 4 feet below existing ground surfaces. In the areas of new pavings and improvements, removals will be on the order of 2 feet minimum below the existing grades unless otherwise directed in the field. Deeper removals may also be necessary based on the actual field exposures and should be expected. Bottom of all removals should be observed and approved in the field by the project geotechnical consultant. Bottom of all removals should be additionally prepared, reworked and recompacted to a minimum depth of 6 inches during initial fill lift placement as directed in the field. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Wav • Escondido, California 92029 -1229 • Phone (760) 743 -1214 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PAGE 9 1060 HYGEIA AVENUE, ENCINITAS, CALIFORNIA APRIL 1, 2009 All grounds steeperthan 5:1 receiving fills /backfills should be properly benched and keyed as directed in the field. * Bearing Soils Transitions and Undercuts: Ground transition from excavated cut ground to compacted fills should not be permitted underneath the proposed structures and improvements. Building and wall foundations, and slab -on- grade improvements should be supported entirely on approved compacted fills as specified herein. For this purpose, the cut ground portion of the cut -fill pad, plus a minimum of 5 feet outside the perimeter, where possible and as directed in the field, should be undercut to a sufficient depth to provide for a minimum of 3 feet of compacted fill mat below rough finish grades, or at least 12 inches of compacted fill beneath the deepest footing(s), whichever is more. In the roadways, driveway, parking and on -grade slabs /improvement transition areas there should be a minimum of 12 inches of compacted soils below rough finish subgrade. * Setbacks and Temporary Construction Slopes: Excavations and removals adjacent to existing structures and improvements should be performed under observations of the project geotechnical engineer. Undermining existing on and off -site improvements and structures by the removal operations shall not be allowed. Top of temporary construction slopes should be adequately set -back from the existing structures and improvements as directed in the field. Detailed temporary excavation slopes and trenching recommendations are provided in the attached Appendix A report. * Fill Materials and Compaction: Soils generated from site removals and over - excavations will mainly consist of sandy materials that are suitable for reuse as new site fills and backfills provided all debris and unsuitable materials are selectively removed and separated to the satisfaction of the project geotechnical consultant. Project new fills and backfills shall be clean deposits free of vegetation, organic matter, trash debris and deleterious matter consisting of minus 6 -inch particles, as approved in the field. Trench and wall backfills should consist of minimum 3 -inch particles. Uniform bearing soils conditions should be constructed at the site by the remedial grading operations. Site soils should be adequately processed, thoroughly mixed, moisture conditioned to slightly (2 %) above the optimum moisture levels as directed in the field, placed in thin (8 inches maximum) uniform horizontal lifts and mechanically compacted to minimum 90% of the corresponding laboratory maximum dry density per ASTM D -1557, unless otherwise specified. VINIe & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way' Escondido, California 92029 -1229 • Phone (760) 743 -1214 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PAGE 10 1060 HYGEIA AVENUE, ENCINITAS, CALIFORNIA APRIL 1, 2009 Shrinkage and Import Soils: Based upon our limited study and experience with similar earth deposits, site soils may be expected to shrink approximately 10% to 20% on a volume basis when compacted to at least 90% of the corresponding maximum density. Import soil, if required to complete remedial grading and achieve final design grades, should be good quality very low expansive granular sandy deposits (SM /SW classification with 100% passing 1 -inch sieve, more than 50% passing #4 sieve and less than 18% passing #200 sieve and expansion index less than 21) tested and approved by the project soils engineer prior to delivery to the site. Import soils should also meet or exceed the engineering properties of site soils as specified in the following sections. Permanent Graded Slopes: Cut slopes are not planned. However, minor fill slopes are proposed in connection with the perimeter contourgrading and sliver fill placements over the designated areas. Based on the current plans, graded fill slopes are programmed for flatter than 2:1 gradients maximum. All fill slopes should be provided with a lower toe keyway. The keyway should maintain a minimum depth of 2 feet into the competent Terrace Deposits with a minimum width of 10 feet. The keyway should expose firm Terrace Deposits throughout with the bottom heeled back a minimum of 2% into the natural hillside and be inspected and approved by the project geotechnical engineer. Additional level benches should be constructed into the natural hillside as the fill slope construction progresses. Fill slopes should be compacted to 90% minimum of the laboratory standard out to the slope face. Over - building and cutting back to the compacted core, or backrolling and "track- walking" at the completion of grading is recommended for site fill slope construction. Geotechnical engineering observations and testing will be necessary to confirm adequate compaction levels within the fill slope face. Retaining Wall Back Drainage System: A well- constructed back drainage system should be installed behind all site retaining walls. The wall back drainage system should consist of a minimum 4 -inch diameter, Schedule 40 (SDR 35) perforated pipe surrounded with a minimum 1.5 cubic feet per foot of 3/<- crushed rocks (12 inches wide by 18 inches deep) installed at the depths of the wall foundation level, and wrapped in Mirafi 140N filter fabric. If Caltrans Class 2 permeable aggregate is used in lieu ofthe crushed rocks the filter fabric can be deleted. The wall back drain should be installed at suitable elevations to allow for adequate fall via a 4 -inch diameter non - perforated solid pipe (SDR 35) to an approved outlet. A typical wall back drain system is depicted on enclosed Plate VINJE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PAGE 11 1060 HYGEIA AVENUE, ENCINITAS, CALIFORNIA APRIL 1, 2009 5 of Appendix A. Provide riser -pipe clean -outs as necessary and an adequate waterproofing as indicated on the approved project drawings. Protect pipe outlet(s) where they daylight on natural or graded surfaces as appropriate. Wall drains and outlet locations should also be shown on the final grading or site plan. Planting large trees behind the site retaining walls should also be avoided. Surface Drainage and Erosion Control: A critical element to the continued stability of graded building pads and slopes is an adequate surface drainage system and protection of the slope face. Surface and storm water shall not be allowed to impact the developed construction and improvement sites. This can most effectively be achieved by appropriate vegetation cover and the installation of the following systems: - Concentrated surface run -off or overflow of water from the top of slope should be avoided. Drainage swales should be constructed at the top and toe of the slopes as shown on the approved drawings. - Building pad surface run -off should be collected and directed away from the planned buildings and improvements to a selected location in a controlled manner. Surface water should not be allowed to accumulate on finish pad surfaces, saturate face of graded embankments and wall backfills or penetrate into the bearing and subgrade soils. Area drains should be installed. - The finished slope should be planted soon after completion of grading. Unprotected slope faces will be subject to severe erosion and should not be allowed. Over - watering of the slope faces should also not be allowed. Only the amount of water to sustain vegetation should be provided. - Temporary erosion control facilities and silt fences should be installed during the construction phase periods and until landscaping is fully established as indicated and specified on the approved project grading /erosion plans. Engineering Observations: All grading and earthworks operations including removals, suitability of earth deposits used as compacted fills and backfills, and compaction procedures should be continuously observed and tested by the project geotechnical consultant and presented in the final as- graded compaction report. The nature of finished bearing and subgrade soils should be confirmed in the final compaction report at the completion of grading. Geotechnical engineering inspections should include but are not limited to the following: VIN1E $ MIDDLE.TON ENGINEERING, INC. 1 2450 Auto Park Wav I Escondido, California 92029 -1229 I Phone (760) 743 -1214 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PAGE 12 1060 HYGEIA AVENUE, ENCINITAS, CALIFORNIA APRIL 1, 2009 - Initial observation: After the clearing limits have been staked but before grading /brushing starts. - Bottom of toe keyway /over - excavation observation: After competent ground or Terrace Deposits is exposed and prepared to receive fill or backfill, but before fill or backfill is placed. Cut/excavation observation: After the excavation is started but before the vertical depth of excavation is more than 3 feet. Local and Cal -OSHA safety requirements for open excavations apply. Fill /backfill observation: After the fill /backfill placement is started but before the vertical height of fill /backfill exceeds 2 feet. A minimum of one test shall be required for each 100 lineal feet maximum in every 2 feet vertical gain, with the exception of wall backfills where a minimum of one test shall be required for each 30 lineal feet maximum. Wall backfills should consist of minus 3 -inch materials and also be mechanically compacted to a minimum of 90% compaction levels unless otherwise specified or directed in the field. Finish rough and final pad grade tests shall be required regardless of fill thickness. - Foundation trench observation: After the foundation trench excavations but before steel placement. - Foundation bearing /slab subgrade soils observation: Prior to the placement of concrete for proper moisture and specified compaction levels. - Geotechnical foundation /slab steel observation: After the steel placement is completed but before the scheduled concrete pour. - Underground utility /plumbing trench observation: Afterthe trench excavations but before placement of pipe bedding or installation of the underground facilities. Local and Cal -OSHA safety requirements for open excavations apply. Observation of pipe bedding may also be required by the project geotechnical engineer. - Underground utility /plumbing trench backfill observation: After the backfill placement is started above the pipe zone but before the vertical height of backfill exceeds 2 feet. Testing of the backfill within the pipe zone may also be required by the governing agencies. Pipe bedding and backfill materials shall conform to the governing agencies' requirements and project soils report if applicable. All trench backfills shall consist of minus 3 -inch particles and be mechanically compacted to a minimum of 90% compaction levels VINJE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido. California 92029 -1229 • Phone (760) 743 -1214 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PAGE 13 1060 HYGEIA AVENUE, ENCINITAS, CALIFORNIA APRIL 1, 2009 unless otherwise specified. Plumbing trenches more than 12 inches deep maximum under the floor slabs should also be mechanically compacted and tested for a minimum of 90% compaction levels. Flooding or jetting techniques as a means of compaction method should not be allowed. Pavement/improvements base and subgrade observation: Prior to the placement of concrete or asphalt for proper moisture and specified compaction levels. 2. Foundations and Slab -on- Grades The following recommendations are consistent with very low expansive (expansion index less than 21) sandy to silty sand (SP /SM) deposits, foundation bearing soil and site specific geotechnical conditions. Additional recommendations may also be required and should be given at the plan review phase. All design recommendations should be further confirmed and /or revised at the completion of rough grading based on the expansion characteristics of the foundation bearing soils and as- graded site geotechnical conditions, and presented in the final as- graded compaction report: * Proposed new buildings may be supported on shallow stiff foundations with stem walls and slab -on -grade floors or slab -on- ground with turned -down footings. The shallow foundations should be uniformly supported on well compacted and approved fills. * Continuous strip stem wall foundations and turned -down footings should be sized at least 15 inches wide and 18 inches deep for single -story and two -story structures. Spread pad footings should be at least 24 inches square and 12 inches deep. Specified depths are measured from the lowest adjacent ground surface, not including the sand /gravel layer beneath floor slabs. Exterior continuous foundations or turned -down footings should enclose the entire building perimeter. Continuous interior and exterior stem wall foundations should be reinforced with minimum four #4 reinforcing bars. Place 244 bars 3 inches above the bottom of the footings and 244 bars 3 inches below the top of the stem wall. Turned - down footings should be reinforced with minimum 244 bars at the top and 244 bars at the bottom. Reinforcement details for spread pad footings should be provided by the project architect/structural engineer. All interior slabs should be a minimum 4 inches in thickness, reinforced with #3 reinforcing bars spaced 18 inches on center each way, placed mid - height in the VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way * Escondido. California 92029 -1229 * Phone (760) 743 -1214 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PAGE 14 1060 HYGEIA AVENUE. ENCINITAS. CALIFORNIA APRIL 1. 2009 slab. Slabs should be underlain by 4 inches of clean sand (SE 30 or greater) which is provided with a well performing moisture barrier /vapor retardant (minimum 10 -mil plastic) placed mid - height in the sand. Provide "softcut" contraction /control joints consisting of sawcuts spaced 10 feet on centers each way for all interior slabs. Cut as soon as the slab will support the weight of the saw and operate without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. The sawcuts should be minimum 1 -inch in depth but should not exceed 1'/4- inches deep maximum. Anti -ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. Provide re- entrant corner reinforcement for all interior slabs. Re- entrant corners will depend on slab geometry and /or interior column locations. The enclosed Plate 4 may be used as a general guideline. Foundation trenches and slab subgrade soils should be inspected and tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant prior to the placement of steel reinforcement or concrete pour. 3. Exterior Concrete Slabs / Flatworks All exterior slabs (walkways, and patios) should be a minimum 4 inches in thickness reinforced with 6x6/10x10 welded wire mesh carefully placed mid - height in the slab. Slab subgrade soils should be compacted to minimum 90% compaction levels. ` Reinforcements lying on subgrade will be ineffective and shortly corrode due to lack of adequate concrete cover. Reinforcing bars should be correctly placed extending through the construction joints tying the slab panels. In construction practices where the reinforcements are cut at the construction joints, slab panels should be tied together with minimum 18 -inch long #3 dowels (dowel baskets) at 18 inches on centers placed mid- height in the slab (9 inches on either side of the joint). Provide "tool joint' or " softcut" contraction /control joints spaced 10 feet on center (not to exceed 12 feet maximum) each way. The larger dimension of any panel shall not exceed 125% of the smaller dimension. Tool or cut as soon as the slab will support weight and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint V INIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PAGE 15 1060 HYGEIA AVENUE, ENCINITAS, CALIFORNIA APRIL 1, 2009 location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1 -inch but should not exceed 1'/4- inches deep maximum. In case of softcut joints, anti -ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. " All exterior slab designs should be confirmed in the final as- graded compaction report. " Subgrade soils should be tested for proper moisture and specified compaction levels and be approved by the project geotechnical consultant prior to the placement of concrete. 4. Soil Design Parameters The soil design parameters provided in the referenced report (Appendix A) remain valid and should be considered in the project designs, where applicable and as appropriate. A design net allowable foundation pressure of 2000 psf should be considered for minimum 15 -inch wide by 18 -inch deep footings supported on well compacted fills. All parameters should be re- evaluated when the characteristics of the final as- graded soils have been specifically determined. C. ASPHALT AND PCC PAVEMENT DESIGN General paving recommendations are included in the referenced report (Appendix A). The following amended recommendations are also appropriate: In PCC paving construction practices where the reinforcements are cut at the construction joints, slab panels should be tied together with minimum 18 -inch long #3 dowels (dowel baskets) at 18 inches on centers placed mid - height in the slab (9 inches on either side of the joint). In order to enhance performance, tying of the slab panels to the adjacent curbs, where they occur, with #3 dowels at 18 inches on centers may also be considered. 2. Construction joints in PCC pavings shall intersect free edges at a 90° angle and shall extend straight for a minimum of 1' /z feet from the edge. The minimum angle between any two intersecting joints shall be 80 °. Align joints of adjacent panels. Also, align joints in attached curbs with joints in slab panels. 3. Provide adequate curing using approved methods (curing compound maximum coverage rate = 200 sq. ft. /gal.). VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park MY • Escondido, California 92029 -1229 • Phone (760) 743 -1214 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PAGE 16 1060 HYGEIA AVENUE, ENCINITAS, CALIFORNIA APRIL 1, 2009 IX. LIMITATIONS The conclusions and recommendations provided herein have been based on available data obtained from the review of prior pertinent reports and plans, added subsurface exploratory excavations as well as our experience with the soils and formational materials located in the general area. The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area; however, earth materials may vary in characteristics between excavations. Of necessity, we must assume a certain degree of continuity between exploratory excavations and /or natural exposures. It is necessary, therefore, that all observations, conclusions, and recommendations be verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required. The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner /developer to ensure that these recommendations are carried out in the field. It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on -site drainage patterns. The firm of VINJE & MIDDLETON ENGINEERING, INC., shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control. The property owner(s) should be aware that the development of cracks in all concrete surfaces such as floor slabs and exterior stucco are associated with normal concrete shrinkage during the curing process. These features depend chiefly upon the condition of concrete and weather conditions at the time of construction and do not reflect detrimental ground movement. Hairline stucco cracks will often develop at window /door corners, and floor surface cracks up to '/e -inch wide in 20 feet may develop as a result of normal concrete shrinkage (according to the American Concrete Institute). This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative development plan, especially with respect to the height and location of cut and fill slopes, this report must be presented to us for review and possible revision. This report is issued with the understanding that the owner or his representative is responsible to ensure that the information and recommendations are provided to the VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 UPDATE GEOTECHNICAL REPORT AND GRADING PLAN REVIEW PAGE 17 1060 HYGEIA AVENUE, ENCINITAS, CALIFORNIA APRIL 1, 2009 project architect/structural engineer so that they can be incorporated into the plans. Necessary steps shall be taken to ensure that the project general contractor and subcontractors carry out such recommendations during construction. The project soils engineer should be provided the opportunity for a general review of the project final design plans and specifications in order to ensure that the recommendations provided in this report are properly interpreted and implemented. The project soils engineer should also be provided the opportunity to verify the foundations prior the placing of concrete. If the project soils engineer is not provided the opportunity of making these reviews, he can assume no responsibility for misinterpretation of his recommendations. Vinje & Middleton Engineering, Inc., warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended. Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #06 -290 -P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLE 1`= w w cn No. 46174 * Elq 12 -31 -10 Mehdi S. Shariat ,E #46174 fir\ C I V I I JAY < Steven J. Melzer ¢ ceas� �', �+ CEG #2362 * ENQIr4EErtiNa k oEOLOOIST Distribution: Addressee (2, e- mail)' Sampo Engineering, Inc.; Attention: Mr. Romy Pelagio (3, e-mail) Attachment: Appendix A VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 - Phone (760) 743 -I214 I APN : 254.325 -29 I w I I C"Ty 0r r luY,cY S asr r I � 1V SUP 0111 Mt LRIDI f SRVCI RI' /1; M/ D IT �o�xr I ^ an MAO Wu j sW. 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MET; 1'-W WT: MN[ f,.; -_ _rim' 11.N6 �A!® u0019/bnY9G v ar: w r N@'rL SNA A<l1Mrm AYYYIIIW F: _,_ _. _IY: -_ —_._- M4W IIIAN fW : NISHI & CASHOUR RESIDENCE 1060 HYGEIA AVENUE, ENCINITAS, CA. [nl 7- IwY�BI AM fMK KafAa fMM , 2 =/, rar rrn AW 8llK 0 01 1w , .. •R Rols/m.AxKUw: M f MIBIFMq / AS't.f[vrl�wrlvr al nTOral ®N:Nhs nV wwwr_' YwM (IA19 r9rIC ff ASRIB lHY. le[wlle f meKrwf�/ // �K' ®MYIER01vR9OWJ[Iflw i'QAR AK IICa cp% PRIVATE INFIL IRA PON BASIN A 1 � �N s Oy SCALE: 1"=20' I O PLATE 1 volm JOB #06 -290 -P MARCH 9nno REVISIONS JAPPROVEDI DATE I REFERENCES I DATE I BENCH MARK I SCALE I PLANNING DEPARTMENT APPROVALS I CITY OF ENCINITAS ENGINEERING DEPARTMENT DRAWNG NI - - - - ��SAM tr -mN' - 15 OWS m +` T �....... ..... ..,... ...... MET; 1'-W WT: MN[ f,.; -_ _rim' 11.N6 �A!® u0019/bnY9G v ar: w r N@'rL SNA A<l1Mrm AYYYIIIW F: _,_ _. _IY: -_ —_._- M4W IIIAN fW : NISHI & CASHOUR RESIDENCE 1060 HYGEIA AVENUE, ENCINITAS, CA. [nl 7- PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS 0 - 4 SYMBOL 4-10 ¢ GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel-sand mixtures, little or no fines. J w o° MORE THAN HALF (LESS THAN GP VERY STIFF I­ N O OF COARSE sl OVER 4 Poorly graded gravels or gravel -sand mixtures. little or no fines. ) f O o z FRACTION IS GRAVE GM Silty gravels, gravel- sand -silt mixtures, nomplastic fines w Z 0 Z N LARGER THAN WITH S N NO. 4 SIEVE FINES GC Clayey gravels, gravei - sand -clay mixtures, plastic fines. ¢ J 2 2 w SANDS CLEAN SW 0 SANDS Well graded sands, gravelly sands, little or no fines. ¢ z LLI v> N MORE THAN HALF (LESS THAN SP ¢ Z: ¢ OF COARSE 5% FINES) Poorly graded santls or gravelly sands, little or no fines. O w FRACTION IS SANDS SM Silty sands, send silt mixtures, non - plastic fines. Cc — SMALLER THAN WITH N0. 4 SIEVE FINES SC Clayey sands, sand -clay mixtures, plastic fines. Q N ML Inorganic silts and very fine sands, rock flour, silty or clayey fine LL U) 0 w v7 SILTS AND CLAYS sands or clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity, gravelly clays, sandy 0 LL ¢ > LIQUID LIMIT IS ¢ W 0 2rn v LESS THAN 50% clays, silty clays, lean clays. OL Organic silts and organic silty clays of low plasticity. Z rn 00 ¢Z ¢ N MH Inorganic silts, micaceous or diatomaceous fine sandy or silty c7 w ¢ O SILTS AND CLAYS soils, elastic silts. z < z LIQUID LIMIT IS CH Inorganic clays of high plasticity, fat clays. LL < ¢ GREATER THAN 50% OH Organic clays of medium to high plasticity, organic silts F HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. QRAIN'SIZES U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4" 3" 12' SAND GRAVEL SILTS AND CLAYS COBBLES BOULDERS FINE MEDIUM COARSE FINE COARSE RELATIVE DENSITY ANDS, GRAVELS AND NON - PLASTIC SILTS BLOWS /FOOT VERY LOOSE 0 - 4 LOOSE 4-10 MEDIUM DENSE 10-30 DENSE so- 50 VERY DENSE OVER 50 CONSISTENCY CLAYS AND PLASTIC SILTS STRENGTH BLOWS /FOOT VERY SOFT 0 'n 0 -2 SOFT '/. '/ 2 - 4 FIRM y , - 1 4 - 8 STIFF 1 -2 8-16 VERY STIFF 2 -4 16 - 32 HARD OVER 4 OVER 32 1. Blow count, 140 pound hammer falling 30 inches on 2 inch O.D. split spoon sampler (ASTM D -1586) 2. Unconfined compressive strength per SOILTEST pocket penetrometer CL -700 VINJE & MIDDLETON KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTM D -2487) ENGINEERING, INC. 2450 Auto Park Way Escondido, CA 92029 -1229 PROJECT NO. KEY Sand Cone Test . Bulk Sample e246 = Standard Penetration Test (SPT) (ASTM D -1 586) with blow counts per 6 inches ❑ Chunk Sample O Driven Rings m246 = California Sampler with blow counts per 6 inches VINJE & MIDDLETON KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTM D -2487) ENGINEERING, INC. 2450 Auto Park Way Escondido, CA 92029 -1229 PROJECT NO. KEY TEST PIT LOGS Date Excavated: 3/17/09 Logged by: Sim Equipment: BobCat Mounted Mini- Excavator Remarks: No caving. No groundwater. p u TP-t t�� zx $ o qW99 F� MATERIAL DESCRIPTION Z6 a TOPSOIL: 1 Silty fine sand. Brown color. Slightly moist. Very loose. ST -1 sm 10 99.4 74 39 '- TERRACE DEPOSIT: Fine sand. "Dirty ". Locally includes clay binder. Red brown color. Moist. Very loose to firm. ST -1 SM• 8 99.1 73 31 SP 4 Becomes somewhat blocky and more dense below 4' 3 115.1 85 18 Bottom of test pit at 5 0 feet 6 L . ......... Date Excavated: 3/17/09 Logged by: SIM Equipment: BobCat Mounted Mini- Excavator Remarks: No caving. No groundwater. FW L7 TT-2 N rc�Z L� 00 - O F a N oP N s V O C MATERIAL DESCRIPTION TOPSOIL: 1 Silty fine sand. Brown color. Moist. Very loose to loose. ST -1 SM 2 TERRACE DEPOSIT: 3 Fine sand. Red brown color. Slightly moist to moist. Soft near SIX surface. Becomes blocky and medium dense to dense below 3.5'. SP ST -1 8 114.7 85 34 Bottom of test pit at 4.0 feet- 5 6 VINJE & MIDDLETON ENG., INC. Proposed New Dwelling & Guest House BULK SAMPLE CHUNK SAMPLE 13 2450 AUTO PARK WAY 1060 Hygeia Avenue, Encinitas ESCONDIDO, CA. 92029 06 -290 -P PLATE 2 DENSITY TEST Q GROUNDWATER ra .�=S so PROPOSED DUEST HOUSE I 0 PROPOSED I I — (!•� off, DE � 1 e S OWFLLI 1 w €IUNB I _ EXISTING LELLING PROPOSED I TO HE DEtLIBHED K II. WOOD DEC I ! — 11 SCALE: V-10' PROPOSED WOOD DECK so 70 PLAYS 3 VIM JON #06 -2" -P ISOLATION JOINTS AND RE- ENTRANT CORNER REINFORCEMENT Typical - no scale (a) (b) NOTES: TRANT R CRACK 1. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in (c)may occur (reference ACI). 2. In order to control cracking at the re- entrant corners (±2700 corners), provide reinforcement as shown in (c). 3. Re- entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other engineering and construction factors. VINJE & MIDDLETON ENGINEERING, INC. PLATE 4 ATTACHMENT `A' Preliminary Geotechnical Investigation New Dwelling Structure 1060 Hygeia Avenue Encinitas, California August 9, 2006 Prepared For: KAREN NISHI 1060 Hygeia Avenue Encinitas, California 92024 Prepared By: VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Suite 102 Escondido, California 92029 Job #06 -290 -P Job #06 -290 -P August 9, 2006 Karen Nishi 1060 Hygeia Avenue Encinitas, California 92024 MInnI FT(>N FT.I(;TINTFFRTNTC- 2450 Auto Park Wav Escondido. California 92029 -1229 Phone(760)743 -12I4 Fax (760) 739 -0343 PRELIMINARY GEOTECHNICAL INVESTIGATION, NEW DWELLING STRUCTURE, 1060 HYGEIA AVENUE, ENCINITAS, CALIFORNIA Pursuant to your request, Vinje and Middleton Engineering, Inc. has completed the attached Preliminary Geotechnical Investigation Report for the above referenced project site. The following report summarizes the results of our field investigation, including laboratory analyses and conclusions, and provides recommendations for the proposed development as understood. From a geotechnical engineering standpoint, it is our opinion that the site is suitable for the planned single - family custom home development and associated improvements provided the recommendations presented in this report are incorporated into the design and construction of the project. The conclusions and recommendations provided in this study are consistent with the indicated site geotechnical conditions and are intended to aid in preparation of final development plans and allow more accurate estimates of development costs. If you have any questions or need clarification, please do not hesitate to contact this office. Reference to our Job #06 -290 -P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. 1eF -DGEOZ MIDD4RjOG'J'� o CEG 980 Z * CERTIFIED ENGINEERING Dennis Middleton Cxl7. g- BI -o, Q CEG #980 �r9rF OF Cg0FO�a\ DM /jt TABLE OF CONTENTS PAGE NO. I. INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 II. SITE DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 III. PROPOSED DEVELPMENT . ... . . . . . . .. . . .. . . . . . . . . . . . . 1 IV. SITE INVESTIGATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 V. GEOTECHNICAL CONDITIONS . . . . . . .......... . . . . . . . . . . 2 A. Earth Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 B. Groundwater and Surface Drainage . ............ . . . . . . . . 2 C. Faults / Seismicity ....... .... .......... . . . . . . . . . . 3 D. Geologic Hazards . . . . . . . .... ............. . . . . . . . 5 E. Laboratory Testing / Results . . . . . . . . . . . . . . . . .. . . . . . . . 5 VI. SITE CORROSION ASSESSMENT . . . . . . .. . . ....... . . . . . . 8 VII. CONCLUSIONS . . . . . . . . .. .... ...... . . . . . . . . . . . . . . 9 VIII. RECOMMENDATIONS . . . . . . . . .. .......... . . . . . . . . . 10 A. Earthwork Operations . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 B. Foundations . . . . . . . . . . . . . . . . . . . . . .. ..... .. . . . 14 C. Exterior Concrete Slabs / Flatworks . . . . . . . ........ . . . . . 16 D. Lateral Pressures and Soil Parameters . . . . ........ . . . . . . 17 E. Asphalt and PCC Pavement Design . . . . . . . . . . . . . . . . . . . . 17 F. General Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . 19 IX. LIMITATIONS . . . . . . . . . . . . . . . . . .... . . . . . . . . . . . . . 21 REFERENCES rr_�: 3r�•� FaultZone ......... ..............................1 Site Specific Seismic Parameters .. . . . . .. .... . . . . . . . . . . . . . . 2 Soil Type ............... ..............3 Grain Size Analysis . . . . . . . . . . . . . . . . .. .. . . . . . . . . 4 Maximum Dry Density and Optimum Moisture Content . . . . . . . . . . . . . . . 5 TABLE OF CONTENTS (continued) Moisture-Density Tests (Undisturbed Ring Samples) . . . . . . . . . . . . . . . . 6 Expansion Index Test . . . . . .. .. . . . . . . . . . . . . . . . .. . . . . . . . 7 Direct Shear Test . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . 8 pH and Resistivity Test . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . 9 Sulfate Test . . . . . . . . . . .. . . . . . . . . .. . . . . . . . . . .. . . . . 10 Chloride Test . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . 11 Years to Perforation of Steel Culverts . . . . . . . . . . . . . . . . . . . . . . . 12 PLATE NO. Regional Index Map . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . 1 SitePlan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Boring Logs (with key) . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . 3 Fault - Epicenter Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Retaining Wall Drain Detail . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 PRELIMINARY GEOTECHNICAL INVESTIGATION NEW DWELLING STRUCTURE 1060 HYGEIA AVENUE ENCINITAS, CALIFORNIA INTRODUCTION The property investigated in this work is undeveloped terrain in the western half of a residential lot at the above - referenced address. The site location is depicted on a Regional Index Map enclosed with this report as Plate 1. The lot presently supports an older building which we understand is planned for demolition. and replacement of a new custom home constructed at approximate existing grade levels. Consequently, the purpose of this work was to determine geotechnical conditions beneath the planned building structure and evaluate their influence upon the proposed construction. Test borings and soil sampling / testing were among the activities conducted in this regard which has resulted in foundation and construction recommendations presented herein. This report is limited to areas of the property presently planned for the support of new custom home construction as delineated herein. Other areas of the property not investigated are beyond the scope of this work. II. SITE DESCRIPTION The project site is a rectangular- shaped lot that descends gently to the west. Topographic relief approaches 14 feet maximum from the highest areas along Hygeia Avenue. Detailed topographic conditions at the property are shown on a Site Plan enclosed with this report as Plate 2. The east portion of the lot supports an older dwelling and entrance driveway. Remaining areas planned for new construction are grass- covered and support several older fruit trees Site drainage generally sheet -flows westward toward off -site properties Scouring or surface erosion resulting from site run -off is not in evidence. III. PROPOSED DEVELOPMENT Building architectural and foundation plans are completed and were made available for our review. The planned construction will consist of a new custom home in the west portion of the property approximately as shown on Plate 2. Based on the project plans, the new Japanese country style residence will have a wood frame construction with elevated wood girders and floor joists supported on four pier and spread footings. Little or no grade alterations are proposed and no new slopes will be created. VINIE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Wav • Escondido. California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 2 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 IV. SITE INVESTIGATION Geotechnical conditions at the project site were chiefly determined from the excavation of two exploratory test borings dug with a truck - mounted drill. The borings were logged by our project geologist. who also supervised in -situ soil testing and retained representative driven and bulk samples at selected soil horizons. Boring locations are shown on Plate 2. Logs of the Borings are enclosed with this report as Plate 3. Field and laboratory test results are presented in a following section herein. V. GEOTECHNICAL CONDITIONS The project site is natural terrain directly underlain by Pleistocene age Terrace deposit soils that are widely exposed in local coastal areas. Existing fills or other surficial deposits are not apparent at the property. Slopes or significant embankments are not present on or in near proximity to the property. The following geotechnical conditions are apparent and will impact the planned construction: A. Earth Materials Local Terrace Deposit soils are red -brown colored sandy deposits characterized by a poorly developed horizontal bedding structure. At the project site, the underlying Terrace Deposit soils generally occur in a loose and weathered condition near the surface becoming well cemented and dense to very dense at depth. Project earth deposits are non - expansive. Details of site soils conditions as exposed in the test borings are given on the enclosed Boring Logs, Plate 3. Engineering properties are additionally defined in a following section herein. B. Groundwater and Surface Drainage Subsurface water was encountered beneath the project area at a depth of 15 feet. The water is perched atop more dense units and is likely the result of regional irrigation. The groundwater is sufficiently deep and not expected to impact the planned project. However, dewatering will be required in the case of deep pier or caisson type foundations which extends below the water table. The proper control of surface drainage and storm waters is a significant component in overall site stability. Surface drainage should not be allowed to pond or accumulate over pad surfaces and over - irrigation of site vegetation should be avoided. VINJE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Wav • Escondido. California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 3 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 C. Faults/ Seismicity Faults or significant shear zones are not indicated on or near proximity to the project site. As with most areas of California, the San Diego region lies within a seismically active zone; however, coastal areas of the county are characterized by low levels of seismic activity relative to inland areas to the east. During a 40 -year period (1934- 1974), 37 earthquakes were recorded in San Diego coastal areas by the California Institute of Technology. None of the recorded events exceeded a Richter magnitude of 3.7, nor did any of the earthquakes generate more than modest ground shaking or significant damages. Most of the recorded events occurred along various offshore faults which characteristically generate modest earthquakes. Historically, the most significant earthquake events which affect local areas originate along well known, distant fault zones to the east and the Coronado Bank Fault to the west. Based upon available seismic data, compiled from California Earthquake Catalogs, the most significant historical event in the area of the study site occurred in 1800 at an estimated distance of 4.7 miles from the project area. This event, which is thought to have occurred along an off -shore fault, reached an estimated magnitude of 6.5 with estimated bedrock acceleration values of 0.204g at the project site. The following list represents the most significant faults which commonly impact the region. Estimated ground acceleration data compiled from Digitized California Faults (Computer Program EQFAULT VERSION 3.00 updated) typically associated with the fault is also tabulated: TABLE 1 Fault Zone Distance frorn Site Maximum Probable Acceleration R.H. Rose Canyon 3.1 miles 0.302g Coronado Bank 18.3 miles 0.2058 Newport- Inglewood 9.6 miles 0.164g Elsinore - Julian 27.0 miles 0.130 The location of significant faults and earthquake events relative to the study site are depicted on a Fault - Epicenter Map enclosed with this report as Plate 4. VIN1E & MIDDLETON ENGINEERING, INC. • 2450 Auto Parkway • Escondido. California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 4 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 More recently, the number of seismic events which affect the region appears to have heightened somewhat. Nearly 40 earthquakes of magnitude 3.5 or higher have been recorded in coastal regions between January 1984 and August 1986. Most of the earthquakes are thought to have been generated along offshore faults. For the most part, the recorded events remain moderate shocks which typically resulted in low levels of ground shaking to local areas. A notable exception to this pattern was recorded on July 13, 1986. An earthquake of magnitude 5.3 shook County coastal areas with moderate to locally heavy ground shaking resulting in $700,000 in damages, one death, and injuries to 30 people. The quake occurred along an offshore fault located nearly 30 miles southwest of Oceanside. A series of notable events shook County areas with a (maximum) magnitude 7.4 shock in the early morning of June 28, 1992. These quakes originated along related segments of the San Andreas Fault approximately 90 miles to the north. Locally high levels of ground shaking over an extended period of time resulted; however, significant damages to local structures were not reported. The increase in earthquake frequency in the region remains a subject of speculation among geologists; however, based upon empirical information and the recorded seismic history of County areas, the 1986 and 1992 events are thought to represent the highest levels of ground shaking which can be expected at the study site as a result of seismic activity. In recent years, the Rose Canyon Fault has received added attention from geologists. The fault is a significant structural feature in metropolitan San Diego which includes a series of parallel breaks trending southward from La Jolla Cove through San Diego Bay toward the Mexican border. Test trenching along the fault in Rose Canyon indicated that at that location the fault was last active 6,000 to 9,000 years ago. More recent work suggests that segments of the fault are younger having been last active 1000 - 2000 years ago. Consequently, the fault has been classified as active and included within an Alquist - Priolo Special Studies Zone established by the State of California. Fault zones tabulated in the preceding table are considered most likely to impact the region of the study site during the lifetime of the project. The faults are periodically active and capable of generating moderate to locally high levels of ground shaking at the site. Ground separation as a result of seismic activity is not expected at the property. For design purposes, site specific seismic parameters were determined as part of this investigation in accordance with the California Building Code. The following parameters are consistent with the indicated project seismic environment based on site specific study and our experience with similar earth deposits in the vicinity of the project site, and may be utilized for project design work: VINJE & MIDDLETON ENGINEERING, INC. • 24SO Auto Park Way • Escondido. California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 5 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 TABLE 2 Site Soil Profile Type Seismic Zone Seismic Zone Factor Seismic Source Type Seismic Response Coefficients Na Nv Ca Cv Ts To SD 4 0.4 B 1.0 1.2 1 0.44 1 0.77 0.698 0.140 According to Chapter 16, Divisions IV & V of the 2001 California Building Code. A site specific probabilistic estimation of peak ground acceleration was also performed using the FRISKSP (T. Blake, 2000) computer program. Based upon Boore et al (1997) attenuation relationship, a 10 percent probability of exceedance in 50 years was estimated to produce a site specific peak ground acceleration of 0.37g (Design -Basis Earthquake, DBE). The results were obtained from the corresponding probability of exceedance versus acceleration curve. D. Geologic Hazards Geologic hazards are not presently indicated at the project site. No significant slopes are present, and underlying soils are dense, cemented deposits. The most significant geologic hazards at the property will be those associated with ground shaking in the event of a major seismic event. Liquefaction or related ground rupture failures are not anticipated. E. Laboratory Testing / Results Earth deposits encountered in our exploratory test excavations were closely examined and sampled for laboratory testing. Based upon our test trench and field exposures site soils have been grouped into the following soil types. TABLE 3 Soil Type I Description 1 Red -brown silty fine sand (Terrace Deposit) 2 Red -brown rnedium sand Terrace Deposit) The following tests were conducted in support of this investigation: Standard Penetration Test: Standard penetration tests (SPT) were performed at the time of borehole drilling in accordance with the ASTM standard procedure D -1586, using rope and Cathead. The procedure consisted of a standard 51 MM outside diameter sampler without liner, 457 MM in length and 35 MM in inside diameter driven with a 140 - pounds hammer dropped 30 inches using 5- VINE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park way • Escondido. California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 6 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 foot long AW drill rods. The bore hose was 200 MM (8 inches) in diameter and drill fluid or water was not necessary to aid drilling. The test results are indicated at the corresponding locations on the Boring Logs (Plate 3). 2. Grain Size Analysis: Grain size analysis was performed on a representative sample of Soil Type 1. The test result is presented in Table 4. TABLE 4 Sieve Size /a" #4 #10 #20 0 #200 Location Soil Type Percent Passing !82 B -1 3' 1 100 100 100 99 24 3. Maximum Dry Density and Optimum Moisture Content: The maximum dry density and optimum moisture content of Soil Type 1 was determined in accordance with ASTM D -1557. The result is presented in Table 5. TABLE 5 Location Soil Type Maximum Dry Density Ym-pc f Optimum Moisture Content wo t 3-1 3' 1 135.0 8.6 4. Moisture - Density Tests (Undisturbed Ring Samples): In -place dry density and moisture content of representative soil deposits beneath the site were determined from relatively undisturbed ring samples using the weights and measurements test method. The test results are presented in Table 6 and tabulated on the enclosed Boring Logs. 110 -1111ai VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -12I4 Field Ratio Of In -Place Dry Moisture Field Dry Max. Dry Density To Max, Dry Sample Soil Content Density Density Density' Location Type w "/o Yd- cf Ym- cf YdlYm x 100 B -1 @ 3' 1 7.1 124.9 1350 92.5 B -1 @ 8' 1 4.0 - 135.0 Sample Disturbed B -1 @ 13' 1 180 135.0 Sample Disturbed Designated as relative compaction for structural fills. Minimum required relative compaction for structural fill is 90% unless otherwise s ecified. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -12I4 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 7 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 5. Expansion Index Test: One expansion index test was performed on a representative sample of Soil Type 1 in accordance with the California Building Code Standard 18 -2. The test result is presented in Table 7. TABLE 7 Sample Location Soil Type Remolded w % Saturation % Saturated w % Expansion Index (El) Expansion Potential B -1 @ 3' 1 81 50 0 11.5 0 very low w = moisture content in percent. 6. Direct Shear Test: Two direct shear tests were performed on a representative sample of Soil Type 1. The prepared specimens were soaked overnight, loaded with normal loads of 1, 2, and 4 kips per square foot respectively, and sheared to failure in an undrained condition. The test results are presented in Table 8. TABLE 8 7. pH and Resistivity Test: pH and resistivity of a representative sample of Soil Type 1 was determined using " Method for Estimating the Service Life of Steel Culverts," in accordance with the California Test Method (CTM) 643. The test result is presented in Table 9. TABLE 9 Sam le Location Soil Type Minimum Resistivity (OHM-CM)H Wet Angle of Apparent Sample Soil Sample Density Int. Fric. Cohesion Location Type Condition Yw- c ((D-Deg.) c- sf B -1 @ 3' 1 remolded to 90% of Ym @ % wopt 131.3 29 0 B -1 P 3' 1 in- lace 133.8 34 196 7. pH and Resistivity Test: pH and resistivity of a representative sample of Soil Type 1 was determined using " Method for Estimating the Service Life of Steel Culverts," in accordance with the California Test Method (CTM) 643. The test result is presented in Table 9. TABLE 9 Sam le Location Soil Type Minimum Resistivity (OHM-CM)H B -1 @ 3' 1 3696 6 3 8. Sulfate Test: A sulfate test was performed on a representative sample of Soil Type 1 in accordance with the California Test Method (CTM) 417. The test result is presented in Table 10. VINIE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido. California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 8 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 TABLE 10 Sample Location Soil Type Amount of Water Soluble Sulfate (SO4) In Soil % by Weight) B -1 @ 3' 1 0.003 9. Chloride Test: A chloride test was performed on a representative sample of Soil Type 1 in accordance with the California Test Method (CTM) 422. The test result is presented in Table 11. TABLE 11 Sample Location Soil Type Amount of Water Soluble Chloride (cl) In Soil % by Weight) B -3 @D 3' 1 0.001 VI. SITE CORROSION ASSESSMENT A site is considered to be corrosive to foundation elements, walls and drainage structures if one or more of the following conditions exists: • Sulfate concentration is greater than or equal to 2000 ppm (0.2% by weight). • Chloride concentration is greater than or equal to 500 ppm (0.05 % by weight). • pH is less than 5.5. For structural elements, the minimum resistivity of soil (or water) indicate the relative quantity of soluble salts present in the soil (or water). In general, a minimum resistivity value for soil (or water) less than 1000 ohm -cm indicates the presence of high quantities of soluble salts and a higher propensity for corrosion. Appropriate corrosion mitigation measures for corrosive conditions should be selected depending on the service environment, amount of aggressive ion salts (chloride or sulfate), pH levels and the desired service life of the structure. Laboratory test results performed on selected representative site samples indicated that the minimum resistivity is greater than 1000 ohm -cm suggesting presence of low quantities of soluble salts. Test results further indicated that pH is greater than 5.5, sulfate concentration is less than 2000 ppm, and chloride concentration is less than 500 ppm. Based on the results of available corrosion analyses, the project site is considered non- corrosive. The project site is not located within 1000 feet of salt or brackish water. VINIF. & MIDDLETON ENGINEERING, 1N('. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 9 NEW DWELLING STRUCTURE, HYGEIA AVENUE. ENCINITAS AUGUST 9. 2006 Based upon the result of the tested soil sample, the amount of water soluble sulfate (SO4) was found to be 0.003 percent by weight which is considered negligible according to the California Building Code Table No. 19 -A -4. Portland cement Type II may be used. Table 12 is also appropriate based on the pH- Resistivity test result: TABLE 12 Design Soil Type Gage 18 1 16 1 14 1 12 1 10 1 8 1 71 Years to Perforation of Steel Culverts-5 8 23 1 28 1 39 1 50 1 61 VII. CONCLUSIONS Based upon the foregoing investigation, construction of the new proposed residence at the study site is feasible from a geotechnical viewpoint. Adverse geologic conditions which could preclude site redevelopment were not indicated at the property. The following factors are unique to the property and will most impact project development from a geotechnical viewpoint: ` Natural Terrace Deposit soils directly underlie the planned construction area of the project site. Near - surface units are loose, disturbed sands that grade to a well - cemented and dense to very dense condition at depth. Significant slopes are not present nor are any planned. Slope stability is not a geotechnical concern in site redevelopment as currently proposed. Grade alterations are not planned and the proposed structure will be supported on extended piers and spread footings founded in competent Terrace Deposits with raised floors as shown on the current project foundation plans. Limited grading efforts in the form of backfilling excavations will be necessary in the case of extended piers and spread footings. The foundation excavations should also be laid back at the gradients specified in the following sections or vertical excavations provided with adequate shoring. In order to further minimize associated earthworks, deep caisson type foundations may also be considered as recommended below. Project Terrace Deposits below the upper loose and weathered zones are competent units that will provide an adequate foundation support. Depths to competent bearing strata for corresponding foundation types are provided in the following sections. VtNIF & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido. California 92029 -1229 • Phone (760) 743 -12I4 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 10 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 * On -site soils are predominantly granular sandy materials, and expansive soils will not be a factor in the construction of the project dwelling as proposed. Site soils primarily consist of sandy to silty sand (SP /SM) deposits with very low expansion potential (expansion index less than 21), according to the California Building Code classification (Table 18A -1 -B). * Groundwater was encountered at the depth of 15 feet below the existing grades at the time of our field investigation. The noted groundwater will not impact the planned new building or extended piers and spread pad footing type constructions. However, it will likely impact deep caisson type constructions requiring dewatering prior to the placement of steel cage and pouring the concrete as recommended below Adequate site surface drainage control is a critical factor in the future stability of the developed property as planned. Drainage facilities should be designed and installed for proper control and disposal of surface runoff. * Liquefaction and seismically induced settlements will not be a factor in the construction of the planned dwelling as proposed. * Post construction total and differential settlements are not expected to be a factor in the planned construction provided our recommendations are incorporated into the design and construction of the project. * Soil collapse will not be a factor in the new building construction as proposed, provided our recommendations are considered in the final designs. VIII. RECOMMENDATIONS The following recommendations are consistent with the indicated gectechnical conditions at the project site and should be reflected in final plans and implemented during the construction phase. Added or modified recommendations may also be appropriate and can be provided at the final plan review phase: A. Earthwork Operations No grading or grade alterations are planned at the site, and planned construction will consist of an above ground Japanese country style home supported on extended or deep foundations with raised floors. Consequently, project earthwork operations will predominantly consist of backfilling of foundation trench excavations in the case of extended pier and spread foundation support as currently proposed. None to minimal earthworks are expected in the case of deep caisson type foundation support. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92019 -1229 • Phone (760) 743 -12I4 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 11 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 All grading and earthworks should be completed in accordance with Appendix Chapter 33 of the California Building Code, local Grading Ordinances, the Standard Specifications for Public Works Construction and the requirements of the following sections wherever applicable: 1. Cleaning and Grubbing: Surface vegetation, trash, deleterious materials, and construction debris generated from the demolition of the existing structure and other unsuitable materials over the entire site should be removed and properly disposed of. Trash, vegetation and construction debris shall not be allowed to occur in construction areas or contaminate new site fills and backfills. Existing underground structures, pipes and utilities should be pot - holed, identified and marked prior to the actual trenching and construction work. In the event of a conflict between the specified depths and existing underground utility lines to remain, additional recommendations should be given by the project geotechnical engineer in the field based on actual conditions. All irrigation lines, tanks, structures and underground improvements should be properly removed from the construction areas. Abandoned irrigation lines should be properly capped and sealed off. Voids created by the removals of the abandoned underground pipes and structures should be properly backfilled with compacted fills in accordance with the requirements of this report. The prepared ground should be inspected and approved by the project geotechnical engineer or his designated field representative prior to the actual remedial grading works. 2. Temporary Excavation Slopes and Trenching: Undermining existing nearby improvements, structures and adjacent properties by the excavations and trenching operations should not be allowed. For this purpose, adequate excavation set backs shall be maintained and excavation slopes laid back at a safe gradients as specified herein and directed in the field. Temporary embankments and trench excavations less than 3 feet high maximum may be constructed at near vertical gradients if approved in the field. Trench and excavation slopes greater than 3 feet and less than 10 feet maximum may be constructed at near vertical within the lower 3 feet and laid back at 1:1 gradients within the upper portions. The remaining wedge of soil should then be properly benched and new fill /backfill tightly keyed -in as the fill placement progresses. Vertical construction slopes and trench excavations greater than 3 feet will require shoring and /or trench shield support as VINE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 12 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9. 2006 appropriate based on site conditions and should be anticipated. Any shoring and trench support which effectively provides safe and stable conditions and allows foundation constructions is acceptable unless otherwise specified. All temporary trenching and foundation excavations require continuous geotechnical inspections. Additional recommendations including revised slope gradients, set -backs and structural shoring /trench shield support should be given at that time as necessary. The project contractor shall also obtain appropriate permits, as needed, and conform to Cal -OSHA and local governing agencies' requirements for trenching /open excavations and safety of the workmen during construction. 3. Fill / Backfill Materials and Compaction: Excavated foundation and connecting grade beam trenches should be backfilled with properly compacted fills. Soils generated from the site trench excavations will predominantly consist of sandy deposits suitable for reuse as new compacted backfills. All trash, demolition debris, irrigation pipes, deleterious matter, roots, stumps and organic materials should be thoroughly removed and properly disposed of to the satisfaction of the project geotechnical engineer. Vegetation, trash and debris shall not be allowed to contaminate new site fills and backfills. Site fills and backfills should be adequately processed, moisture conditioned to slightly (2 %) above optimum levels, thoroughly mixed, placed in thin (8 inches maximum) uniform horizontal lifts, and mechanically compacted to a minimum 90% of the corresponding laboratory maximum dry density (ASTM D- 1557), unless otherwise specified. 4. Surface Drainage and Erosion Control: A critical element to the continued stability of the building pads is an adequate surface drainage system and storm water control. Surface and storm water shall not be allowed to impact the construction and improvement sites. Building pad surface run -off should be collected and directed away from the planned buildings and improvements to a selected location in a controlled manner. Area drains should be installed. 5. Engineering Inspections: All construction operations including trenching, excavations, suitability of earth deposits used as compacted backfill, and compaction procedures should be continuously inspected and tested by the project geotechnical consultant and presented in the final compaction report. V INJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 13 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 Geotechnical engineering inspections shall include but not limited to the following: * Initial Inspection - After the grading /brushing limits have been staked but before construction /brushing starts. * Excavation inspection - After the excavation is started but before the vertical depth of excavation is more than 3 feet. Local and Cal -OSHA safety requirements for open excavations apply. * Fill /backfill Inspection -After the fill /backfill placement is started but before the vertical height of fill /backfill exceeds 2 feet. • Foundation trench inspection - After the foundation trench excavations but before steel placement. • Geotechnical foundation /slab steel inspection - After steel placement is completed but before the scheduled concrete pour. Underground /utility trench inspection - After the trench excavations but before placement of pipe bedding or installation of the underground facilities. Local and Cal -OSHA safety requirements for open excavations apply. Inspection of the pipe bedding may also be required by the project geotechnical engineer. Underground utility /plumbing trench backfill inspection - After the backfill placement is started above the pipe zone but before the vertical height of backfill exceeds 2 feet. Testing of the backfill within the pipe zone may also be required by the governing agencies. Pipe bedding and backfill materials shall conform to the governing agencies' requirements and project soils report if applicable. All trench backfills shall be mechanically compacted to a minimum 90% compaction levels unless otherwise specified. Plumbing trenches over 12 inches deep maximum should be mechanically compacted and tested for a minimum of 90% compaction levels. Flooding or jetting techniques as a means of compaction method shall not be allowed. * Improvements subgrade inspections - Prior to the placement of concrete for proper moisture and specified compaction levels. V IN)E & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Fscondido, California 92029 -1229 • Phone (760) 743 -I214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 14 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 B. Foundations The proposed building may be supported on extended piers on spread footings as shown on the current project foundation plans or deep caisson foundations. Both foundation systems should be extended into the competent Terrace Deposits at suitable bearing depths as specified herein. Added or modified recommendations may also be necessary and should be given at the time of final foundation plan review phase. 1. Extended Piers on Spread Footings: Spread pad and pier footings with interconnecting grade beams as shown on the project foundation plans are acceptable from a geotechnical viewpoint. Five feet square spread footings and 24 inches diameter piers are proposed. Foundation excavations should expose competent, dense to very dense undisturbed natural Terrace Deposits within the bottom 2 feet as approved in the field. The following geotechnical parameters are also appropriate and should be considered in the final designs and implemented during the construction phase where applicable: • Minimum depth to competent bearing strata for spread pad footings . 5 ft. • Minimum thickness of spread pad footings ..................... 2 ft. (minimum 7 feet from ground surface to bottom of footing). • Minimum dimensions of interconnecting grade beams .... 1'/2 ft. by 2 ft. (with by depth). Passive resistance (spread footing only) .. ..... ........... 300 pcf • Net allowable bearing capacity ............ ..... ....... 2500 psf. • Co- efficient of friction ...... ............................... 0.41 Notes: ` The passive resistance provided can be increased by the amount of the designated value for each foot of depth to a maximum 3000 psf. Use a minimum 3000 psi (f c) concrete for spread footings, grade beams and pier designs. ' Actual depths to competent Terrace Deposits may vary at the site and should be confirmed by geotechnical inspections at the time of foundation trenching. A set of final foundation plans may be provided to us for review. Additional recommendations will be given at that time if it becomes necessary. VINJE &. MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -I214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 15 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 ' All foundation and grade beam trenching and constrictions should be inspected and approved by the project geotechnical consultant prior to the placement of reinforcing steel and pouring the concrete. Upon completion of foundation constructions, the remaining excavations created by trenching should be backfilled as specified herein. 2. Deep Caisson Foundation Support: As an alterative, deep caisson foundations may considered for building support. In this case, grading works in the form of trench backfilling will not be required. Interconnecting grade beams constructed at the top of caissons will still be required as determined by the project structural engineer. Associated earthworks will primarily consist of removal and disposal of spoils generated from the caisson shaft drilling and grade beam excavations. Detailed designs should be provided by the project structural engineer. The following soil parameters are appropriate based on our study and experience with similar earth deposits as well as site geotechnical conditions and should be used in the structural designs, where applicable: Estimated depths to competent Terrace Deposits ............. 14 feet. • Minimum caisson embedment depth into competent Terrace Deposits .... 6feet • Minimum caisson diameter . . . . . . . . . . . . . . . . . . . . 2Y� feet • Passive resistance (portion embedded below 14 feet only) . . . 450 pcf • Net allowable tip capacity in compression . . . . . . . . . . . . 5 ton(s) • Depth to point of fixity below contact with the competent units . . . 1 -foot • Co- efficient of friction (portion embedded into the firm bedrock only) 0.41 Notes: The passive resistance provided for the competent Terrace Deposits (below 14 feet) can be increased by the amount of the designated value for each additional foot of depth to a maximum 4500 psf. Use a minimum 3000 psi (fc) concrete for caisson and grade beam designs. Caisson drilling will encounter groundwater below the depths of 15 feet. Standing water shall not be allowed at the bottom of caisson shaft during the steel cage placement and concrete pour. All shafts should be properly dewatered to the satisfaction of the project geotechnical consultant. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -12I4 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 16 NEW DWELLING STRUCTURE. HYGEIA AVENUE. ENCINITAS AUGUST 9. 2006 All shafts should be thoroughly cleaned to the satisfaction of the project geotechnical consultant using a "clean -out" bucket. Free -fall of concrete in the drill shafts shall not be allowed. Concrete can be placed only upon approval of the geotechnical consultant using the "tremmie" techniques. All drilled shafts shall be plumb. Drill shafts which are more than 1 % of their height maximum out -of -plumb shall be rejected and re- drilled. Actual depths to competent Terrace Deposits may vary at the site and should be determined by geotechnical inspections and physical measurements at the time of caisson shaft inspections. A set of foundation plans may be provided to us for review. Additional recommendations will be given at that time if it becomes necessary. All caisson shafts should be inspected and approved by the project geotechnical consultant prior to the placement of steel cage and pouring the concrete. C. Exterior Concrete Slabs / Flatworks 1. All exterior slabs (walkways, and patios) should be a minimum 4 inches in thickness reinforced with 6x6/10x10 welded wire mesh carefully placed mid - height in the slab. There should be a minimum 12 inches of 90% compacted fills beneath all exterior slabs. 2. Provide "tool joint' or " softcut contraction /control joints spaced 10 feet on center (not to exceed 12 feet maximum) each way. Tool or cut as soon as the slab will support weight and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1 -inch but should not exceed 1'/4- inches deep maximum. In case of softcut joints, anti -ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. 3. Subgrade soils should be tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant prior to the placement of concrete. VINIE & MIDDLETON ENGINEERING„ INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760)743- 12 14 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 17 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 D. Lateral Pressures and Soil Parameters The following soil design parameters are based upon tested representative samples of on -site earth deposits. All parameters should be re- evaluated when the characteristics of the final as- graded soils have been specifically determined: * Design wet density of undisturbed Terrace Deposits = 134 pcf. * Design angle of internal friction of undisturbed Terrace Deposits = 34 degrees. Design active soil pressure for retaining structures = 38 pcf (EFP), level backfill, cantilever, unrestrained walls. ` Design at -rest soil pressure for retaining structures = 59 pcf (EFP), non - yielding, restrained walls. * Design passive soil resistance for retaining structures = 450 pcf (EFP), level surface at the toe. * Design net allowable foundation pressure for undisturbed competent Terrace Deposits (minimum 18 inches wide by 24 inches deep footings) = 2500 psf. * Design coefficient of friction for concrete on soils = 0.41. Notes: * Use a minimum safety factor of 1.5 for wall over - turning and sliding stability. However, because large movements must take place before maximum passive resistance can be developed, a minimum safety factor of 2 may be considered for sliding stability, particularly where sensitive structures and improvements are planned near or on top of retaining walls. * When combining passive pressure and frictional resistance the passive component should be reduced by one - third. * The indicated net allowable foundation pressure provided herein was determined based on a minimum 18 inches wide by 24 inches deep footings and may be increased by 20% for each additional foot of depth and 20% for each additional foot of width to a maximum 4500 psf The allowable foundation pressures provided herein also apply to dead plus live loads and may be increased by one -third for wind and seismic loading. E. Asphalt and PCC Pavement Design Specific pavement designs can best be provided at the completion of subgrade preparations based on R -value tests of the actual finish grade soils. The following structural sections may be considered for initial planning phase cost estimating purposes only (not for construction): VINIE & MIDDLETON ENGINEERING, INC. * 2450 Auto Park Way • Escondido, California 92029 4229 -Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 18 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 1 Asphalt Pavings - A minimum section of 4 inches asphalt on 6 inches Caltrans Class 2 aggregate base or the minimum structural section required by the City of Encinitas, whichever is more, may be considered for on -site asphalt paving surfaces outside private and public right -of -way. Final structural section design will depend on actual R -value test results, design TI and approval of the City of Encinitas. Base materials should be compacted to a minimum 95% of the maximum dry density (ASTM D- 1557). Subgrade soils beneath the asphalt paving surfaces should be compacted to a minimum 95% of the corresponding maximum dry density within the upper 12 inches. 2 PCC Pavings - Residential PCC driveways and parking supported on very low expansive (expansion index less than 21) subgrade soils should be a minimum 5 inches in thickness, reinforced with #3 reinforcing bars at 18 inches on center each way, placed mid - height in the slab. Subgrade soils beneath the PCC driveways and parking should also be compacted to a minimum 90% of the corresponding maximum dry density within the upper 6 inches. Provide "tool joint' or " softcut' contraction /control joints spaced 12 feet on center (not to exceed 15 feet maximum) each way. Tool or cut as soon as the slab will support weight and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1 -inch but should not exceed 1'/4- inches deep maximum. In case of softcut joints, anti -ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. 3. General Paving - Base section and subgrade preparations per structural section design, will be required for all surfaces subject to traffic including roadways, travelways, drive lanes, driveway approaches and ribbon (cross) gutters. Driveway approaches within the public right -of -way should have 12 inches subgrade compacted to a minimum 95% compaction levels, and provided with a 95% compacted Class 2 base section per the structural section design. Base layer under curb and gutters should be compacted to a minimum 95% while subgrade soils under curb and gutters, and base and subgrade under sidewalks should be compacted to a minimum 90% compaction levels. Base section may not be required under curb and gutters, and sidewalks in the case of very low expansive subgrade soils (expansion index less than 21). Appropriate recommendations should be given in the final as- graded compaction report. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 19 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 Base and subgrade soils should be tested for proper moisture and specified compaction levels, and approved by the project geotechnical consultant prior to the placement of the base or asphalt/PCC finish surface. F. General Recommendations 1. The minimum foundation design provided herein are based on soil characteristics and are not intended to be in lieu of structural considerations. 2. Adequate staking and grading control is a critical factor in properly completing the recommended operations. Construction control staking should be provided by the project grading contractor or surveyor /civil engineer, and is beyond the geotechnical engineering services. Inadequate staking and /or lack of grading control may result in unnecessary additional work which will increase construction costs. 3. Open or backfilled trenches parallel with a footing shall not be below a projected plane having a downward slope of 1 -unit vertical to 2 units horizontal (50 %) from a line 9 inches above the bottom edge of the footing, and not closer than 18 inches form the face of such footing. 4. Where pipes cross under - footings, the footings shall be specially designed. Pipe sleeves shall be provided where pipes cross through footings or footing walls, and sleeve clearances shall provide for possible footing settlement but not less than 1 -inch all around the pipe. 5. Foundations where the surface of the ground slopes more than 1 -unit vertical in 10 units horizontal (10% slope) shall be level or shall be stepped so that both top and bottom of such foundations are level. Individual steps in continuous footings shall not exceed 18 inches in height and the slope of a series of such steps shall not exceed 1 -unit vertical to 2 units horizontal (50 %) unless otherwise specified. The steps shall be detailed on the structural drawings. The local effects due to the discontinuity of the steps shall also be considered in the design of foundations as appropriate and applicable. 6. Expansive clayey soils should not be used for backfilling of any retaining structure. All retaining walls should be provided with a 1:1 wedge of granular, compacted backfill measured from the base of the wall footing to the finished surface and a well- constructed back drainage as shown on the enclosed Plate 5. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auro Parkway • Escondido, California 92029 -1229 • Phone (760) 743.1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 20 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 7. All underground utility and plumbing trenches should be mechanically compacted to a minimum 90% of the maximum dry density of the soil unless otherwise specified. Care should be taken not to crush the utilities or pipes during the compaction of the soil. Non - expansive, granular backfill soils should be used. Trench backfill materials and compaction beneath pavements within the public right -of -way shall also conform to the City of Encinitas requirements. 8. Site drainage over the finished pad surfaces should flow away from structures onto the street in a positive manner. Care should be taken during the construction, improvements, and fine grading phases not to disrupt the designed drainage patterns. Roof lines of the buildings should be provided with roof gutters. Roof water should be collected and directed away from the buildings and structures to a suitable location. 9. Provide appropriate cross ventilation per applicable codes and adequate underfloor drainage for the planned crawl spaces. Sensitive covering which can not tolerate minor deflections may also not be considered in the case of raised wood floors. 10. Final plans should reflect preliminary recommendations given in this report. Final foundations and grading plans may also be reviewed by the project geotechnical consultant for conformance with the requirements of the geotechnical investigation report outlined herein. More specific recommendations may be necessary and should be given when final grading and architectural /structural drawings are available. 11. All foundation trenches should be inspected to ensure adequate footing embedment and confirm competent bearing soils. Foundation reinforcements should also be inspected and approved by the project geotechnical consultant. 12. The amount of shrinkage and related cracks that occurs in the concrete slab - on- grades, flatworks and driveways depend on many factors the most important of which is the amount of water in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum the following should be considered- * Use the stiffest mix that can be handled and consolidated satisfactorily. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760)743-12 14 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 21 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 Use the largest maximum size of aggregate that is practical. For example, concrete made with 3/e -inch maximum size aggregate usually requires about 40 -lbs. more (nearly 5 -gal.) water per cubic yard than concrete with 1 -inch aggregate. . Cure the concrete as long as practical. The amount of slab reinforcement provided for conventional slab -on -grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests where appropriate and applicable are provided. 13. A preconstruction meeting between representatives of this office, the property owner or planner, city inspector as well as the grading contractor /builder is recommended in order to discuss grading /construction details associated with site development. IX. LIMITATIONS The conclusions and recommendations provided herein have been based on available data obtained from the review of pertinent reports and plans, subsurface exploratory excavations as well as our experience with the soils and formational materials located in the general area. The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area, however, earth materials may vary in characteristics between excavations. Of necessity we must assume a certain degree of continuity between exploratory excavations and /or natural exposures. It is necessary, therefore, that all observations, conclusions, and recommendations be verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required. The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner /developer to ensure that these recommendations are carried out in the field. It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on -site drainage patterns. VINJE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido. California 92029 -1229 • Phone (760) 74342I4 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 22 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 The firm of VINJE & MIDDLETON ENGINEERING, INC., shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control. The property owner(s) should be aware that the development of cracks in all concrete surfaces such as floor slabs and exterior stucco are associated with normal concrete shrinkage during the curing process. These features depend chiefly upon the condition of concrete and weather conditions at the time of construction and do not reflect detrimental ground movement. Hairline stucco cracks will often develop at window /door corners, and floor surface cracks up to I/a -inch wide in 20 feet may develop as a result of normal concrete shrinkage (according to the American Concrete Institute). This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative development plan, especially with respect to the height and location of cut and fill slopes, this report must be presented to us for review and possible revision. This report is issued with the understanding that the owner or his representative is responsible to ensure that the information and recommendations are provided to the project architect /structural engineer so that they can be incorporated into the plans. Necessary steps shall be taken to ensure that the project general contractor and subcontractors carry out such recommendations during construction. The project soils engineer should be provided the opportunity for a general review of the project final design plans and specifications in order to ensure that the recommendations provided in this report are property interpreted and implemented. The project soils engineer should also be provided the opportunity to verify the foundations prior the placing of concrete. If the project soils engineer is not provided the opportunity of making these reviews, he can assume no responsibility for misinterpretation of his recommendations. Vinje & Middleton Engineering, Inc., warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended. Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #06 -290 -P will help to expedite our response to your inquiries. VINJE R MIDDLETON ENGINEERING, INC. • 2450 Auto Park Wav • Escondido, California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION NEW DWELLING STRUCTURE. HYGEIA AVENUE, ENCINITAS We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. Dennis Middleton CEG #980 S. ehdi S. RCE #46174 < --D GEoz� o CEG 980 Z t CERTIFIED ENGINEERING 6XP 8 31 -D1 g s'T•gTF OF' C A` \4-o No 46174 rr Exp. 12 -31 -06 (� �OF Ck Steven J. Melzer CEG #2362 DM /SMSS /SJM /jt Distribution: Addressee (5) c /jt/myfil es /prelims.06 /06 -290 -P •© 1 PAGE 23 AUGUST 9. 2006 VINIE & MIDDLETON ENGINEERING, INC. • 24$0 Auto Park%Y • Escondido, Cahfornia 92029 -1229 • Phone (760) 743 -1214 rasz � CERTIFIED ENGINEERING pEOLOGt6T \N EXD.531 -07. •© 1 PAGE 23 AUGUST 9. 2006 VINIE & MIDDLETON ENGINEERING, INC. • 24$0 Auto Park%Y • Escondido, Cahfornia 92029 -1229 • Phone (760) 743 -1214 REFERENCES Annual Book of ASTM Standards, Section 4 - Construction, Volume 04.08: Soil And Rock (1); D 420 - D 5611, 2005. Annual Book of ASTM Standards, Section 4 - Construction, Volume 04.09: Soil And Rock (II); D 5714 - Latest, 2005. Highway Design Manual, Caltrans. Fifth Edition. Corrosion Guidelines, Caltrans, Version 1.0, September 2003. California Building Code, Volumes 1 & 2, International Conference of Building Officials, 2001. "Green Book" Standard Specifications For Public Works Construction, Public Works Standards, Inc., BNi Building News, 2003 Edition. California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, DMG Special Publication 117, 71p. California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1986 (revised), Guidelines for Preparing Engineering Geology Reports: DMG Note 44. California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1986 (revised), Guidelines to Geologic and Seismic Reports: DMG Note 42. EQFAULT, Ver. 3.00, 1997, Deterministic Estimation of Peak Acceleration from Digitized Faults, Computer Program, T. Blake Computer Services And Software. EQSEARCH, Ver 3.00, 1997, Estimation of Peak Acceleration from California Earthquake Catalogs, Computer Program, T. Blake Computer Services And Software. Tan S.S. and Kennedy, M.P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California, Plate(s) 1 and 2, Open File -Report 96 -02, California Division of Mines and Geology, 1:24,000. UBCSEIS, Ver. 1.03, 1997, Computation of 1997 Uniform Building Code Seismic Design Parameters, Computer Program, T. Blake Computer Services And Software. "Proceeding of The NCEER Workshop on Evaluation of Liquefaction Resistance Soils," Edited by T. Leslie Youd And Izzat M. Idriss, Technical Report NCEER -97 -0022, Dated December 31, 1997. "Recommended Procedures For Implementation of DMG Special Publication 117 Guidelines For Analyzing And Mitigation Liquefaction In California," Southern California Earthquake center; USC, March 1999. "Soil Mechanics," Naval Facilities Engineering Command, DM 7.01. "Foundations & Earth Structures," Naval Facilities Engineering Command, DM 7.02. 'Introduction to Geotechnical Engineering, Robert D. Holtz, William D. Kovacs. "Introductory Soil Mechanics And Foundations: Geotechnical Engineering," George F. Sowers, Fourth Edition. "Foundation Analysis And Design," Joseph E. Bowels. Caterpillar Performance Handbook, Edition 29, 1998. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map Series, No. 6. Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, Special Report 131, California Division of Mines and Geology, Plate 1 (East/West), 12p. Kennedy, M.P. and Peterson, G.L., 1975, Geology of the San Diego Metropolitan Area, California: California Division of Mines and Geology Bulletin 200, 56p. V IN] E &. MIDDLE]ON ENGINEERING, INC. • 24SO Auto Park Way • Escondido, California 92029 -1229 • Phonc (760) 743 -1214 Kennedy, M.P. and Tan, S.S., 1977, Geology of National City, Imperial Beach and Otay Mesa Quadrangles, Southern San Diego Metropolitan Area, California, Map Sheet 24, California Division of Mines and Geology, 1:24,000. Kennedy, M.P., Tan, S.S., Chapman, R.H., and Chase, G.W., 1975, Character and Recency of Faulting, San Diego Metropolitan Areas, California: Special Report 123, 33p. Caterpillar Performance Handbook, Edition 29, 1998. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map Series, No. 6. Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, Special Report 131, California Division of Mines and Geology, Plate 1 (East/West), 12p. Kennedy, M.P and Peterson, G.L., 1975, Geology of the San Diego Metropolitan Area, California: California Division of Mines and Geology Bulletin 200, 56p. Kennedy, M.P. and Tan, S.S., 1977, Geology of National City, Imperial Beach and Otay Mesa Quadrangles, Southern San Diego Metropolitan Area, California, Map Sheet 24, California Division of Mines and Geology, 1:24,000. Kennedy, M.P., Tan, S.S., Chapman, R.H., and Chase, G.W., 1975, Character and Recency of Faulting, San Diego Metropolitan Areas, California: Special Report 123, 33p. "An Engineering Manual For Slope Stability Studies," J.M. Duncan, A.L. Buchignani And Marius De Wet, Virginia Polytechnic Institute And State University, March 1987. "Procedure To Evaluate Earthquake- Induced Settlements In Dry Sandy Soils," Daniel Pradel, ASCE Journal Of Geotechnical & Geoenvironmental Engineering, Volume 124, #4, 1998. VINE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 !t (LAT.o 3. a LONG: ' 7.3004 or P.IE �_p M McN1E PA tit �+ 8 I j.,i01 9w vADO DH OF-0 Sl1 oR ¢ EOLAL'CiRS �4 2 sT \\ gE STa S'Si SITE ranwwrrm "YLOCATION ��aila P1 k wa < W Wj PASSIF ORA PL $11A 900NW Si �G PL9 S U BLA ST N � Elxlose .�sxn �i A LN ST Np SL CT aLVIi0 ar N VISO eavtle waY Lll. CFi -S?Y Slen vlry P V. Ga 'k � GuE� JDELE �E we Pi k OuW Pak Eo t.M m � G tlAn y?�J yya �I5 1 � o RTA �' ?1TA SEAMST WAY As rsv' Lvl! ST 1 EFS CA EOS W6 EMNOM t ^�20SOR Y 3+2002 D Larmo. Top USA e, D.. ..p H,W wnwAaorm..00m ' ��� Ul VX SITE PLAN, PLATE 2 1060 HYGEIA AVENUE, ENCINITAS L Cross — Section line Location of test boring Scale: 1 " =20' NISIHI - GASHOUR PROPOSED RESIDENGE GEOLOCUC C ROSS °SSECTM Proposed Dwelling T -' -- -' I Existing - TERRACE DEG°OMT - -O'GW _- - -- — — Scale: 1 " =20' /_ no HYGEIA AVE - -, 100 - -- 90 80 1�U Haiku Houses C�^rY Hw of 16M C nt Jopon Gorp� ors.. XJI Fox Wey % 3 w.. 77�t (615) rNm. 6 T� nmm .e 73 -9024 oflk, (615) 673 -9026 fL, PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS 0 - 4 SYMBOL 4- 10 MEDIUM DENSE GRAVELS CLEAN GW Well graded gravels, gravel -sand mixtures, little or no fines. w °o MORE THAN HALF GRAVELS (LESS THAN 8-18 VERY STIFF GP Poorly graded gravels o gravel -sand mixtures, little or no fines. t - N � c OF COARSE 5% FINES) GRAVEL GM Silty gravels, gravel -sand -silt mixtures. non - plastic fines. 2 2 FRACTION IS o LL W LARGER THAN WITH QOw = NO. 4 SIEVE FINES GC Clayey gravels, gravel -sand -clay mixtures, plastic fines. ti Ir (9 = SANDS CLEAN SW Well graded sands, gravelly sands, little or no fines. Q W w z w 55 n Q Q MORE THAN HALF SANDS ( LESS THAN SP Poorly graded sands or gravelly sands, little or no fines. Q x ¢¢ p OF COARSE 5% FINES) I j J FRACTION IS SANDS SM Silty sands, sand -silt mixtures, non - plastic fines. O ¢ Ln SMALLER THAN WITH fNO. 4 SIEVE FINES SC Clayey sands. sand -clay mixtures, plastic fines. W ML Inorganic silts and very fine sands, rock flour, silty or clayey fine w 2 N rn O w rn SILTS AND CLAYS sands or clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity, gravelly clays, sandy O J¢ > LIQUID LIMIT IS #1 < � w Z-0 LESS THAN 50% clays, silty clays, lean clays. OL Organic silts and organic silty clays of low plasticity . `p = to Z ZQ rn 0 O 2 Q N MH Inorganic silts, micaceous or diatomaceous fine sandy or silty ¢ C? SILTS AND CLAYS soils, elastic silts. W z p 1 z LIQUID LIMIT IS CH Inorganic clays of high plasticity, fat clays. LL i = GREATER THAN 50% F OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS PT Peat and other highly organic sails. GRAIN'SIZES U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4" 3" 12" I SAND GRAVEL SILTS AND CLAYS COBBLES BOULDERS FINE MEDIUM COARSE I FINE I COARSE RELATIVE DENSITY ANDS, GRAVELS AND NON - PLASTIC SILTS BLOWS /FOOT VERY LOOSE 0 - 4 LOOSE 4- 10 MEDIUM DENSE 10-30 DENSE 30-50 VERY DENSE OVER 50 CONSISTENCY CLAYS AND PLASTIC SILTS STRENGTH BLOWS /FOOT VERY SOFT 0 - ' / 4 0 - 2 SOFT . - y. 2 -4 FIRM 1A -1 4.8 STIFF 1 - 2 8-18 VERY STIFF 2 - 4 16-32 HARD OVER 4 OVER 32 1. Blow count, 140 pound hammer falling 30 inches on 2 inch O.D. split spoon sampler (ASTM D -1586) 2. Unconfined compressive strength per SOILTEST pocket penetrometer CL -700 Sand Cone Test Bulk Sample I 248 = Standard Penetration Test (SPT) (ASTM D -1586) with blow counts per 6 inches ❑ Chunk Sample 0 Driven Rings I 1 248 - California Sampler with blow counts per 6 inches VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Ave., #102 Escondido, CA 92029 -1229 KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTM D -2' PROJECT NO. N 11 BORING LOG DEPTH SAMPLE Description USGS MOISTURE DRY DENSITY DRY RELATIVE DEPTH SAMPLE Description USGS MOISTURE DENSITY COMPACTION FT SYMBOL I %) (PCF) (%) 0 - TERRACE DEPOSIT: loose in upper 2'/,' Slightly moist. Silty fine sand. Red -brown color. Dry and SM /SP loose in upper 2'. Slightly moist 5- 0111111 Weathered and weakly cemented. Dense 7.1 124.9 925 From 6', soil color is tan -red. Grades fine to 18.27 below. medium grained. Weakly cemented. 5- ST -1 - From 6', color grades to tan -red. Weakly - - - cemented. Sand. Tan color. Medium grained. Very sample - O moist. Friable to well - cemented- Dense to SP 4.0 disturbed - 10,20 From 12', grades to cemented. Dense. Soil 10- is very moist to wet. - ST -1 18.30,40 sample at 18'. ST -2 sample - Ozs.sors" 18.0 disturbed 15- FNocaving. oring at 19' - End Boring at 14'. -20- Groundwater at 15'. No caving. No groundwater Bulk Sample ■ PROJECT: 1060 HYGEIA AVENUE, ENCINITAS BORING LOG DEPTH SAMPLE Description USGS MOISTURE DRY DENSITY RELATIVE COMPACTION SYMBOL I %) (PCF) ( %) 0 - TERRACE DEPOSIT: Silty fine sand Red -brown color. Dry and SM /SP loose in upper 2'/,' Slightly moist. 12.14,13 Weathered and weakly cemented. Dense below. 5- From 6', soil color is tan -red. Grades fine to medium grained. Weakly cemented. ST -1 - - 11,15,16 10- Sand. Tan color. Medium grained. Very - moist. Friable to well - cemented- Dense to SP very dense. At 15', groundwater. From 17', includes gravel. No recovery of - 15 - 18.30,40 sample at 18'. ST -2 - 118,50,6" FNocaving. oring at 19' -20- Groundwater at 15'. Bulk Sample ■ PROJECT: 1060 HYGEIA AVENUE, ENCINITAS Ring Sample J Project No: 06 -290 -P Date Drilled: 7 -6 -06 Logged By: DM SPT Sample Ij Water Table V Drill, Sample Method: Truck - mounted rotary drill. 8" hollow stem auger 140 -lb. ' Hammer, 30" Drop - Rope and Cathead 5' AW Rods. PLATE 3 N. e •e s••..e •'a e • e • 4 e J ti el _ e S 30 20 b 0 30 MILES FAULT - EPICENTER MAP SAN DIEGO COUNTY REGION INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900 -1974) Map data is compiled from various sources including California Division of Mines and Geology, California Institude of Technology and the National Oceanic and Atmospheric Administration. Map is reproduced from California Division of Mines and Geology, "Earthquake Epicenter Map of California; Map Sheet 39." Earthquake Magnitude . _ ........... 4.0 TO 4.9 O ........... 5.0 TO 5.9 PROJECT: Job #06 -290 -P ............ 6.0 TO 6.9 HYGEIA AVENUE ENCINITAS O .......... 70 TO 7.9 - - -- - Fault. PLATE: 4 \1� RETAINING WALL DRAIN DETAIL Typical - no scale Granular, non - expansive backfill. Compacted. Waterproofing . Filter Material. Crushed filter fabric) or Class 2 Perforated drain pipe ;•: •,i?::- :r lli� (see specifications below'. _1'�I Competent, approved soils or bedrock CONSTRUCTION SPECIFICATIONS: rock (wrapped in Permeable Material SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL (66- 1.025) U.S. STANDARD SIEVE SIZE 'PASSING 1" 100 3/4 90 -100 3f8 4a -100 No 4 25.40 No.8 18-33 No. 30 5.15 No, 50 0-7 No 200 0 -3 Sand Equivalent > 75 1 Provide granular, non - expansive backfill soil in 1.1 gradient wedge behind wall. Compact backfill to minimum 90% of laboratory standard 2. Provide back drainage for wall to prevent build -up of hydrostatic pressures. Use drainage openings along base of wall or back drain system as outlined below. 3 Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable outlet at minimum 1 %. Provide 3/." - 1'h" crushed gravel filter wrapped in filter fabric (Mirafi 140N or equivalent). Delete filter fabric wrap if Caltrans Class 2 permeable material is used Compact Class 2 material to minimum 900/6 of laboratory standard 4. Seal back of wall with waterproofing in accordance with architect's specifications. 5. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to minimum 2% flow away from wall is recommended. Use 1'F: cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used VINJE & MIDDLETON ENGINEERING, INC. PLATE 5 Preliminary Geotechnical Investigation New Dwelling Structure 1060 Hygeia Avenue Encinitas, California August 9, 2006 Prepared For: KAREN NISHI 1060 Hygeia Avenue Encinitas, California 92024 Prepared By: VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, Suite 102 Escondido, California 92029 Job #06 -290 -P VINIE & MIDDLETON ENGINEERING, INC. Job #06 -290 -P August 9, 2006 Karen Nishi 1060 Hygeia Avenue Encinitas, California 92024 2450 Vineyard Avenue Escondido, California 92029 -1229 Phone(760)743 -1214 Fu (760) 739 -0343 PRELIMINARY GEOTECHNICAL INVESTIGATION, NEW DWELLING STRUCTURE, 1060 HYGEIA AVENUE, ENCINITAS, CALIFORNIA Pursuant to your request, Vinje and Middleton Engineering, Inc. has completed the attached Preliminary Geotechnical Investigation Report for the above referenced project site The following report summarizes the results of our field investigation, including laboratory analyses and conclusions, and provides recommendations for the proposed development as understood. From a geotechnical engineering standpoint, it is our opinion that the site is suitable for the planned single - family custom home development and associated improvements provided the recommendations presented in this report are incorporated into the design and construction of the project. The conclusions and recommendations provided in this study are consistent with the indicated site geotechnical conditions and are intended to aid in preparation of final development plans and allow more accurate estimates of development costs. If you have any questions or need clarification, please do not hesitate to contact this office. Reference to our Job #06 -290 -P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. ��P£DGeo4\ 0 v�5 MIDG1�, oZ CEG 980 * ENG NEIERNG Dennis Middleton EXV 8-;1-0' ,e CEG #980 �9TFOF CAO' DM /jt TABLE OF CONTENTS PAGE NO. I. INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 II. SITE DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 III. PROPOSED DEVELPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 V. GEOTECHNICAL CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . 2 A. Earth Materials . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . .. . 2 B. Groundwater and Surface Drainage . . . . . . . . . . . . . . .. . . . . . 2 C. Faults / Seismicity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 D. Geologic Hazards . . . . . . . . . .. . . . . . .. . . . . . . . . . . . . . 5 E. Laboratory Testing / Results . . . . . . . . . . . . . . . . . . . . . . . . . 5 VI. SITE CORROSION ASSESSMENT . . . . . . . . . . . . . . . . . . . . . . . . 8 ►y1111111061611 IQ 4 W 1 [ * ] L) > VIII. RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 A. Earthwork Operations . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 B. Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 C. Exterior Concrete Slabs / Flatworks ...... ... .. .... . . . . . 16 D. Lateral Pressures and Soil Parameters . . . . . . . . . . . . . . . . . . 17 E. Asphalt and PCC Pavement Design . . . . . . . . . . . . . . . . . . . . 17 F. General Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . 19 IX. LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21 REFERENCES I fll 4 1 =111 2 Is] Fault Zone . . . . . . . . . . . .. . ..... . . . ..... .. . . .. . . 1 Site Specific Seismic Parameters . ....... . . . ... .. . . . . .. . . . . 2 Soil Type .......... ..............................3 Grain Size Analysis . ..... .. . . .. . . . . . . . . . . .. . . .. .. . . . . 4 Maximum Dry Density and Optimum Moisture Content . . . .. .. .. . . . . . . 5 TABLE OF CONTENTS (continued) Moisture - Density Tests (Undisturbed Ring Samples) .. . .......... . . . 6 Expansion Index Test . . . . . . . . . . . . . . . . .... ........ .. . . . 7 Direct Shear Test . . . . . . . . . . . . . . . . . . . ..... ...... . . . . . 8 pH and Resistivity Test . . . . . . . . . . . . . . . . ............. . . . 9 Sulfate Test . . . . . . . . . . . . . . . . . . . . . . .. ......... ... . 10 Chloride Test . . . . . . . . . . . . . . . . . . . . . . ........ . . . . . . . 11 Years to Perforation of Steel Culverts . . . . . . . . .. ........ . . . . . 12 PLATE NO. Regional Index Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Site Plan .......... ..............................2 Boring Logs (with key) . . . .. . . . . . .. . .. ... .............. 3 Fault - Epicenter Map . . . . . . . . . . . .. . .. ... ........... ... 4 Retaining Wall Drain Detail . . . . . . . . ........ ........... ... 5 PRELIMINARY GEOTECHNICAL INVESTIGATION NEW DWELLING STRUCTURE 1060 HYGEIA AVENUE ENCINITAS, CALIFORNIA INTRODUCTION The property investigated in this work is undeveloped terrain in the western half of a residential lot at the above - referenced address. The site location is depicted on a Regional Index Map enclosed with this report as Plate 1. The lot presently supports an older building which we understand is planned for demolition, and replacement of a new custom home constructed at approximate existing grade levels. Consequently, the purpose of this work was to determine geotechnical conditions beneath the planned building structure and evaluate their influence upon the proposed construction. Test borings and soil sampling / testing were among the activities conducted in this regard which has resulted in foundation and construction recommendations presented herein. This report is limited to areas of the property presently planned for the support of new custom home construction as delineated herein. Other areas of the property not investigated are beyond the scope of this work. SITE DESCRIPTION The project site is a rectangular- shaped lot that descends gently to the west. Topographic relief approaches 14 feet maximum from the highest areas along Hygeia Avenue. Detailed topographic conditions at the property are shown on a Site Plan enclosed with this report as Plate 2. The east portion of the lot supports an older dwelling and entrance driveway. Remaining areas planned for new construction are grass- covered and support several older fruit trees. Site drainage generally sheet -flows westward toward off -site properties. Scouring or surface erosion resulting from site run -off is not in evidence. III. PROPOSED DEVELOPMENT Building architectural and foundation plans are completed and were made available for our review. The planned construction will consist of a new custom home in the west portion of the property approximately as shown on Plate 2. Based on the project plans, the new Japanese country style residence will have a wood frame construction with elevated wood girders and floor joists supported on four pier and spread footings. Little or no grade alterations are proposed and no new slopes will be created. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Vincvard Avenue • Escondido, California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 2 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 IV. SITE INVESTIGATION Geotechnical conditions at the project site were chiefly determined from the excavation of two exploratory test borings dug with a truck - mounted drill. The borings were logged by our project geologist, who also supervised in -situ soil testing and retained representative driven and bulk samples at selected soil horizons. Boring locations are shown on Plate 2. Logs of the Borings are enclosed with this report as Plate 3. Field and laboratory test results are presented in a following section herein. V. GEOTECHNICAL CONDITIONS The project site is natural terrain directly underlain by Pleistocene age Terrace deposit soils that are widely exposed in local coastal areas. Existing fills or other surficial deposits are not apparent at the property. Slopes or significant embankments are not present on or in near proximity to the property. The following geotechnical conditions are apparent and will impact the planned construction: A. Earth Materials Local Terrace Deposit soils are red -brown colored sandy deposits characterized by a poorly developed horizontal bedding structure. At the project site, the underlying Terrace Deposit soils generally occur in a loose and weathered condition near the surface becoming well cemented and dense to very dense at depth. Project earth deposits are non - expansive. Details of site soils conditions as exposed in the test borings are given on the enclosed Boring Logs, Plate 3. Engineering properties are additionally defined in a following section herein. B. Groundwater and Surface Drainage Subsurface water was encountered beneath the project area at a depth of 15 feet. The water is perched atop more dense units and is likely the result of regional irrigation. The groundwater is sufficiently deep and not expected to impact the planned project. However, dewatering will be required in the case of deep pier or caisson type foundations which extends below the water table. The proper control of surface drainage and storm waters is a significant component in overall site stability. Surface drainage should not be allowed to pond or accumulate over pad surfaces and over - irrigation of site vegetation should be avoided. VINJE & MIDDLETON ENGINEERING, INC. • 24S0 Vineyard Avenue • Escondido, California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 3 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 C. Faults/ Seismicity Faults or significant shear zones are not indicated on or near proximity to the project site. As with most areas of California, the San Diego region lies within a seismically active zone; however, coastal areas of the county are characterized by low levels of seismic activity relative to inland areas to the east. During a 40 -year period (1934- 1974), 37 earthquakes were recorded in San Diego coastal areas by the California Institute of Technology. None of the recorded events exceeded a Richter magnitude of 3.7, nor did any of the earthquakes generate more than modest ground shaking or significant damages. Most of the recorded events occurred along various offshore faults which characteristically generate modest earthquakes. Historically, the most significant earthquake events which affect local areas originate along well known, distant fault zones to the east and the Coronado Bank Fault to the west. Based upon available seismic data, compiled from California Earthquake Catalogs, the most significant historical event in the area of the study site occurred in 1800 at an estimated distance of 4.7 miles from the project area. This event, which is thought to have occurred along an off -shore fault, reached an estimated magnitude of 6.5 with estimated bedrock acceleration values of 0.204g at the project site. The following list represents the most significant faults which commonly impact the region. Estimated ground acceleration data compiled from Digitized California Faults (Computer Program EQFAULT VERSION 3.00 updated) typically associated with the fault is also tabulated: TABLE 1 Fault Zone Distance from Site Maximum Probable Acceleration R.H. Rose Canyon 3.1 miles 0.302g Coronado Bank 18.3 miles 0.205g Newport - Inglewood 9.6 miles 0.1648 Elsinore - Julian 27.0 miles 0.130 The location of significant faults and earthquake events relative to the study site are depicted on a Fault - Epicenter Map enclosed with this report as Plate 4. VINJE & MIDDLETON ENGINEERING, INC. • 2450Vmevard Avenue • Escondido. California 92029 -1229 -Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 4 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 More recently, the number of seismic events which affect the region appears to have heightened somewhat. Nearly 40 earthquakes of magnitude 3.5 or higher have been recorded in coastal regions between January 1984 and August 1986. Most of the earthquakes are thought to have been generated along offshore faults. For the most part, the recorded events remain moderate shocks which typically resulted in low levels of ground shaking to local areas. A notable exception to this pattern was recorded on July 13, 1986. An earthquake of magnitude 5.3 shook County coastal areas with moderate to locally heavy ground shaking resulting in $700,000 in damages, one death, and injuries to 30 people. The quake occurred along an offshore fault located nearly 30 miles southwest of Oceanside. A series of notable events shook County areas with a (maximum) magnitude 7.4 shock in the early morning of June 28, 1992. These quakes originated along related segments of the San Andreas Fault approximately 90 miles to the north. Locally high levels of ground shaking over an extended period of time resulted; however, significant damages to local structures were not reported. The increase in earthquake frequency in the region remains a subject of speculation among geologists; however, based upon empirical information and the recorded seismic history of County areas, the 1986 and 1992 events are thought to represent the highest levels of ground shaking which can be expected at the study site as a result of seismic activity. In recent years, the Rose Canyon Fault has received added attention from geologists. The fault is a significant structural feature in metropolitan San Diego which includes a series of parallel breaks trending southward from La Jolla Cove through San Diego Bay toward the Mexican border. Test trenching along the fault in Rose Canyon indicated that at that location the fault was last active 6,000 to 9,000 years ago. More recent work suggests that segments of the fault are younger having been last active 1000 - 2000 years ago. Consequently, the fault has been classified as active and included within an Alquist- Priolo Special Studies Zone established by the State of California. Fault zones tabulated in the preceding table are considered most likely to impact the region of the study site during the lifetime of the project. The faults are periodically active and capable of generating moderate to locally high levels of ground shaking at the site. Ground separation as a result of seismic activity is not expected at the property. For design purposes, site specific seismic parameters were determined as part of this investigation in accordance with the California Building Code. The following parameters are consistent with the indicated project seismic environment based on site specific study and our experience with similar earth deposits in the vicinity of the project site, and may be utilized for project design work: VINIE & MIDDLETON ENGINEERING. INC. • 2450 \'inevard Avenue • Escondido, California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 5 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9. 2006 TABLE 2 Site Soil Profile Type Seismic Zone Seismic Zone Factor Seismic Source Type Seismic Response Coefficients Na Nv Ca Cv Ts To SD 4 0.4 B 1.0 1.2 1 0.44 1 0.77 0.698 0140 According to Chapter 16, Divisions IV & V of the 2001 California Building Code. A site specific probabilistic estimation of peak ground acceleration was also performed using the FRISKSP (T. Blake, 2000) computer program. Based upon Boore et al (1997) attenuation relationship, a 10 percent probability of exceedance in 50 years was estimated to produce a site specific peak ground acceleration of 0.37g (Design -Basis Earthquake, DBE) The results were obtained from the corresponding probability of exceedance versus acceleration curve. D. Geologic Hazards Geologic hazards are not presently indicated at the project site. No significant slopes are present, and underlying soils are dense, cemented deposits. The most significant geologic hazards at the property will be those associated with ground shaking in the event of a major seismic event. Liquefaction or related ground rupture failures are not anticipated. E. Laboratory Testing / Results Earth deposits encountered in our exploratory test excavations were closely examined and sampled for laboratory testing. Based upon our test trench and field exposures site soils have been grouped into the following soil types: TABLE 3 Soil Type Description 1 Red -brown silty fine sand (Terrace Deposit) 2 Red -brown medium sand CTerrace Deposit) The following tests were conducted in support of this investigation: 1. Standard Penetration Test: Standard penetration tests (SPT) were performed at the time of borehole drilling in accordance with the ASTM standard procedure D -1586, using rope and Cathead. The procedure consisted of a standard 51 MM outside diameter sampler without liner, 457 MM in length and 35 MM in inside diameter driven with a 140 - pounds hammer dropped 30 inches using 5- VINIE & MIDDLETON ENGINEERING. INC. • 2450 Vineyard Avenue • Escondido. California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 6 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 foot long AW drill rods. The bore hose was 200 MM (8 inches) in diameter and drill fluid or water was not necessary to aid drilling. The test results are indicated at the corresponding locations on the Boring Logs (Plate 3). 2. Grain Size Analysis: Grain size analysis was performed on a representative sample of Soil Type 1. The test result is presented in Table 4. TABLE 4 Sieve Size I G" i.ocafton #10 1 #20 #40 #200. Location Soil Type Percent Passing B -1 Q 3' 1 1 100 100 100 1 99 82 24 3. Maximum Dry Density and Optimum Moisture Content: The maximum dry density and optimum moisture content of Soil Type 1 was determined in accordance with ASTM D -1557. The result is presented in Table 5. TABLE 5 4. Moisture - Density Tests (Undisturbed Ring Samples): In -place dry density and moisture content of representative soil deposits beneath the site were determined from relatively undisturbed ring samples using the weights and measurements test method. The test results are presented in Table 6 and tabulated on the enclosed Boring Logs. TABLE 6 p i.ocafton `S B -1 3' 1 135.0 8.6 4. Moisture - Density Tests (Undisturbed Ring Samples): In -place dry density and moisture content of representative soil deposits beneath the site were determined from relatively undisturbed ring samples using the weights and measurements test method. The test results are presented in Table 6 and tabulated on the enclosed Boring Logs. TABLE 6 VIN1E & MIDDLETON ENGINEERING. INC. • 2450 Vineyard Avenue • Escondido, California 92029 -1229 • Phone (760) 743 -1214 Field Ratio Of In -Place Dry Moisture Field Dry Max. Dry Density To Max. Dry Sample Soil Content Density Density Density' Location Type (W-%) Yd- c Ym c YdNm x 100 B -1 @ 3' 1 7 1 1249 1350 925 B -1 @ 8' 1 4.0 - 135.0 Sample Disturbed B -1 @ 13' 1 18.0 135.0 Sample Disturbed Designated as relative compaction for structural fills. Minimum required relative compaction for structural fill is 90% unless otherwise specified. VIN1E & MIDDLETON ENGINEERING. INC. • 2450 Vineyard Avenue • Escondido, California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 7 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9. 2006 5. Expansion Index Test: One expansion index test was performed on a representative sample of Soil Type 1 in accordance with the California Building Code Standard 18 -2. The test result is presented in Table 7. v_1an;W Sample Soil Remolded Saturation Saturated Expansion Expansion Location T e w %� ( ° %}. -, rA ( %) in (EI) Potential Condition w- c 0 -De (c-osfl B -1 @ 3' I -- remolded to 90% of Ym @ % wopt B-1 @ 3' 1 8.1 50.0 115 I o very low w = moisture content in percent. 6. Direct Shear Test: Two direct shear tests were performed on a representative sample of Soil Type 1. The prepared specimens were soaked overnight, loaded with normal loads of 1, 2, and 4 kips per square foot respectively, and sheared to failure in an undrained condition. The test results are presented in Table 8. TABLE 8 7. pH and Resistivity Test: pH and resistivity of a representative sample of Soil Type 1 was determined using " Method for Estimating the Service Life of Steel Culverts," in accordance with the California Test Method (CTM) 643. The test result is presented in Table 9. TABLE 9 Sam le Location Soi):T e• ..;� -. Minimu . r ,KyReltist�i ;'OHM -CM Wet Angle of Apparent Sample Soil Sample Density Int. Fric. Cohesion Location;.., T e Condition w- c 0 -De (c-osfl B -1 @ 3' 1 remolded to 90% of Ym @ % wopt 131.3 29 0 B -1 @ 3' 1 in-place 133.8 34 196 7. pH and Resistivity Test: pH and resistivity of a representative sample of Soil Type 1 was determined using " Method for Estimating the Service Life of Steel Culverts," in accordance with the California Test Method (CTM) 643. The test result is presented in Table 9. TABLE 9 Sam le Location Soi):T e• ..;� -. Minimu . r ,KyReltist�i ;'OHM -CM H B -1 @ 3' 1 3696 63 8. Sulfate Test: A sulfate test was performed on a representative sample of Soil Type 1 in accordance with the California Test Method (CTM) 417. The test result is presented in Table 10. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue • Escondido. California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 8 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9. 2006 TABLE 10 Sample Location SWIType Amount of Water Soluble Sulfate (SC4) In Soil % by Weight) B -1 @ 3' 1 0.003 9. Chloride Test: A chloride test was performed on a representative sample of Soil Type 1 in accordance with the California Test Method (CTM) 422. The test result is presented in Table 11. TABLE 11 Sample Location Soil Type Amount of Water Soluble Chloride (Cl) In Soil (% by Weight) B -3 @ 3' 1 1 0.001 VI. SITE CORROSION ASSESSMENT A site is considered to be corrosive to foundation elements, walls and drainage structures if one or more of the following conditions exists: • Sulfate concentration is greater than or equal to 2000 ppm (0.2% by weight). • Chloride concentration is greater than or equal to 500 ppm (0.05 % by weight). • pH is less than 5.5. For structural elements, the minimum resistivity of soil (or water) indicate the relative quantity of soluble salts present in the soil (or water). In general, a minimum resistivity value for soil (or water) less than 1000 ohm -cm indicates the presence of high quantities of soluble salts and a higher propensity for corrosion. Appropriate corrosion mitigation measures for corrosive conditions should be selected depending on the service environment, amount of aggressive ion salts (chloride or sulfate), pH levels and the desired service life of the structure. Laboratory test results performed on selected representative site samples indicated that the minimum resistivity is greater than 1000 ohm -cm suggesting presence of low quantities of soluble salts. Test results further indicated that pH is greater than 5.5, sulfate concentration is less than 2000 ppm, and chloride concentration is less than 500 ppm. Based on the results of available corrosion analyses, the project site is considered non- corrosive. The project site is not located within 1000 feet of salt or brackish water. VINIE & MIDDLETON ENGINEERING. INC. • 2450 Vin"mrd Avenue • Escondido. California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 9 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9. 2006 Based upon the result of the tested soil sample, the amount of water soluble sulfate (SO4) was found to be 0.003 percent by weight which is considered negligible according to the California Building Code Table No. 19 -A-4. Portland cement Type II may be used. Table 12 is also appropriate based on the pH- Resistivity test result: TABLE 12 Design Soil Type Gage 18 16 1 14 12 10 8 1 Years to Perforation of Steel Culverts 18 1 23 1 28 39 1 50 1 61 VII. CONCLUSIONS Based upon the foregoing investigation, construction of the new proposed residence at the study site is feasible from a geotechnical viewpoint. Adverse geologic conditions which could preclude site redevelopment were not indicated at the property. The following factors are unique to the property and will most impact project development from a geotechnical viewpoint: * Natural Terrace Deposit soils directly underlie the planned construction area of the project site Near- surface units are loose, disturbed sands that grade to a well - cemented and dense to very dense condition at depth. Significant slopes are not present nor are any planned. Slope stability is not a geotechnical concern in site redevelopment as currently proposed. * Grade alterations are not planned and the proposed structure will be supported on extended piers and spread footings founded in competent Terrace Deposits with raised floors as shown on the current project foundation plans. ' Limited grading efforts in the form of backfilling excavations will be necessary in the case of extended piers and spread footings. The foundation excavations should also be laid back at the gradients specified in the following sections or vertical excavations provided with adequate shoring. In order to further minimize associated earthworks, deep caisson type foundations may also be considered as recommended below. * Project Terrace Deposits below the upper loose and weathered zones are competent units that will provide an adequate foundation support. Depths to competent bearing strata for corresponding foundation types are provided in the following sections. VINIE & MIDDLETON ENGINEERING. INC. • 2450 Vine,ard Avenue • Escondido, California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 10 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9. 2006 On -site soils are predominantly granular sandy materials, and expansive soils will not be a factor in the construction of the project dwelling as proposed. Site soils primarily consist of sandy to silty sand (SP /SM) deposits with very low expansion potential (expansion index less than 21), according to the California Building Code classification (Table 18A -1 -B). Groundwater was encountered at the depth of 15 feet below the existing grades at the time of our field investigation. The noted groundwater will not impact the planned new building or extended piers and spread pad footing type constructions. However, it will likely impact deep caisson type constructions requiring dewatering prior to the placement of steel cage and pouring the concrete as recommended below. Adequate site surface drainage control is a critical factor in the future stability of the developed property as planned. Drainage facilities should be designed and installed for proper control and disposal of surface runoff. Liquefaction and seismically induced settlements will not be a factor in the construction of the planned dwelling as proposed. ` Post construction total and differential settlements are not expected to be a factor in the planned construction provided our recommendations are incorporated into the design and construction of the project. ' Soil collapse will not be a factor in the new building construction as proposed, provided our recommendations are considered in the final designs. VIII. RECOMMENDATIONS The following recommendations are consistent with the indicated geotechnical conditions at the project site and should be reflected in final plans and implemented during the construction phase. Added or modified recommendations may also be appropriate and can be provided at the final plan review phase: A. Earthwork Operations No grading or grade alterations are planned at the site, and planned construction will consist of an above ground Japanese country style home supported on extended or deep foundations with raised floors. Consequently, project earthwork operations will predominantly consist of backfilling of foundation trench excavations in the case of extended pier and spread foundation support as currently proposed. None to minimal earthworks are expected in the case of deep caisson type foundation support. VINE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue • Escondido, California 92029 -1229 • Phone 760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 11 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9. 2006 All grading and earthworks should be completed in accordance with Appendix Chapter 33 of the California Building Code, local Grading Ordinances, the Standard Specifications for Public Works Construction and the requirements of the following sections wherever applicable: 1. Cleaning and Grubbing: Surface vegetation, trash, deleterious materials, and construction debris generated from the demolition of the existing structure and other unsuitable materials over the entire site should be removed and properly disposed of. Trash, vegetation and construction debris shall not be allowed to occur in construction areas or contaminate new site fills and backfills. Existing underground structures, pipes and utilities should be pot - holed, identified and marked prior to the actual trenching and construction work. In the event of a conflict between the specified depths and existing underground utility lines to remain, additional recommendations should be given by the project geotechnical engineer in the field based on actual conditions. All irrigation lines, tanks, structures and underground improvements should be properly removed from the construction areas. Abandoned irrigation lines should be properly capped and sealed off. Voids created by the removals of the abandoned underground pipes and structures should be properly backfilled with compacted fills in accordance with the requirements of this report. The prepared ground should be inspected and approved by the project geotechnical engineer or his designated field representative prior to the actual remedial grading works. 2. Temporary Excavation Slopes and Trenching: Undermining existing nearby improvements, structures and adjacent properties by the excavations and trenching operations should not be allowed. For this purpose, adequate excavation set backs shall be maintained and excavation slopes laid back at a safe gradients as specified herein and directed in the field. Temporary embankments and trench excavations less than 3 feet high maximum may be constructed at near vertical gradients if approved in the field. Trench and excavation slopes greater than 3 feet and less than 10 feet maximum may be constructed at near vertical within the lower 3 feet and laid back at 1:1 gradients within the upper portions. The remaining wedge of soil should then be properly benched and new fill/backfill tightly keyed -in as the fill placement progresses. Vertical construction slopes and trench excavations greater than 3 feet will require shoring and/or trench shield support as V INJI: & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Aeenue • Fseondido, California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 12 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9. 2006 appropriate based on site conditions and should be anticipated. Any shoring and trench support which effectively provides safe and stable conditions and allows foundation constructions is acceptable unless otherwise specified. All temporary trenching and foundation excavations require continuous geotechnical inspections. Additional recommendations including revised slope gradients, set -backs and structural shoring /trench shield support should be given at that time as necessary. The project contractor shall also obtain appropriate permits, as needed, and conform to Cal -OSHA and local governing agencies' requirements for trenchinglopen excavations and safety of the workmen during construction. 3. Fill / Backfill Materials and Compaction: Excavated foundation and connecting grade beam trenches should be backfilled with properly compacted fills. Soils generated from the site trench excavations will predominantly consist of sandy deposits suitable for reuse as new compacted backfills. All trash, demolition debris, irrigation pipes, deleterious matter, roots, stumps and organic materials should be thoroughly removed and properly disposed of to the satisfaction of the project geotechnical engineer. Vegetation, trash and debris shall not be allowed to contaminate new site fills and backfills. Site fills and backfills should be adequately processed, moisture conditioned to slightly (2 %) above optimum levels, thoroughly mixed, placed in thin (8 inches maximum) uniform horizontal lifts, and mechanically compacted to a minimum 90% of the corresponding laboratory maximum dry density (ASTM D- 1557), unless otherwise specified. 4. Surface Drainage and Erosion Control: A critical element to the continued stability of the building pads is an adequate surface drainage system and storm water control. Surface and storm water shall not be allowed to impact the construction and improvement sites. Building pad surface run -off should be collected and directed away from the planned buildings and improvements to a selected location in a controlled manner. Area drains should be installed. 5. Engineering Inspections: All construction operations including trenching, excavations, suitability of earth deposits used as compacted backfill, and compaction procedures should be continuously inspected and tested by the project geotechnical consultant and presented in the final compaction report. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue • Escondido, California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 13 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9. 2006 Geotechnical engineering inspections shall include but not limited to the following: ` Initial Inspection - After the grading /brushing limits have been staked but before construction /brushing starts. ' Excavation inspection - After the excavation is started but before the vertical depth of excavation is more than 3 feet. Local and Cal -OSHA safety requirements for open excavations apply. ' Fill /backfill Inspection - After the fill /backfill placement is started but before the vertical height of fill /backfill exceeds 2 feet. ' Foundation trench inspection - After the foundation trench excavations but before steel placement. Geotechnical foundation /slab steel inspection - After steel placement is completed but before the scheduled concrete pour. Underground /utility trench inspection - After the trench excavations but before placement of pipe bedding or installation of the underground facilities. Local and Cal -OSHA safety requirements for open excavations apply. Inspection of the pipe bedding may also be required by the project geotechnical engineer. ' Underground utility /plumbing trench backfill inspection - After the backfill placement is started above the pipe zone but before the vertical height of backfill exceeds 2 feet. Testing of the backfill within the pipe zone may also be required by the governing agencies. Pipe bedding and backfill materials shall conform to the governing agencies' requirements and project soils report if applicable. All trench backfills shall be mechanically compacted to a minimum 90% compaction levels unless otherwise specified. Plumbing trenches over 12 inches deep maximum should be mechanically compacted and tested for a minimum of 90% compaction levels. Flooding or jetting techniques as a means of compaction method shall not be allowed. Improvements subgrade inspections - Prior to the placement of concrete for proper moisture and specified compaction levels. VIN IF. & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue • Escondido. California 92029 -1229 • Phone (760) 743 -1213 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 14 NEW DWELLING STRUCTURE, HYGEIA AVENUE. ENCINITAS AUGUST 9. 2006 B. Foundations The proposed building may be supported on extended piers on spread footings as shown on the current project foundation plans or deep caisson foundations. Both foundation systems should be extended into the competent Terrace Deposits at suitable bearing depths as specified herein. Added or modified recommendations may also be necessary and should be given at the time of final foundation plan review phase. 1. Extended Piers on Spread Footings: Spread pad and pier footings with interconnecting grade beams as shown on the project foundation plans are acceptable from a geotechnical viewpoint. Five feet square spread footings and 24 inches diameter piers are proposed. Foundation excavations should expose competent, dense to very dense undisturbed natural Terrace Deposits within the bottom 2 feet as approved in the field. The following geotechnical parameters are also appropriate and should be considered in the final designs and implemented during the construction phase where applicable: • Minimum depth to competent bearing strata for spread pad footings . 5 ft. • Minimum thickness of spread pad footings ... ................. 2 ft. (minimum 7 feet from ground surface to bottom of footing). • Minimum dimensions of interconnecting grade beams .... 1 t/2 ft. by 2 ft. (with by depth). • Passive resistance (spread footing only) .................... 300 pcf • Net allowable bearing capacity .......................... 2500 psf. • Co- efficient of friction ...... ............................... 0.41 Notes: The passive resistance provided can be increased by the amount of the designated value for each foot of depth to a maximum 3000 psf. Use a minimum 3000 psi (f c) concrete for spread footings, grade beams and pier designs. ' Actual depths to competent Terrace Deposits may vary at the site and should be confirmed by geotechnical inspections at the time of foundation trenching. A set of final foundation plans may be provided to us for review. Additional recommendations will be given at that time if it becomes necessary VINIE & MIDDLETON ENGINEERING, INC. • 24S0 Vinepard Avenue • Escondido, California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 15 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 All foundation and grade beam trenching and constrictions should be inspected and approved by the project geotechnical consultant prior to the placement of reinforcing steel and pouring the concrete. ' Upon completion of foundation constructions, the remaining excavations created by trenching should be backfilled as specified herein. 2. Deep Caisson Foundation Support: As an alterative, deep caisson foundations may considered for building support. In this case, grading works in the form of trench backfilling will not be required. Interconnecting grade beams constructed at the top of caissons will still be required as determined by the project structural engineer. Associated earthworks will primarily consist of removal and disposal of spoils generated from the caisson shaft drilling and grade beam excavations. Detailed designs should be provided by the project structural engineer. The following soil parameters are appropriate based on our study and experience with similar earth deposits as well as site geotechnical conditions and should be used in the structural designs, where applicable: • Estimated depths to competent Terrace Deposits ............. 14 feet. • Minimum caisson embedment depth into competent Terrace Deposits 6 feet • Minimum caisson diameter . . . . . . . . . . . . . . . . . 2% feet • Passive resistance (portion embedded below 14 feet only) . . . 450 pcf • Net allowable tip capacity in compression . . . . . . . . . . . . 5 ton(s) • Depth to point of fixity below contact with the competent units . . 1 -foot • Co- efficient of friction (portion embedded into the firm bedrock only) 0.41 Notes: The passive resistance provided for the competent Terrace Deposits (below 14 feet) can be increased by the amount of the designated value for each additional foot of depth to a maximum 4500 psf. ' Use a minimum 3000 psi (fc) concrete for caisson and grade beam designs. ' Caisson drilling will encounter groundwater below the depths of 15 feet. Standing water shall not be allowed at the bottom of caisson shaft during the steel cage placement and concrete pour. All shafts should be properly dewatered to the satisfaction of the project geotechnical consultant. VINJE ii' MIDDLETON ENGINEERING, INC. • 2450 Vmei'ard Avenue • Escondido, California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 16 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 ' All shafts should be thoroughly cleaned to the satisfaction of the project geotechnical consultant using a "clean -out' bucket. ' Free -fall of concrete in the drill shafts shall not be allowed. Concrete can be placed only upon approval of the geotechnical consultant using the "tremmie" techniques. All drilled shafts shall be plumb. Drill shafts which are more than 1% of their height maximum out -of -plumb shall be rejected and re- drilled. Actual depths to competent Terrace Deposits may vary at the site and should be determined by geotechnical inspections and physical measurements at the time of caisson shaft inspections. ' A set of foundation plans may be provided to us for review. Additional recommendations will be given at that time if it becomes necessary. All caisson shafts should be inspected and approved by the project geotechnical consultant prior to the placement of steel cage and pouring the concrete. C. Exterior Concrete Slabs / Flatworks 1. All exterior slabs (walkways, and patios) should be a minimum 4 inches in thickness reinforced with 6x6/10x10 welded wire mesh carefully placed mid - height in the slab. There should be a minimum 12 inches of 90% compacted fills beneath all exterior slabs. 2. Provide "tool joint' or "softcut" contraction /control joints spaced 10 feet on center (not to exceed 12 feet maximum) each way. Tool or cut as soon as the slab will support weight and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1 -inch but should not exceed 1'/<- inches deep maximum. In case of softcut joints, anti -ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. 3. Subgrade soils should be tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant prior to the placement of concrete. VINIE & MIDDLETON ENGINEERING. INC. • 2450 Vineyard Avenue • Escondido. California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 17 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9. 2006 D. Lateral Pressures and Soil Parameters The following soil design parameters are based upon tested representative samples of on -site earth deposits. All parameters should be re -evaluated when the characteristics of the final as- graded soils have been specifically determined: ' Design wet density of undisturbed Terrace Deposits = 134 pcf. Design angle of internal friction of undisturbed Terrace Deposits = 34 degrees. Design active soil pressure for retaining structures = 38 pcf (EFP), level backfill, cantilever, unrestrained walls. Design at -rest soil pressure for retaining structures = 59 pcf (EFP), non - yielding, restrained walls. ' Design passive soil resistance for retaining structures = 450 pcf (EFP), level surface at the toe. ' Design net allowable foundation pressure for undisturbed competent Terrace Deposits (minimum 18 inches wide by 24 inches deep footings) = 2500 psf. ' Design coefficient of friction for concrete on soils = 0.41. Notes: ' Use a minimum safety factor of 1.5 for wall over - turning and sliding stability. However, because large movements must take place before maximum passive resistance can be developed, a minimum safety factor of 2 may be considered for sliding stability, particularly where sensitive structures and improvements are planned near or on top of retaining walls. ` When combining passive pressure and frictional resistance the passive component should be reduced by one - third. ' The indicated net allowable foundation pressure provided herein was determined based on a minimum 18 inches wide by 24 inches deep footings and may be increased by 20% for each additional foot of depth and 20% for each additional foot of width to a maximum 4500 psf. The allowable foundation pressures provided herein also apply to dead plus live loads and may be increased by one -third for wind and seismic loading. E. Asphalt and PCC Pavement Design Specific pavement designs can best be provided at the completion of subgrade preparations based on R -value tests of the actual finish grade soils. The following structural sections may be considered for initial planning phase cost estimating purposes only (not for construction): VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue • Escondido. California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 18 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 1. Asphalt Pavings - A minimum section of 4 inches asphalt on 6 inches Caltrans Class 2 aggregate base or the minimum structural section required by the City of Encinitas, whichever is more, may be considered for on -site asphalt paving surfaces outside private and public right -of -way. Final structural section design will depend on actual R -value test results, design TI and approval of the City of Encinitas. Base materials should be compacted to a minimum 95% of the maximum dry density (ASTM D- 1557). Subgrade soils beneath the asphalt paving surfaces should be compacted to a minimum 95% of the corresponding maximum dry density within the upper 12 inches. 2. PCC Pavings - Residential PCC driveways and parking supported on very low expansive (expansion index less than 21) subgrade soils should be a minimum 5 inches in thickness, reinforced with #3 reinforcing bars at 18 inches on center each way, placed mid - height in the slab. Subgrade soils beneath the PCC driveways and parking should also be compacted to a minimum 90% of the corresponding maximum dry density within the upper 6 inches. Provide "tool joint" or " softcut" contraction /control joints spaced 12 feet on center (not to exceed 15 feet maximum) each way. Tool or cut as soon as the slab will support weight and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1 -inch but should not exceed 1 Y.- inches deep maximum. In case of softcut joints, anti -ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. 3 General Paving - Base section and subgrade preparations per structural section design, will be required for all surfaces subject to traffic including roadways, travelways, drive lanes, driveway approaches and ribbon (cross) gutters. Driveway approaches within the public right -of -way should have 12 inches subgrade compacted to a minimum 95% compaction levels, and provided with a 95% compacted Class 2 base section per the structural section design. Base layer under curb and gutters should be compacted to a minimum 95% while subgrade soils under curb and gutters, and base and subgrade under sidewalks should be compacted to a minimum 90% compaction levels. Base section may not be required under curb and gutters, and sidewalks in the case of very low expansive subgrade soils (expansion index less than 21). Appropriate recommendations should be given in the final as- graded compaction report. VINIR & MIDDLETON ENGINEERING. INC. • 2450Vinevard Avenue • Escondido, California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 19 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 Base and subgrade soils should be tested for proper moisture and specified compaction levels, and approved by the project geotechnical consultant prior to the placement of the base or asphalt/PCC finish surface. F. General Recommendations 1. The minimum foundation design provided herein are based on soil characteristics and are not intended to be in lieu of structural considerations. 2. Adequate staking and grading control is a critical factor in properly completing the recommended operations. Construction control staking should be provided by the project grading contractor or surveyor /civil engineer, and is beyond the geotechnical engineering services. Inadequate staking and/or lack of grading control may result in unnecessary additional work which will increase construction costs. 3. Open or backfilled trenches parallel with a footing shall not be below a projected plane having a downward slope of 1 -unit vertical to 2 units horizontal (50 %) from a line 9 inches above the bottom edge of the footing, and not closer than 18 inches form the face of such footing. 4. Where pipes cross under - footings, the footings shall be specially designed. Pipe sleeves shall be provided where pipes cross through footings or footing walls, and sleeve clearances shall provide for possible footing settlement but not less than 1 -inch all around the pipe. 5. Foundations where the surface of the ground slopes more than 1 -unit vertical in 10 units horizontal (10% slope) shall be level or shall be stepped so that both top and bottom of such foundations are level. Individual steps in continuous footings shall not exceed 18 inches in height and the slope of a series of such steps shall not exceed 1 -unit vertical to 2 units horizontal (50 %) unless otherwise specified. The steps shall be detailed on the structural drawings. The local effects due to the discontinuity of the steps shall also be considered in the design of foundations as appropriate and applicable. 6. Expansive clayey soils should not be used for backfilling of any retaining structure. All retaining walls should be provided with a 1:1 wedge of granular, compacted backfill measured from the base of the wall footing to the finished surface and a well- constructed back drainage as shown on the enclosed Plate 5. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vine.vard Avenue • Escondido, California 92029 -1229 • Phone (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 20 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 T All underground utility and plumbing trenches should be mechanically compacted to a minimum 90% of the maximum dry density of the soil unless otherwise specified. Care should be taken not to crush the utilities or pipes during the compaction of the soil. Non - expansive, granular backfill soils should be used. Trench backfill materials and compaction beneath pavements within the public right -of -way shall also conform to the City of Encinitas requirements. 8. Site drainage over the finished pad surfaces should flow away from structures onto the street in a positive manner. Care should be taken during the construction, improvements, and fine grading phases not to disrupt the designed drainage patterns. Roof lines of the buildings should be provided with roof gutters. Roof water should be collected and directed away from the buildings and structures to a suitable location. 9. Provide appropriate cross ventilation per applicable codes and adequate underfloor drainage for the planned crawl spaces. Sensitive covering which can not tolerate minor deflections may also not be considered in the case of raised wood floors. 10. Final plans should reflect preliminary recommendations given in this report. Final foundations and grading plans may also be reviewed by the project geotechnical consultant for conformance with the requirements of the geotechnical investigation report outlined herein. More specific recommendations may be necessary and should be given when final grading and architectural /structural drawings are available. 11. All foundation trenches should be inspected to ensure adequate footing embedment and confirm competent bearing soils. Foundation reinforcements should also be inspected and approved by the project geotechnical consultant. 12. The amount of shrinkage and related cracks that occurs in the concrete slab - on- grades, flatworks and driveways depend on many factors the most important of which is the amount of water in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum the following should be considered: Use the stiffest mix that can be handled and consolidated satisfactorily. VINIE & MIDDLETON ENGINEERING, INC. • 2450', incvard Avcnuc • Escondido, California 92029 -1229 • Phone (760) 743 -12I4 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 21 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9, 2006 Use the largest maximum size of aggregate that is practical. For example, concrete made with 3/B -inch maximum size aggregate usually requires about 40 -lbs. more (nearly 5 -gal.) water per cubic yard than concrete with 1 -inch aggregate. ` Cure the concrete as long as practical. The amount of slab reinforcement provided for conventional slab -on -grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests where appropriate and applicable are provided. 13. A preconstruction meeting between representatives of this office, the property owner or planner, city inspector as well as the grading contractor/builder is recommended in order to discuss grading /construction details associated with site development. IX. LIMITATIONS The conclusions and recommendations provided herein have been based on available data obtained from the review of pertinent reports and plans, subsurface exploratory excavations as well as our experience with the soils and formational materials located in the general area. The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area, however, earth materials may vary in characteristics between excavations. Of necessity we must assume a certain degree of continuity between exploratory excavations and /or natural exposures. It is necessary, therefore, that all observations, conclusions, and recommendations be verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required. The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner /developer to ensure that these recommendations are carried out in the field. It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on -site drainage patterns. VINE & MIDDLETON ENGINEERING, INC. • 24SO Vine,vard Avenue • Escondido, California 92029 -1229 • Phone (160) 143 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 22 NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS AUGUST 9. 2006 The firm of VINJE & MIDDLETON ENGINEERING, INC., shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control. The property owner(s) should be aware that the development of cracks in all concrete surfaces such as floor slabs and exterior stucco are associated with normal concrete shrinkage during the curing process. These features depend chiefly upon the condition of concrete and weather conditions at the time of construction and do not reflect detrimental ground movement. Hairline stucco cracks will often develop at window /door corners, and floor surface cracks up to I/e -inch wide in 20 feet may develop as a result of normal concrete shrinkage (according to the American Concrete Institute). This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative development plan, especially with respect to the height and location of cut and fill slopes, this report must be presented to us for review and possible revision. This report is issued with the understanding that the owner or his representative is responsible to ensure that the information and recommendations are provided to the project arch itect/structuraI engineer so that they can be incorporated into the plans. Necessary steps shall be taken to ensure that the project general contractor and subcontractors carry out such recommendations during construction. The project soils engineer should be provided the opportunity for a general review of the project final design plans and specifications in order to ensure that the recommendations provided in this report are property interpreted and implemented. The project soils engineer should also be provided the opportunity to verify the foundations prior the placing of concrete. If the project soils engineer is not provided the opportunity of making these reviews, he can assume no responsibility for misinterpretation of his recommendations Vinje & Middleton Engineering, Inc., warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended. Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #06 -290 -P will help to expedite our response to your inquiries. V INIE & MIDDLETDN ENGINEERING, INC. • 2450 Vinevard Avenue • Escondido, California 92029 -1229 • Phom (760) 743 -1214 PRELIMINARY GEOTECHNICAL INVESTIGATION NEW DWELLING STRUCTURE, HYGEIA AVENUE, ENCINITAS We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. Dennis Middleton CEG #980 andi S. S #46174 41�PED GE01 04' O O CEG 960 z k CERTIFIED ENGINEERING FXV B•31-�� �e sT9rF OF CAL�FOP? No 46174 Exp. 1231 -06 Steven J Melzer ��- CEG #2362 DM /SMSS /SJM /jt Distribution: Addressee (5) c. /7Vmy les/prelims.06 /06 -290 -P Qy��w N°. z16x CERTIFIED ENOINEEPoNG GEOLOGIST �rpk \ J� EXP. "1-07, i PAGE 23 AUGUST 9, 2006 VINJE & MIDDLETON ENGINEERING, INC. • 2450 Vineyard Avenue • Escondido, California 92029 -1229 • Phone (760) 743 -1214 REFERENCES Annual Book of ASTM Standards, Section 4 - Construction, Volume 04.08: Soil And Rock (1); D 420 - D 5611, 2005, Annual Book of ASTM Standards, Section 4 - Construction, Volume 04.09: Soil And Rock (II), D 5714 - Latest, 2005. Highway Design Manual, Caltrans. Fifth Edition. Corrosion Guidelines, Caltrans, Version 1.0, September 2003. California Building Code, Volumes 1 & 2, International Conference of Building Officials, 2001. "Green Book" Standard Specifications For Public Works Construction, Public Works Standards, Inc., BNi Building News, 2003 Edition. California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, DMG Special Publication 117, 71p. California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1986 (revised), Guidelines for Preparing Engineering Geology Reports: DMG Note 44. California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1986 (revised), Guidelines to Geologic and Seismic Reports: DMG Note 42. EQFAULT, Ver. 3.00, 1997, Deterministic Estimation of Peak Acceleration from Digitized Faults, Computer Program, T. Blake Computer Services And Software. EQSEARCH, Ver 3.00, 1997, Estimation of Peak Acceleration from California Earthquake Catalogs, Computer Program, T. Blake Computer Services And Software. Tan S.S. and Kennedy, M.P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California, Plate(s) 1 and 2, Open File -Report 96 -02, California Division of Mines and Geology, 1:24,000. UBCSEIS, Ver, 1 03, 1997, Computation of 1997 Uniform Building Code Seismic Design Parameters, Computer Program, T. Blake Computer Services And Software. "Proceeding of The NCEER Workshop on Evaluation of Liquefaction Resistance Soils," Edited by T. Leslie Youd And Izzat M. Idriss, Technical Report NCEER -97 -0022, Dated December 31, 1997. "Recommended Procedures For Implementation of DMG Special Publication 117 Guidelines For Analyzing And Mitigation Liquefaction In California," Southern California Earthquake center, USC, March 1999. "Soil Mechanics," Naval Facilities Engineering Command, DM 7.01. "Foundations & Earth Structures," Naval Facilities Engineering Command, DM 7.02. "Introduction to Geotechnical Engineering, Robert D. Holtz, William D. Kovacs. "Introductory Soil Mechanics And Foundations: Geotechnical Engineering," George F. Sowers, Fourth Edition. "Foundation Analysis And Design," Joseph E. Bowels. Caterpillar Performance Handbook, Edition 29, 1998. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map Series, No. 6. Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, Special Report 131, California Division of Mines and Geology, Plate 1 (East/West), 12p. Kennedy, M.P. and Peterson, G.L., 1975, Geology of the San Diego Metropolitan Area, California: Califomia Division of Mines and Geology Bulletin 200, 56p. Kennedy, M.P and Tan, S.S., 1977, Geology of National City, Imperial Beach and Otay Mesa Quadrangles, Southern San Diego Metropolitan Area, California, Map Sheet 24, California Division of Mines and Geology, 1:24,000. Kennedy, M.P., Tan, S.S., Chapman, R.H., and Chase, G.W., 1975, Character and Recency of Faulting, San Diego Metropolitan Areas, California: Special Report 123, 33p. Caterpillar Performance Handbook, Edition 29, 1998. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map Series, No. 6. Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, Special Report 131, California Division of Mines and Geology, Plate 1 (East/West), 12p. Kennedy, M.P. and Peterson, G.L., 1975, Geology of the San Diego Metropolitan Area, California: California Division of Mines and Geology Bulletin 200, 56p. Kennedy, M.P. and Tan, S.S., 1977, Geology of National City, Imperial Beach and Otay Mesa Quadrangles, Southern San Diego Metropolitan Area, California, Map Sheet 24, California Division of Mines and Geology, 1:24,000. Kennedy, M.P., Tan, S.S., Chapman, R.H., and Chase, G.W., 1975, Character and Recency of Faulting, San Diego Metropolitan Areas, California: Special Report 123, 33p. "An Engineering Manual For Slope Stability Studies," J.M. Duncan, A.L. Buchignani And Marius De Wet, Virginia Polytechnic Institute And State University, March 1987. "Procedure To Evaluate Earthquake- Induced Settlements In Dry Sandy Soils," Daniel Pradel, ASCE Journal Of Geotechnical & Geoenvironmental Engineering, Volume 124, #4, 1998. NAL INDEX -N JOB #06 -290 -P \\ (LAT -.'33. 88 LONG: 117.3004 \.. `PPI r l na p L G CF ,y k �j O �yy � m �a� �� PIWWO CQ ¢¢ 1 �• 0 5 yA W i E y I)r AIE IESKYIA� If'—d' c o CA 6 W 0.S} E✓� -. ��'9p . 2 1 •L.uc HY�" �Q. } ,vuvP- �• yS4 � YS �� cT ° j � I �i. P, ��x•�.; -.n� Y7 � � $ii Pn56 0..- m4 'z a Y S.nmA ST �`Errcrina BearM1 T 8 . TK sT MCN - _ OC vin l.M -�TIYY o SYLV snow sr ST ti^y z w c3'j g i o c w y H EST m _F ST EOST p 'NOaT - L ® 2002 fJ.L.omn. Top UM ®. D.r, o HgM d cw .M WE PLAN PLATE 2 1060 HYGEIA AVENUE, ENCINITAS Cross- Section line Location of test boring m5(TE RAtV (SCHEMATIC) Scale: 1-=29 NISIHI - GASHOUR PROPOSED RESIDENCE OEOL009C CROSS- SECTOGN Proposed Dwelling ,°l i �� --------- „ Existing 80 ---.. TERRACE DEPOMT 70 GW - - -- Scale: 1' =20' A HYGEIA AVE. - 100 - - - - 90 80 0 Haiku Houses C--. Haste r161n C-^w jqv 1`1 +I Tnrm� 37= (615) 6739024 o%. (61) 6T- 9p r" PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS 0- 4 SYMBOL 4 - 10 MEDIUM DENSE GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel -sand mixtures, little or no fines. J W o o Q N MORE THAN HALF OF COARSE (LESS THAN GP Pood Y graded gravels or gravel -sand mixtures, little or no fines. O 16-32 5% FINES) OVER 4 OVER 32 GRAVEL GM Silty gravels, gravel- sand -sift mixtures, non - plastic fines. O O u- Z FRACTION IS W gl O Z N LARGER THAN WITH GC QJ = y NO. 4 SIEVE FINES Clayey gravels, gravel -sand -clay mixtures, plastic fines. Ui SA CLEAN SW Well graded sands, gravely sends, little or no fines. 2 < F > d7. W W MORE THAN HALF (LESS THAN SP Poorly graded sands or gravelly sands, little or no fines. F OF COARSE 5% FINES) O W O of FRACTION IS SANDS SM Silty sands, sand -silt mixtures, non - plastic fines ¢O SMALLER THAN WITH f NO. 4 SIEVE FINES SC Clayey sands, sand -clay mixtures, plastic fines. W K N ML Inorganic silts and very fine sands, rock flour, silty or clayey fine LL O 0) SILTS AND CLAYS sands or clayey silts with slight plasticity . CL Inorganic clays of low to medium plasticity, ry. gravelly clays, sandy O W t71 < LIQUID LIMIT IS p = y W LESS THAN 50% clays, silty clays, lean clays. OL Organic silts and organic silty clays of low dasticdy. W Z O Z rd Q O MH lr rganic silts, micaceous or diatomaceous fine sandy or silty R F Q CY SILTS AND CLAYS soils, elastic silts. W ¢ wz Z O < Z LL LIQUID LIMIT IS CH Inorganic clays of high plasticity, fat clays i f = GREATER THAN 50% OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. GRAIN'SIZES U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4" 3" 12" I SAND GRAVEL SILTS AND CLAYS COBBLES BOULDERS FINE MEDIUM COARSE I FINE I COARSE RELATIVE DENSITY ANDS, GRAVELS AND NON - PLASTIC SILTS BLOWS /FOOT VERY LOOSE 0- 4 LOOSE 4 - 10 MEDIUM DENSE 10- 30 DENSE 30 -50 VERY DENSE OVER 50 CONSISTENCY CLAYS AND PLASTIC SILTS STRENGTH BLOWS /FOOT VERY SOFT 0. % 0 2 SOFT '/. '/. 2 -4 FIRM % . 1 4 - 6 STIFF 1 - 2 6 - 16 VERY STIFF 2 - 4 16-32 HARD OVER 4 OVER 32 1. Blow count, 140 pound hammer falling 30 inches on 2 inch O.D. split spoon sampler (ASTM 0-1586) 2 Unconfined compressive strength per SOILTEST pocket penetrometer CL -700 Sand Cone Test ■ Bulk Sample I 246 = Standard Penetration Test (SPT) (ASTM D -1586) with blow counts per 6 inches Chunk Sample O Driven Rings I I 246 = California Sampler with blow counts per 6 inches VINJE & MIDDLETON KEY TO EXPLORATORY BORING LOGS ENGINEERING, INC. Unified Soil Classification System (ASTM D -2487) 2450 Vineyard Ave., x102 Escondido, CA 92029 -1229 PROJECT NO KEY BORING LOG DEPTH SAMPLE Description USGS MOISTURE DRY DENSITY RELATIVE COMPACTION (%) FT TERRACE DEPOSIT: SYMBOL 0 - TERRACE DEPOSIT: SM /SP - ■ 12,14,13 Silty fine sand Red -brown color. Dry and SM /SP 5- loose in upper 2' Slightly moist. Q ■ Weathered and weakly cemented. Dense 7 1 124.9 1827 below. 5From ST -1 71disturbed - - 10 - 11,15,16 6', color grades to tan -red. Weakly Sand. Tan color. Medium grained Very cemented SP very dense. At 15', groundwater 4.0 10.20 From 12', grades to cemented. Dense. Soil 10 - is very moist to wetST - 15 - 18,30,40 sample at 18'. -1 ST -2 - 118,50.6" )219,50/5 18.0 -15- End Boring at 14'. 20 - No caving. Groundwater at 15' No caving No groundwater. PROJECT: 1060 HYGEtA AVENUE ENCINITAS Bulk Sample ■ Ring Sample J Project No: 06 -290 -P Date Drilled: 7 -6 -06 Logged By: DM BORING LOG D FTTH SAMPLE Description USGS SYMBOL MOISTURE ( ° /,) DRY DENSITY (PCF) RELATIVE COMPACTION (%) 0 TERRACE DEPOSIT: Silty fine sand Red -brown color. Dry and SM /SP ■ 12,14,13 loose in upper 2' /z'. Slightly moist. Weathered and weakly cemented. Dense below. 5- From 6', soil color is tan -red. Grades fine to medium grained. Weakly cemented. ST -1 - - 10 - 11,15,16 Sand. Tan color. Medium grained Very moist. Friable to well- cemented. Dense to SP very dense. At 15', groundwater From 17', includes gravel. No recovery of - 15 - 18,30,40 sample at 18'. ST -2 - 118,50.6" End Boring at 19'. 20 - No caving. Groundwater at 15' PROJECT: 1060 HYGEtA AVENUE ENCINITAS Bulk Sample ■ Ring Sample J Project No: 06 -290 -P Date Drilled: 7 -6 -06 Logged By: DM SPT Sample I Water Table V Drill, Sample Method: Truck - mounted rotary drill 8" hollow stem auger. 140 -Ib. Hammer, 30" Drop - Rope and Cathead 5' AW Rods. PLATE 3 ° Sdn• I 30 20 PO 0 30 MILES FAULT -EPICENTER MAP SAN DIEGO COUNTY REGION INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900 -1974) Map data is compiled from various sources including California Division of Mines and Geology, California Institude of Technology and the National Oceanic and Atmospheric Administration. Map is reproduced from California Division of Mines and Geology, "Earthquake Epicenter Map of California; Map Sheet 39." Earthquake Magnitude . ............. 4.0 TO 4.9 O ............ 5.0 TO 5.9 PROJECT: Job #06 -290 -P ............ 6.0 TO 6.9 HYGEIA AVENUE, ENCINITAS O .......... 7.0 TO 7.9 Fault 4 - - - -- RETAINING WALL DRAIN DETAIL Typical - no scale urorna e — Granular, non - expansive '• backfill. Compacted. — I 1 :yr Filter Material. Crushed rock (wrapped in filter fabric) or Class 2 Permeable Material Perforated drain pipe (see specifications below) footing` �)" Competent, approved soils or bedrock CONSTRUCTION SPECIFICATIONS: SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL (68. 1.026) U.S. STANDARD SIEVE SIZE %PASSWG 1' 100 3/4 90-100 3r8 40-100 No, 4 2540 No, 0 18.33 W.30 5-15 No, 50 0 -7 No 200 0-3 Sand Equivalent > 75 1. Provide granular, non - expansive backfill soil in 1:1 gradient wedge behind wall. Compact backfill to minimum 90% of laboratory standard. 2. Provide back drainage for wall to prevent build -up of hydrostatic pressures. Use drainage openings along base of wall or back drain system as outlined below. 3. Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to surtable outlet at minimum 1% Provide %' - 1'h• crushed gravel fitter wrapped in fitter fabric (Mirafi 140N or equivalent). Delete filter fabric wrap d Caltrans Class 2 permeable material m used Compact Class 2 material to minimum 90% of laboratory standard. 4 Seal back of wall with waterproofing in accordance wrth architect's specifications. 5 Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to minimum 2% flow away from wall is recommended. Use 1'f. cubic foot per foot with granular backfill soil and 4 cubic foot per foot d expansive backfill soil n used VINJE & MIDDLETON ENGINEERING, INC. PLATE 5