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2010-10584 G
Line: 19 A AS7' r-I � � $ §r �o / d / 0 q \ 0 � ��� � �7 , f K �� . � } ƒ g � K � � . RECORDING REQUESTED BY: First .At; t•i ieh.e "itle Co.. WHEN RFCOStDED MAIL TO AND MAIL TAX STATEMENTS TO:�� Demetrios A. Xanthos, Trustee n Shelie L. Xanthos , Trustee 3214 Fortuna Ranch Road (t Encinitas, California 92024 ORDER NO. - 3451880 -16 ESCROW NO. 2269.280940 3593 APN. 264 - 090 -22 -00 DOC # 2010-0136644 MAR 19, 2010 8:00 AM OFFICIAL RECORDS SAN DIEGO COUNTY RECORDERS OFFICE DAVID L BUTLER, COUNTY RECORDER FEES 1992.00 OC OC PAGES: 101111111 IIN 1111 IIIII 111111111111 IIN lull illll INI 11 �N �I W GRANT DEED THE UNDERSIGNED GRANTOR(s) DECLARE(s): DOCUMENTARY TRANSFER TAX is: $1,980.00 CITY TAX ❑ Monument Preservation Fee is 09 computed on full value of property conveyed, or ❑ computed on full value less value of liens or encumbrances remaining at time of sale. ❑ Unincorporated area: 0 City of Encinitas, and FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Ananda M. Moorman, a married man as his sole and separate property hereby GRANT(S) to Demetrios Xanthos and Shelie Xanthos, Trustees of the Xanthos Family Living Trust dated January 16, 2009 the f.:k:: ine descrbJ .ca; n::,perty ia the City of la:cinitas, County of Sa;, Diego, Stake o(Latilbmia: See "Exhibit A" attached hereto DATE: February 4, 2010 STATE OF CALIFORNIA COUNTY OF !S&V Q On MA 14 // before me, _ l.Aj) a No 7Cnnnda M. MOOrman , who proved to me on the basis of satisfactory evidence to be the pct-son(s). whose name(s) lure subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her /their authorized capacity(ies), and that by his/her /their signature(s) on the instrument the person(s) or the entity CAROL A. PAOPAO upon behalf of which the person(s) acted, executed the instrument. _ Commisslon air 1674745 Ss 1 certify under PENALTY OF PERJURY under the laws of the State of Y San Diego County California that the foregoing paragraph is true and correct. _e Notary Publk - California Comm. Expires Jul B, 2010 WITNESS my hand and official sea . Signature j1� /�� (Seal) MAIL TAX STATEMF:NIS AS DIRECTED ABOVE EXHIBIT 'A' Date: February 04, 2010 3594 File No.: DIV- 3451880 ( 16) PARCEL 4 OF PARCEL MAP NO. 2080, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, NOVEMBER 15, 1973 AS FILE NO. 73- 319561, OF OFFICIAL RECORDS. A.P.N. 264-090-22 VISTA ENGINEERING, INC. CIVIL ENGINEERING AND LAND SURVEYING 930 Vista Village Drive Vista, California 92084 -6064 Phone(760)941 -2271 Fax (760) 941 -7928 vistaeng@pacbell.net March 17, 2011 City of Encinitas Engineering Services Permits 505 South Vulcan Ave. Encinitas, CA 92024 SUBJECT: Engineer's Pad Certification for Grading Permit Number 10584 -G Pursuant to Section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification Letter for the horse riding arena pad on the subject grading plan. As the Engineer of Record for the subject project, I hereby state all rough grading for this pad has been completed in substantial conformance with the approved plans and requirements of the City of Encinitas' Codes and Standards, as more particularly described below. Sec. 23.24.310 (B). The average field verified rough grade pad elevation is approximately 184.1 and the average pad elevation on the approved grading plan is approximately 181.2. Sec. 23.24.310 (B)1. Portions of the engineered drainage devices have been field verified and are constructed in substantial conformance with the subject grading plan, including. the concrete brow ditch; the drain boxes at both ends of the brow ditch; and the PVC drain pipes from the drain boxes to the beginnings of the BMP swales. The remainder of the drainage devices along with the pad drainage and berms are to be completed during the finish grading of the project site. The majority of the engineered retaining wall has been field verified as being constructed in substantial conformance with the subject grading plan, except that the northerly 100 feet was not constructed because it was not needed to retain the cut slope as graded. Vista Engineering, Inc. z2a--a� Sn Post, P.E. -09S FESS /py No. 23166 EYA 12d11,311 HACIENDA Of YI IOPU EN SOI OI I Ohi I %C All the plahedanxl help YOU need tur Yalu p/olect n pSt nne plaCe! Residential - Commercial - Industrial "1 "ype of service required: Grading Construction .Assessor's Parcel Number (APN): 2640 902 200 Site Address: 3412 Fortuna Ranch Rd, Encinitas CA 92024 Contact Person: Demetrios & Shelie Xanthos Contac's direct line or extension: (949)248 -8600 exi 135 .lob Information Site Information Owner's Information .vp 3 5 Fax # (949)248 -8610 Email: xanthostkd,.axagency.com ITEM Cost Fstimale CITY OF ENCINITAS UNIT PRICE FOR QUANTITY UNIT BONDING COST 1. Earthwork Cut/Fill 2700 CY $ 11.50 $ 31,050.00 Slope Planting (hydro- seeding) 13,000 SF $ 0.13 $ 1,690.00 Rip Rap 16 CY $ 11.25 $ 180.00 Stabilized Construction Entrance 600 SF $ 515 $ 3,150.00 6" PVC storm drain 275 LF $ 20.00 $ 5,500.00 Masonry retaining wall (Max 3.5 Ft Height) 270 LF $ 11.00 $ 2,970.00 2'x2' NDS Drain box 2 EA $ 120.00 $ 240.00 Head wall 82 LF $ 6.00 $ 492.00 Vegeted Swale 330 LF $ 2.75 $ 907.50 Gravel bag 600 EA $ 1.10 $ 660.00 Silt fence 320 LF $ 1.60 $ 512.00 .)[ ESS;o POSgO9l o Sub Total $47,351.50 10% Contingency 5 4,735.15 No C054504 Total 5 52,086.65 w m rl rn Exp.12 31 11 CIV14 Pa�P CALW Rod Posada P.E, P.L.S �i 1 1110 960 W San Marcus Blvd Ste 210, Sin Marcos CA 92078 Bus (760) R77 6707 / Fax 1760) 752 1880 /email. inf )0haciendads.mm CLTA Preliminary Report Form (Rev. 11/06) N Order Number: DIV- 3451880 Page Number: 1 First American Title Company 3131 Camino Del Rio North Suite 190 San Diego, CA 92108 Carol Paopao II�1I 5 Stewart Title Escrow I ✓/ r 5740 Fleet Street Suite 100 Carlsbad, CA 92008 Phone: (760)602-9293 Fax: (760)495-5753 Customer Reference: Order Number: Title Officer: Phone: Fax No.: E -Mail: 1�ouk �:OF')• Property: 2269 - 280940 DIV- 3451880 (16) Bonnie Stark/Korey Mulvey /ManeCastillo (619)231 -4657 (866)503 -3866 btlel6 @firstam.com 3214 Fortuna Ranch Road Encinitas, CA PRELIMINARY REPORT JUL 14 2010 OF 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 Tide 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 Exceptions and Exclusions from the coverage and Limitations on Covered Risks of said policy or policies are set forth In Exhibit A attached. The policy to be issued may contain an arbitration clause. When the Amount of Insurance i5 less than that ser forth in the arbitration clause, all arbitrable matters shall be arbitrated at the option of either the Company or the Insured as the e,,c4U5/✓e remedy of the parties. Limitations 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 liens, defects, and encumbrances affecting title to the land. 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 inwrance, a Binder or Commitment should be requested. First American Title Order Number: DIV- 3451880 Page Number: 2 Dated as of )anuary 28, 2010 at 7:30 A.M. The form of Policy of title insurance contemplated by this report is: ALTA/CLTA Homeowner's (EAGLE) Policy of Title Insurance (2008) and ALTA Ext Loan Policy 1056.06 (06- 17 -06) if the land described is an improved residential lot or condominium unit on which there is located a one _to_ four family residence; or ALTA Standard Owner's Policy 2006 (WRE 06- 17 -06) and the ALTA Loan Policy 2006 (06- 17 -06) if the land described is an unimproved residential lot or condominium unit 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: ANANDA M. MOORMAN, A MARRIED MAN AS HIS SOLE AND SEPARATE PROPERTY The estate or interest in the land hereinafter described or referred to covered by this Report is: Fee simple. 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 2010 -2011, a lien not yet due or payable. 2. General and special taxes and assessments for the fiscal year 2009 -2010. First Installment: Penalty: Second Installment Penalty: Tax Rate Area: A. P. No.: $5,508.83, DELINQUENT $550.88 $5,508.83, DUE $0.00 19073 264- 090 -22 3. The lien of defaulted taxes for the fiscal year 2008 -2009, and any subsequent delinquencies. Tax Rate Area: A. P. No.: Amount to redeem Valid through: 19073 264 - 090 -22 $13,228.59 February 2010 First Amencan 77de Order Number: DIV- 3451880 Page Number: 3 Amount to redeem: $13,390.93 Valid through: March 2010 4. Assessment liens, if applicable, collected with the general and special taxes, including but not limited to those disclosed by the reflection of the following of the tax roll: 1915 Bond for Assmt Dist 96 -1. 5. The lien of supplemental taxes, if any, assessed pursuant to Chapter 3.5 commencing with Section 75 of the California Revenue and Taxation Code. 6. Rights of the public in and to that portion of the land lying within street, road, highway or alley. 7. An easement for public road and incidental purposes, recorded September 9, 1961 as Instrument No. 155962 of Official Records. In Favor of: County of San Diego Affects: Portions of the herein described land, the exact location of which can be determined by examination of the above mentioned instrument, which contains a complete legal description of the affected portions of said land. Said instrument also grants the right to extend and maintain drainage structures and excavation and embankment slopes beyond the limits of said right of way where required for construction and maintenance. 8. An offer of dedication for public highway and incidental purposes, recorded November 22, 1972 as Instrument No. 313201 of Official Records. To: County of San Diego Various matters including, but not limited to, requirements for developing or improving the land, covenants, conditions, restrictions and provisions set forth on a Parcel Map 2080: Recorded: November 15, 1973 as File No. 73-319561, of Official Records. 10. An easement for road and incidental purposes, recorded December 20, 1973 as Instrument No. 350177 of Official Records, In Favor of: Thorton E. Davis Affects: Portions of the herein described land, the exact location of which can be determined by examination of the above mentioned instrument, which contains a complete legal description of the affected portions of said land. Said easement has been granted and reserved in various deeds of record. First American Title order Number: OrV- 3451880 Page Number: 4 11. An easement for public utilities, ingress, egress and incidental purposes, recorded November 19, 1974 as Instrument No. 304993 of Official Records. In Favor of: San Diego Gas and Electric Company Affects: Portions of the herein described land, the exact location of which can be determined by examination of the above mentioned instrument, which contains a complete legal description of the affected portions of said land. 12. An easement for public utilities, ingress, egress and incidental purposes, recorded January 7, 1993 as Instrument No. 93 -10455 of Official Records. In Favor of: San Diego Gas and Electric Company Affects: Portions of the herein described land, the exact location of which can be determined by examination of the above mentioned instrument, which contains a complete legal description of the affected portions of said land. 13. An easement shown or dedicated on the Map as referred to in the legal description For: proposed 40' private road and incidental purposes. 14. A deed of trust to secure an original indebtedness of $1,170,000.00 recorded December 10, 2007 as Instrument No. 07- 762761 of Official Records. Dated: December 3, 2007 Trustor: Ananda M. Moorman, a married man Trustee: Golden West Savings Association Service Co., a California Corporation Beneficiary: World Savings Bank, FSB, its successors and /or assigns 15. A deed of trust to secure an original indebtedness of $600,000.00 recorded December 12, 2007 as Instrument No. 07- 768454 of Official Records. Dated: December 04, 2007 Trustor: Ananda M. Moorman, a married man as his sole and separate property Trustee: Alliance Title Company, a California Corporation Beneficiary: Jayme Moorman Notes: a. If this deed of trust is to be eliminated in the policy or policies contemplated by this report/commitment, we will require all of the following prior to the recordation of any documents or the issuance of any policy of title insurance: i. Original note and deed of trust. ii. Payoff demand statement signed by all present beneficiaries. iii. Request for reconveyance signed by all present beneficiaries. b. If the payoff demand statement or the request for reconveyance is to be signed by a servicer, we will also require a full copy of the loan servicing agreement executed by all present beneficiaries. c. If any of the beneficial interest is presently held by trustees under a trust agreement, we will require a certification pursuant to Section 18500.5 of the California Probate Code in a form satisfactory to the Company First Amencan Title Order Number: DIV- 3451660 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. 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 3214 Fortuna Ranch Road, Encinitas, California. 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 First American Title Order Number: DIV- 3451880 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 Banking Services: (877) 600 -9473 ABA 122241255 Credit to First American Title Company Account No. 3008270000 Reference Title Order Number 3451880 and Title Officer Bonnie Stark /Korey Mulvey / MarieCastillo Please wire the day before recording. First American Title Order Number: HIV- 3451880 Page Number: 7 LEGAL DESCRIPTION Real property in the City of Encinitas, County of San Diego, State of California, described as follows: PARCEL 4 OF PARCEL MAP NO. 2080, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, NOVEMBER 15, 1973 AS FILE NO. 73- 319561, OF OFFICIAL RECORDS. APN: 264- 090 -22 First American Trt/e j¢s N C P4 G 00 N� h „ � u Order Number: DIV•3451890 Page Number: 8 © ICS ,,li��3�����9aBIIIIIIIIIIIIII I I IJ I i I I I I I I .I a I ' 'I s I ill � II N ©IIII��1'�1�1���111111111111111 ov ;Oc"_•nY01� � � '(i. t. ��n ' n nN f. ©I�, I11 11 1 1,1111111,11'I1I1I1I1111I'II'I, y W n� • � � r rt II',I1I1I1I1111 Order Number: DIV•3451890 Page Number: 8 First Amencan Tide O_ N cz S r a (Hd O U6 J\ C O �N tO �r o tD m S Ia1 U g h F z e all I I IJ I i I I I I I I .I a I ' 'I s I ill � II N ov ;Oc"_•nY01� � � '(i. t. ��n ' n nN f. y W n� • � � r rt •e _\ I Y 6 a Y First Amencan Tide O_ N cz S r a (Hd O U6 J\ C O �N tO �r o tD m S Ia1 U g h F z e all Order Number: DIV- 3451880 Page Number 9 WoUrCd4 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. EXHIBIT A LIST OF PRINTED EXCEPTIONS AND EXCLUSIONS (BY POLICY TYPE) 1. CALIFORNIA LAND TITLE ASSOCIATION STANDARD COVERAGE POLICY - 1990 SCHEDULE 8 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 try an mspectwn 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 lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by the public records. 5. (a) Unpatented mining claims; (b) reservations a exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims or title 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 Of expenses which arise by reason of: I. (a) Any law, ordnance or govemmental regulation (including but not limited to building and zoning laws, ordinances, a 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 separabon 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 (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. (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. 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) 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) resulting 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. Unenforceabilfty 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, or claim thereof, which arises out of the transaction evidenced by the insured mortgage and rs based upon usury or any consumer credit protection or truth in lending law. 6. Any claim, which apses out of the transaction vesting in the insured the estate or interest insured by 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. First American Title Order Number: DIV- 3451680 Page Number: 10 2. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY FORM 6 - 1970 SCHEDULE OF EXCLUSIONS FROM COVERAGE Any law, ordinance or governmental regulation (including but not limited to building and zoning ordinances) restricting W 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 violabon of any such law, ordinance or governmental regulabon. 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. 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 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 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 estate or interest insured by this policy. 3. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY FORM 5 - 1970 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 2 above are used and the following exceptions to coverage appear in the policy. SCHEDULE6 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 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 pudic records. 5. Unpatented mining claims; reservations or exceptions in patents or in Acts authcrinng 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 I. Any law, ordinance ox governmental regulation (including but not limited to building and zoning ordinances) restricting 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 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 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 m interest insured by this policy or 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 or 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. Unenforceability 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 - 1970 WITH REGIONAL EXCEPTIONS When the American Land Title 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 6 This policy does not insure against loss or damage by reason of the matters shown in parts one and two following: First American Tit /e Order Number: DIV- 34s1880 Page Number: 11 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. 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 [hereof. Easements, claims of easement or encumbrances which are not shown by the public records. 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. Unpatented mining claims; reservabons or exceptions in patents or in Acts authoring the issuance thereof; water rights, claims or title to water. 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. 6. 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, attorneys' fees or expenses which arise by reason of: I. (a) Any law, ordinance or governmental regulation (including but not limited to building and zoning laws, ordinances, or regulations) restricting, regulating, prohibiting or relating to (i) the occupancy, use, or enjoyment of the land; (ii) the character, dimensions or locaoon of any improvement row, 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 nobce 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 pudic 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. 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) 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 claimant; (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 if the insured claimant had paid value for the insured mortgage. 4. Unenforceabildy of the lien of the insured mortgage because of the inability or failure of the insured at Date of Policy, or the inability m 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 unenforceability of the lien of the insured mortgage, or claim thereof, which arses out of the transaction evidenced by the insured mortgage and is based upon usury or any consumer credit protection or With 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 by 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 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. 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 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. 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. First Amencan Til /e Order Number: DIV- 3451880 Page Number: 12 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 theretofore or hereafter furnished, imposed by law and not shown by the public records. 8. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY - 1992 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: L (a) Any law, ordinance or governmental regulation (including but not limited to building and zoning laws, 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 a alleged violation affecting the land has been recorded in the public records at Date of Polly. 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; or (e) resulting 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. f. Any claim, which arses out of the transaction vesting in the insured the estate a interest insured by 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 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 bang deemed a preferential transfer except where the preferential transfer results 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 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: L 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, daims 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, claims a 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 TALE INSURANCE POLICY - 1987 EXCLUSIONS In addition to the Exceptions in Schedule 8, you are not insured against loss, costs, attorneys' fees and expenses resulting from: Governmental police power, and the existence or vioiabon of any law or government regulation. This includes building and zoning First American Title Order Number: DIV- 3051880 Page Number: 13 ordinances and also laws and regulations concerning: • land use • land division • improvements on the land • environmental protection This exclusion does not apply to violabons 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. 2. The right to take the land by condemning R, unless: • 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 title after the Policy Date - this does not limit the labor and material lien coverage in Item 8 of Covered Tide Risks 4. Failure to pay value for your title. 5. Lack of a right: • to any land outside Me area specifically described and referred to in Item 3 of Schedule A, or • in streets, alleys, or waterways that much your land This exclusion does not limit the access coverage in Item 5 of Covered Tide Risks. 11. EAGLE PROTECTION OWNER'S POLICY CLTA HOMEOWNER'S POLICY OF TITLE INSURANCE - 2008 ALTA HOMEOWNER'S POLICY OF TITLE INSURANCE - 2008 Covered Risks 16 (Subdivision Law Violation). 18 (Building Permit). 19 (Toning) and 21 (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 B, You are not insured against loss, costs, attorneys' fees, and expenses resulting from: 1. Govemmental police power, and the existence or violation of those portions of any law or government regulation concerning: a. building b. zoning c. land use d. improvements on the land e. land division f. environmental protection This Exclusion does not limit the coverage described in Covered Risk 8.a., 14, 15, 16, 18, 19, 20, 23 cir 27. 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 limit the coverage described in Covered Risk 14 a 15. 3. The right to take the Land by condemning it. This Exclusion does not limit the coverage described in Covered Risk 17. 4. Risks: a. that are created, allowed, or agreed to by You, whether or not they are recorded in the Public Records; b. that are Known to You at the Policy Date, but not to Us, unless they are recorded 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, 8.e., 25, 26, 27 or 28. Failure to pay value for Your Title. Lack of aright: a. to any land outsde the area specifically described and referred to in paragraph 3 of Schedule A; and b. in streets, alleys, or waterways that much the Land. This Exclusion does not limit the coverage described In Covered Risk 11 or 21 LIMITATIONS ON COVERED RISKS Your insurance for the following Covered Risks is limited on the Ownees Coverage Statement as follows: Covered Risk 16, 18, 19 and 21, 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: Y ❑ Deductible Angunt our Maximum Dollar Limit of Liability Covered Risk 16: 1% of Policy Amount or $5,000.00 (whichever is less) $10,000.00 Covered Risk 18: 1% of Policy Amount or $5,000.00 (whichever is less) $25,000.00 Covered Risk 19: 1% of Policy Amount or $5,000.00 (whichever is less) $25,000.00 Covered Risk 21: 1% of Policy Amount or $2,500.00 (whichever is less) $5,000.00 First Amencan Title Order Number: DIV- 3451880 Page Number: 14 12. THIRD GENERATION EAGLE LOAN POLICY AMERICAN LAND TITLE ASSOCIATION EXPANDED COVERAGE RESIDENTIAL LOAN POLICY (1/01/08) EXCLUSIONS FROM COVERAGE The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, casts, attorneys' fees or expenses which arise by reason of: 1. (a) Any law, ordinance, permit, or governmental regulation (including those relating to building and mning) restricting, regulating, prohibiting, cr relating to (i) the Occupancy, use, or enjoyment of the Land; (ii) 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 Risk 5, 6, 13(c), 13(d), 14 or 16. (b)Any govemmental police power. This Exclusion 1(b) does not modify or limit the coverage provided under Covered Risk 5, 6, 13(c), 13(d), 14 or 16. 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 try 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) resulbng 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, 16, 17, 18, 19, 20, 21, 22, 23, 24, 27 Or 28); 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. 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 unenforceabilty 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. This Exclusion does not modify or limit the coverage provided in Covered Risk 26. 6. Any claim of invalidity, unenforceability or lack of priority 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 modify or limit the coverage provided in Covered Risk 11. 7. Any lien on the Title for real estate taxes or assessments imposed by governmental authority and created or attaching subsequent to Date of Policy. This Exclusion does not modify or limit the coverage provided in Covered Risk II(b) or 25. B. The failure of the residential structure, or any portion of R, to have been constructed before, on or after Date Of Policy in accordance with applicable building codes. This Exclusion does not modify or limit the coverage provided in Covered Risk 5 or 6. 13. 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, Of expenses that 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 (i) the Occupancy, use, or enjoyment of the Lard; (ii) 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 Risk 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 disclosed in wnting 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 susUined 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 First American Title Order Number: DIV- 3451880 Page Number: 15 (b) a preferential transfer for any reason not stated in Covered Risk 13(b) of this policy. 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). 14. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY - 2006 WITH REGIONAL EXCEPTIONS When the American Land Tice Association policy �s used as a Standard Coverage Policy and not as an Extended Coverage Policy the exclusions set forth in paragraph 13 above are used and the following exceptions to coverage appear in the policy. SCHEDULE B Thss 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 facts, rights, interests, or claims 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 circumstance 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 or title to water, whether or not the matters excepted under (a), (b), or (c) are shown by the Public Records. 15. 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 apse 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; (ii) the character, dimensions, or location of any improvement erected on the Land; (iii) the subdivision of land; or (iv) environmental protecoon;or the effect of any violation of these laws, ordinances, or governmental regulations. This Exclusion I(a) does not modify or limit the coverage provided under Covered Risk 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 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 (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 pad value for the Title. 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 preferential transfer for any reason not stated in Covered Risk 9 of this policy. 5. Any lien on the Tide 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. 16. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY - 2006 WITH REGIONAL EXCEPTIONS First American Title Order Number: DIY - 3451880 Page Number: 16 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 15 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 arise by reason of: I . (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 claims that are not shown by the Public Records but that could be ascertamed by an inspection of the Land or that may be asserted by persons in possession W the Land. 3. Easements, liens or encumbrances, or claims thereof, not shown by the Public Records. 4. Any encroachment, encumbrance, violation, variation, or adverse circumstance 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 daims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof, (c) water rights, claims or title to water, whether or not the matters excepted under (a), (b), or (c) are shown by the Pudic Records. First American Title Order Number: DIV- 3451880 Page Number: 17 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 governs 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 Fair Information Values, a copy of which can be found on our website at www firstam.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 internal 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, such 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 Policy and First American's Fair Information Values•. We currently maintain physical, electronic, and procedural safeguards that comply with federal regulations to guard your nonpublic personal information. 0 2001 The First American Corporation • All Rights Reserved First Amencan Title Date 0' /'—Z4/ () City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 Re: Tract { /q V e?) Drawing Number:. jos -lrq — G Project Name: /XGn4L5' Release of Responsibility — Owner's Statement In accordance with Section 23.24 -360 of the Encinitas Municipal Code, please be advised that in reference to the above stated plans, we are verifying a change of professional (Engineer, Soils Engineer, or Engineering Geologist) from (previous Engineer) o (new Engineer) Owner's Name - a N e Title g: Debra /release_respon sibility Dater / City of Encinitas 505 South Vulcan Avenue Encinitas. CA 92024 Re: Tract:�PM 2 °8o Drawing Number:_ /aQ Project Name: X2 14. IV 57 `qM New Engineer of Work In accordance with Section 23.24 -360 of the Encinitas Municipal Code, please be advised that in reference to the above stated plans, VI �Sh (Engineering firm), �y , LP�s�P -r as new Engineer of Work, assumes all responsibility and liability for the drawings, and the items as outlined on Declaration of Responsible Charge as shown on plans 1d- a �J tti v /I/p. /� $. �i ^ 7 . Engineering Firm Name -'1 Vr 5�A — J % r1 Pert �( MaZt0 v � 4 n�a�ur Name tw, L, Pas r '�4 C1VIl. Title (S fCAUf'O Sfnro✓ 6�%APPS g: Debra /release_responsibility Date: 12— 1— I1D City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 Re: Tract PM -10 PO Drawing Number: l 019 ry— 4 Project Name: r..ilri 6n.. A. Release of Responsibility In accordance with Section 23.24 -360 of the Encinitas Municipal Code, please be advised that in reference to the above stated plans, we release all responsibility for these plans and relinquish all as stated in Declaration of Responsible Charge as shown on plans. Engineering Firm Nam jk k (%ir Owtlar. k 0 t�-- N RAJ, Pbstu Title EM g: Debra/release—responsibility r CcAW4 dN (),I FNC;TNFFR Job #10 -272 -F March 24, 2011 Mr. Demetrios Xanthos 3214 Fortuna Ranch Road Encinitas, California 92024 2450 Auto Park Way Escondido. California 92029 -1229 Phone(760)743 -1214 Fax (760) 739 -0343 AS- GRADED COMPACTION REPORT FOR THE RE- GRADING OF A PREVIOUSLY GRADED HORSE ARENA, 3214 FORTUNA RANCH ROAD, CITY OF ENCINITAS DRAWING 410584 -G In accordance with the Grading Ordinance for the City of Encinitas, this as- graded compaction report has been prepared for the above referenced project. We have completed engineering observations and testing services in conjunction with the removal and re- compact grading operations. This report summarizes the results of our tests and observations of the re- compacted fill. The re- compacted fill for the proposed horse arena was placed periodically during the period of November 23, 2010 through January 20, 2011. Actual dates are shown on the enclosed compaction test result sheet. REFERENCES The following listed grading plan and document was used by this office as part of this project: A. Grading Plan prepared by Vista Engineering, Inc. B. "Geotechnical Investigation" report, prepared by this office, dated July 22, 2010, Job #10- 209-P. GRADING INFORMATION /GROUND PREPARATION Prior to grading operations, the site in the immediate vicinity of the proposed horse area pad was cleared of vegetation. All questionable loose and soft topsoils previously placed fill was removed from the proposed horse arena area. Adequate keys were placed against firm ground prior to fill placement. Site preparation and grading were conducted in substantial conformance with Appendix Chapter 33, latest edition of the California Building Code, the Grading Ordinance for the City of Encinitas and our above listed preliminary geotechnical report. All inspections and testing were conducted under the observation of this office. As- Graded Compaction Report, Proposed Horse Arena Page 2 Citv of Encinitas Drawing #10584 March 24, 2011 In our opinion, all embankments and excavations were constructed in substantial conformance with the provided grading plan, and are acceptable for their intended use. IF ANY HABITABLE STRUCTURES AND ASSOCIATED IMPROVEMENTS ARE TO BE PLACED WITHIN THE RE- GRADED HORSE ARENA, FURTHER ENGINEERING, TESTING, AND RECOMMENDATIONS WILL BE REQUIRED. FILL PLACEMENT Fill was placed in 6 to 8 -inch lifts and compacted by means of heavy construction equipment. Field density tests were performed in accordance with ASTM Method D -1556 sand cone method and ASTM D -2922 nuclear densimeter as the fill was placed. The moisture content for each density sample was also determined. The approximate locations of the field density tests are shown on the attached drawing. The locations of the tests were placed to provide the best possible coverage. Areas of low compaction, as indicated by the field density tests, were brought to the attention of the contractor. These areas were reworked by the contractor and retested. The test locations and final test results are summarized on the compaction test result table. Elevations and locations of field density tests were determined by hand level and pacing/tape measure relative to field staking done by others. The results of our field density tests and laboratory testing indicate that the fills at the site were compacted to at least 90% of the corresponding maximum dry density at the tested locations. SLOPE PROTECTION All slopes should be landscaped with types of plants and planting that do not require excessive irrigation. Excess watering of slopes should be avoided. Slopes left implanted will be subject to erosion. The irrigation system should be installed in accordance with the governing agencies. Water should not be allowed to flow over the slopes in an uncontrolled manner. Until landscaping is fully established, plastic sheeting should be kept accessible to protect the slopes from periods of prolonged and/or heavy rainfall. Berms should be constructed along the top edges of all fill slopes. Brow ditches should be constructed along the top of all cut slopes sufficient to guide runoff away from the building site and adjacent fill slopes prior to the project being completed. LIMITATIONS Our description of the grading operations, as well as observations and testing services herein, have been limited to those grading operations performed periodically during the period of November 23, V INJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 As- Graded Compaction Report, Proposed Horse Arena Page 3 City of Encinitas Drawing 010584 March 24, 2011 2010 through January 20, 2011. The conclusions contained herein have been based upon our observations and testing as noted. No representations are made as to the quality or extent of materials not observed and tested. If you have any questions or need clarification, please do not hesitate to contact this office. Reference to our Job #10 -272 -F will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. RMV /mpr Distribution: Addressee (6) mpr4ny filw\grading department projects \10.272- f- xamlws 3214 fortune ranch nmd\es-graded compaction report for proposed arena VINIE &. MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -I2I4 JOB NO: 10 -272 -F NAME: Mr. Demetrios Xanthos LOCATION: 3214 Fortuna Ranch Road, Encinitas TEST RESULTS, PROPOSED ARENA: Maximum Dry Density /Optimum Moisture Content, ASTM 1557: Soil Type 1: Brown Silty Clayey Sand (Fill/Topsoil) ** Maximum Dry Density: 121.5 pcf Optimum Moisture: 13.5% Soil Type 2: Red -Brown Silty Sandy Clay to Clayey Silt (Fill/Topsod) ** Maximum Dry Density: 122.3 pcf Optimum Moisture: 14.0% Soil Type 3: Orange -Brown Sandy Silty Clay with Some Gravel Maximum Dry Density: 123.0 pcf Optimum Moisture: 13.0% Soil Type 4: Sample #3 Above Rock Corrected to 14% Rock Maximum Dry Density: 128.3 pcf Optimum Moisture: 11.5% * *From the "Geotechnical Investigation" report prepared by this office, dated July 22, 2010, Job #10 -209 -P rrtpr\my ftles\grading deparunent projects \10 - 271 -f- unthos 3214 for una ranch road\&w raded arena proctor list JOB NO: 10 -272 -F NAME: Mr. Demetrios Xanthos LOCATION: 3214 Fortuna Ranch Road, Encinitas Field Density Tests Results: Proposed Arena Date 2010 Test No. Location El. Of Fill In Feet % Field Moisture Field Dry Density Pef Max Dry Density Pef 0% Relathe Comp. Comments, 11/23 I Arena, Keyway 171.0 16.1 106.8 1223 87.4 Bottom at El. 169.0, Test Failed 11/23 2 Arena, Keyway 172.5 15.9 106.9 122.3 87.4 Test Failed 12/09 3 Arena, Keyway 170.5 15.6 112.6 122.3 92.7 Bottom at El. 169. 0, Retest #1 12/09 4 Arena, Keyway 172.5 14.5 113.9 128.3 88.8 Retest #2, Test Failed 12/10 5 Arena, Keyway 173.5 15.0 111.7 128.3 87.1 Test Failed 12/10 6 Arena, Keyway 172.0 15.2 115.8 128.3 90.3 Retest #2, and #4 12/10 7 Arena, Keyway 171.0 14.0 110.5 121.5 91.0 12/10 8 Arena 174.0 17.8 109.4 121.5 90.0 12/10 9 Arena 173.5 15.6 117.0 128.3 91.2 Retest 45 12/14 10 Arena 175.5 15.6 106.8 123.0 86.8 Test Failed 12114 II Arena 175.0 13.0 116.3 128.3 90.6 12/15 12 Arena 175.5 14.7 112.2 123.0 91.3 Retest #10 12/15 l3 Arena 176.0 15.6 116.6 128.3 90.9 12/17 14 Arena 178.0 15.5 116.9 128.3 91.1 12/17 15 Arena 180.0 12.3 115.7 128.3 90.2 zn11 01!20 16 Arena 181.5 10.9 116.0 128.3 90.4 Finish Grade mprMiy files\grading dcpar n( pro)u&\10- 272 4- as-gmded dmity tea results °r ENGINEERING SER VICES DEPARTMENT capital Improvement Project City of Dishicf Support Services EIS Field Operations Subd -"Ww Engineering Traffic Engineering TO: FROM RE: Name of Proj Name of Dev Site Location (address:::._ ROUGH GRADING APPROVAL subdivision Engineering Public Service counter Field operations Private contract Inspection r Grading Permit No. /9. .n .. I, A-^ .-a t d ...suEB)d -.n I have inspected the graefi ^ -t4 abject site and:havelxWfled tertfflcatromief the pad bV the :Engineer of work, - I� /M U patr d: 'and er lfitation of soil compacEion by the Sofl Engineer, e t A& dated � —�rr m hereby satisfied teat the. rough "grading has completed, Waccordance:wittr the : approvetl - plans, and -specifications, Chapter. 2374 -of- the;MUmicipal -Code; and'.anV oitherapplicable - engineering standards and�.speclfic project requirements.-- eased:on:my observation and the certifications,_ take no. exception to the issuance .ofa building permit for the lot(s) as noted or Phase if any, but only in so far as grading is concemed. However, this release is not Intend fib to certify the project with respect to other.engineering concems, Including .public road, drainage; water, sewer, park, and trail improvements, and their availability, any other public Improvements, deferred monumentatim or final grading. Prior W final inspection of the Building Permlttsl 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 qvxearr+plQted In ,xordance with the approved plans and specificatlons. '3 z8 -Ir (Date) (Signature of SeniorOvil Engineer, oft if appropiate) (Date) Reference: Building Permit No. Special Note: Submit this form, if completed to countcr 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 appropiate reductions in security, if any, and coordination with Building Inspection. Thank you. JSG /ftcld3.docl �, 74nrai2rnn I FAX 760533 -2627 505 S. Vulcan Avenue. Enaniru, Caffirrir 92024 -3633 TDD 760 - 6332700 ! reeyded paper F NOTICE OF VIOLATION STOP /QPjWORK City of Encinitas - State of Calif is Office of City Engineer J SaJ Issued to: XP N70 L6) C�OTNI G This site has been inspected and is in violation of the followi ng Chapter(s) of the Municipal Code: V / No Permit (15.04, 15.08, 23.24)' Traffic Control (15.04) Grading (23.24) Erosion Control (23.24) Asphalt Concrete (15.04) Concrete (15.04) rCtnage and 4,23. 4) (15.04) Drainage (15.04, 23.24) Illegal Encroachment (15.04) Other Site Address: ✓+WI m? ,i Z- 7jxw 4t`rLi-(P r You are hereby or eyed t9` abate the following violatior by: Z 2-51 /1 (Date) This may be accomplished by: /) bBrnikl A /lumlT 7'd /aEp Z'� %b/tn9 wj2 C�/VE R16uc. ,Q16M7 =off (,✓,�/ Z) 6 04!5NIL -D I1 rmoJE w. T1-72- 1-WE AND PtA(C OAl DO NOT REMOV THIS NOTICE! 14s 5HMA) 04 C 4WOSt`APh6 fzw Contact project inspector regarding removal of this Notice. /odd 2/ /7l1/ Inspector (7��633.Zgb Date n- 10 .3 z City ngineer Date FINAL PUNCHLIST Permit 10584 GI 3214 Fortuna Ranch Road Owner: Demetrios & Shellie Xanthos May 12, 2011 1. Submit As- builts. 2. Submit As- Graded certification letter from Engineer. (See attached) 3. Remove and replace damaged driveway section. (Inspection required) 4. Install Flow Spreader Wall at the SW Corner of project as shown on plans. (Inspection required) 5. Plant Vegetated swales with underdrains. See note on plans about choosing plants that will not eventually block drainage flow. 6. Add material to the exercise area pad. Soften slopes at the SW comer so that they do not exceed 2:1. Plant slopes in this area. 7. Flowline of the Recycled base driveway does not center with rip rap. Extend rip rap westward or regrade the flowline to meet the middle of the rip rap. 8. Add more plants or install mulch on the slopes. (Grading ordinance says there is to be 90% coverage at the time of the final) 9. Clean out brow ditch and drain boxes one last time. 10. Remove loose material and pipes around rip rap at the NW Corner of project. 11. Install hay rolls across large exposed area north of residence. The above items were completed on and approved by (Date) (Inspector) FINAL PUNCHLIST Permit 10584 GI 3214 Fortuna Ranch Road Owner: Demetrios & Shellie Xanthos Remove loose material and pipes around rip rap at the NW Corner of project. Install hay rolls across large exposed area north of residence. / The above items were completed on3l '4I 1 and approved by�� (Date) (Inspector) /�JW v GnaJ�I I�x qrl �3w V l E"h` May 12, 2011 Submit As- builts. I10 iL Submit As- Graded certification letter from Engineer. (See 1� attached) tv Remove and replace damaged driveway section. (Inspection 'sy required) w Install Flow Spreader Wall at the SW Corner of project as shown on plans. (Inspection required) bG'grf' Plant Vegetated swales with underdrains. See note on plans about ' ? F( ri5 choosing plants that will not eventually block drainage flow. r P 6. Add material to the exercise area pad. Soften slopes at the SW comer so that they do not exceed 2:1. Punt sln= in this area 44c -Ae 4 -tL Flowline of the Recycled base driveway does not center with rip rap. Extend rip rap westward or regrade the flowline to meet the middle of the rip rap. Add more plants or install mulch on the slopes. (Grading ordinance says there is to be 90% coverage at the time of the final) Or Clean out brow ditch and drain boxes one last time. Remove loose material and pipes around rip rap at the NW Corner of project. Install hay rolls across large exposed area north of residence. / The above items were completed on3l '4I 1 and approved by�� (Date) (Inspector) /�JW v GnaJ�I I�x qrl �3w V l E"h` CITY OF ENCINITAS Engineering Services Department �( 505 South Vulcan Avenue Encinitas, Ca. 92024 -3633 Phone (760) 633 -2770 Fax (760) 633 -2818 This box for Engineering Dept use only FAX Fax Date: Note to Engin:ee ork: ❑ The departmened below ❑ Public Works From: Plancheck Staff, Engineering Department To: JS� j p ef.I' has issued pla comments on a currently in process with . Please the pler Engineerof WMV ra<r Person Fax: (contact Ph: ( �(ob ) s' J , - as listed below w questions. Transmitted To: SDWD ❑ Fire ❑ Planning & Bldg ❑ Public Works ❑ Geolech review ❑ //7 Transmitted By: a Other Proiectlnfo: Owner/ Descrip: X 0/pi Site Address: 32141 larA APN: X61/ -6 ?6 -ate Plancheck Comments: Parks & Rec ❑ File Engineering (see reverse) Drawing #: Case # 1 V Grading - Impv ❑ Map (FM, PM)❑ Other ❑ As -built �O CC ❑ Plancheck frff) 2 3 4 5 6 mylars To discuss these comments, please contact- Planchecker: at Phone # 6 r` VISTA ENGINEERING, INC. CIVIL ENGINEERING AND LAND SURVEYING 2450 Auto Park way Escondido, California 92029 Phone (760) 941 -2271 Fax (760) 739 -0343 0 . vistaeng@pachell.net January 5, 2012 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, California 92024 Re: Engineer's Final Grading Certification for Grading Permit Number 10584 -G The grading under Grading Permit Number 10584 -G has been performed in substantial conformance with the approved grading plan or as shown on the attached 'As Graded' plan. Final grading inspection has demonstrated that lot drainage conforms with the approved grading plan and that swales drain at a minimum of 1 % to the street and /or 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. -. Engineer of Record 4 23166 Ki L. Post, RCE 23166 s Exp.1231.2013 sl CIVIL Dated - S- �Z ATE OFCAl1FOQ 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 ate responsibility. Engineering Inspector: Dated: 22bq� Z 1 11 AUG 2 aop i:CES i i, . JF i6CifCiFS Geotechnical Investigation Proposed Barn Extension, Arena & Pasture Area 3214 Fortuna Ranch Road Encinitas, California (A.P.N.264- 090 -22) July 22, 2010 Prepared For: DEMETRIOS XANTHOS 3214 Fortuna Ranch Road Encinitas, California 92024 Prepared By: VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way Escondido, California 92029 Job #10 -209 -P 41�e I1♦I Job #10 -209 -P July 22, 2010 Demetrios Xanthos 3214 Fortuna Ranch Road Encinitas, California 92024 F.NC;TNFFR TNTC, 2450 Auto Park Way Escondido, California 9 202 9 -1 229 Phone(760)743 -1214 Fax (760) 739 -0343 GEOTECHNICAL INVESTIGATION, PROPOSED BARN EXTENSION, ARENA & PASTURE AREA, 3214 FORTUNA RANCH ROAD, ENCINITAS CALIFORNIA (A.P.N. 264 - 090 -22) Pursuant to your request, Vinje and Middleton Engineering, Inc. has completed the attached Geotechnical Investigation report for the proposed barn extension, arena and pasture area at the above - referenced project property. The following report summarizes the results of our field investigations, including laboratory testing, engineering analyses and conclusions, and provides recommendations for the proposed improvements, as understood. From a geotechnical engineering standpoint, it is our opinion that the study sites are suitable for the proposed improvements provided our recommendations presented in this report are incorporated into the final designs and implemented during the constructions. The conclusions and recommendations provided in this study are consistent with the site indicated geotechnical conditions and are intended to aid in preparation of final plans and allow more accurate estimates of construction costs. If you have any questions or need clarification, please do not hesitate to contact this office. Reference to our Job #10 -209 -P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. E & MIDDLETON ENGINE INC. k LLt W IM0. 40t Mehdi S. hariat fS N Exp. 12/81110 #2885 ,t TABLE OF CONTENTS PAGE NO. I. INTRODUCTION .................. ............................... 1 II. SITE DESCRIPTION AND BACKGROUND ............................ 1 III. PROPOSED DEVELOPMENT ....... ............................... 2 IV. SITE INVESTIGATION ............. ............................... 2 V. GEOTECHNICAL CONDITIONS ..... ............................... 3 A. Earth Materials .............. ............................... 3 B. Groundwater and Surface Drainage ............................ 3 C. Rock Hardness and Quality of Generated Soils ................... 3 D. Slope Stability ............... ............................... 4 E. Faults /Seismicity ............. ............................... 4 F. Seismic Ground Motion Values . ............................... 6 G. Geologic Hazards ............ ............................... 7 H. Field and Laboratory Tests and Test Results ..................... 7 VI. SITE CORROSION ASSESSMENT .. ............................... 10 VII. CONCLUSIONS ................. ............................... 11 VIII. RECOMMENDATIONS ............ ............................... 13 A. Remedial Grading and Earthworks ............................ 14 B. Barn Extension Foundations .. ............................... 20 C. Soil Design Parameters ...... ............................... 21 D. General Recommendations ... ............................... 21 IX. LIMITATIONS ................... ............................... 23 REFERENCES tIF_1-3111:1111aal FaultZone ........................... ............................... 1 Seismic Ground Motion Values .......... ............................... 2 SoilType ............................ ............................... 3 Maximum Dry Density and Optimum Moisture Content ..................... 4 Moisture - Density Test ................. ............................... 5 Expansion Index Test .................. ............................... 6 TABLE OF CONTENTS (continued) TABLE NO. Direct Shear Test ..................... ............................... 7 Liquid Limit, Plastic Limit and Plasticity Index ............................ 8 pH and Resistivity Test ................ ............................... 9 SulfateTest ......................... ............................... 10 Chloride Test ........................ ............................... 11 Years to Perforation of Steel Culverts ... ............................... 12 PLATE NO. VicinityMap .......................... ............................... 1 GradingPlan ......................... ............................... 2 Test Pit Logs (with key) .................. ...........................3 -10 Cross Sections ...................... ............................... 11 Fault Epicenter Map .................. ............................... 12 Typical Wall Drain Detail .............. ............................... 13 GEOTECHNICAL INVESTIGATION PROPOSED BARN EXTENSION, ARENA & PASTURE AREA 3214 FORTUNA RANCH ROAD ENCINITAS, CALIFORNIA (A.P.N.264- 090 -22) I. INTRODUCTION The project improvement areas investigated herein consist of portions of an existing developed residential property located at the above - referenced address within the Olivenhain area of the city of Encinitas. The approximate property location is shown on a Vicinity Map attached to this report as Plate 1. We understand that new improvements are planned at the property which include an extension to the existing barn and the creation of a horse arena and pasture area. Some grading and ground modifications have been recently carried out at the project improvement sites. However, the work is now stopped pending completion of a grading plan and preparations of a geotechnical study based on the proposed grading design approved by the city of Encinitas and pertinent governing agencies. The purpose of this investigation was to investigate soils and geologic conditions underneath the project improvement sites and evaluate their influence upon the proposed constructions. Our efforts included the excavation of exploratory test pits, in -situ testing and sampling of representative earth deposits, laboratory testing and engineering analysis. The results were utilized in formulating remedial grading and pad construction recommendations with pertinent geotechnical design parameters. The scope of this work is limited to the planned new constructions and improvement areas only as specifically delineated in this report. Other areas of the property not investigated, including existing barn, buildings, structures and improvements, are beyond the scope of this report. II. SITE DESCRIPTION AND BACKGROUND A Grading Plan showing existing conditions and the proposed development is reproduced and attached with this report as Plate 2. As shown, the property generally consists of hillside terrain that ascends to the east from Lone Jack Road. Site natural terrain generally ascends at gradients approaching 5:1 maximum. The project areas largely consist of the westerly and northerly portions of the property. Ground modifications within the study areas include the recent ground modifications and older grading activities. The older grading activities are thought to mostly have occurred in the lower west margin of the property where a level pad was constructed that presently supports an existing horse barn. The existing barn is a wood frame structure with a light roof and an unimproved "dirt" floor. Earthworks for the adjacent arena is also thought have been carried out at the same time. Engineering records for the older grading activities and existing barn construction are not available. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 2 The new ground modifications apparently consisted of enlargement of the barn pad by placing added fills around the perimeter presumably to accommodate the planned new extension, and relatively minor cutting and shallow filling at the pasture area to the north. Recent grading has also resulted in two minor fill embankments and a modest cut slope. All graded slopes (fill and cut) within the study area occur at 2:1 (horizontal to vertical) gradients maximum and generally approach six feet high maximum. The recent grading activities within the project areas were apparently completed without engineering observations and testing control, nor in accordance with an approved grading plan. Consequently, a stop work order was issued by the city of Encinitas. Subsequent to the stop -work order, a grading plan (Plate 2) forthe project grading and new improvements has been prepared. Site drainage flows in a westerly direction to Lone Jack Road. Excessive scouring or erosion is not in evidence. III. PROPOSED DEVELOPMENT Planned improvements are shown on the project Grading Plan, Plate 2. As shown, the planned new improvements consist of the development of an arena, pasture area, and building extension of the existing horse barn. Relatively modest grading efforts will be needed for the construction of the arena and pasture areas. Vertical cut and fill depths approaching 10 feet maximum will be required. New graded embankments are programmed for variable gradients that will approach 2:1 maximum. Maximum heights of the new fill and cut slopes will range from 12 feet to 22 feet respectively. Creation of the pasture area will include a fill over cut slope. Short retaining walls, on the order of 3'/ feet high maximum will be utilized to achieve ground elevation transitions along the toe of ascending slopes for the arena and pasture areas. The planned barn extension will add an approximate 1000 square feet (50 feet by 20 feet) of building addition on the north side. Construction details are not available. However, barn construction is expected to be very similar to the existing structure consisting of exterior wood panel walls with a light wood roof supported on isolated pad footings with an unimproved (dirt) floor. Arena and pasture area will also consist of unimproved "dirt" pads and are not intended for the support of new buildings. structures or improvements. IV. SITE INVESTIGATION Geotechnical conditions at the study areas were chiefly determined by the mapping of existing exposures and the excavation of 8 exploratory test pits dug with a tractor - mounted backhoe. All the excavations were logged by our project geologist who also retained representative soil and rock samples at selected locations and intervals for laboratory testing. Test pit locations are indicated on the Grading Plan, Plate 2. Logs of the test pits are included as Plates 3 -10. Laboratory test results and engineering properties of selected samples are summarized in following sections. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -I214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 3 V. GEOTECHNICAL CONDITIONS The study areas consist largely of gently to moderately sloping terrain underlain by metavolcanic bedrock units which are prevalent in local areas of Olivenhain. Subsurface conditions based on our test pit exposures and planned finish grades are depicted on the enclosed Cross - Sections, Plate 11. The following earth materials are recognized: A. Earth Materials Bedrock: The project areas of the property studied herein are underlain by metavolcanic bedrock units more commonly designated as the Jurassic age Santiago Peak Volcanics. As exposed in our exploratory test pits and exposed on graded cut surfaces, the bedrock ranges from deeply weathered and friable to fractured and very hard. Site hard bedrock will provide adequate support for new fills, structures, and improvements. Topsoil / Fill: Locally derived fills and natural topsoils mantle much of the bedrock within the study areas. Site fills are generally shallow deposits on the order of 2 to 4'/2 maximum, as exposed in our exploratory test pits, and typically consist of sandy to clayey soils in soft to loose and stiff conditions overall. The fills within the project areas were apparently placed during recent grading activities without engineering observations and testing control. All existing site fills within the planned improvement areas should be regraded as specified in the following sections. Natural topsoil underlie the site fills or occur directly at surface exposures and are mostly comprised of plastic clayey soils. Site natural soils generally occur in a soft condition near the surface becoming stiff with depth. B. Groundwater and Surface Drainage Groundwater conditions were not encountered to the depths explored and is not expected to impact site grading or the long term stability of the planned new improvements. However, like all graded sites, the proper control of surface drainage is an important factor in the continued stability of the developed graded surfaces and embankments. Ponding of surface run -off should not be allowed and over - watering of site vegetation should be avoided. C. Rock Hardness and Quality of Generated Soils Hillside terrain at the project site is underlain by metavolcanic bedrock units that are known to be very hard. Backhoe refusal was encountered in 2 of the 8 test trenches at relatively shallow depths into the bedrock. VINE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -I2I4 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 4 Planned excavations will remove modest portions of the hillside for the creation of level arena and pasture pad surfaces. Cut excavations up to 10 feet deep are anticipated for achieving the proposed design pad grades. Based on the conditions of exposed bedrock at the site, heavy ripping and concentrated efforts utilizing larger bulldozers (Caterpillar D -9 or equal) will likely be required. The need for a blasting program is currently not indicated. However, the use of a rock breaker for harder exposures cannot be ruled out. Excavations of the site harder bedrock are also expected to generate poor to marginal quality fill materials with abundant larger rock and a scarcity of soil. These conditions are expected to create handling, disposal, processing and compaction difficulties. In general, cutting of the less weathered sections of the site bedrock will likely produce rock -laden material that may be manufactured to suitable depositsfor reuse in new fills provided larger sizes are excluded from the mixture and specified rock to fines ratio are maintained in accordance with the requirements of this report. Larger rock fragments should be excluded from new fills as specified below. D. Slope Stability Landslides or other forms of slope instability are not indicated at the project site. The study areas are underlain by metavolcanic bedrock which typically performs well in graded and natural slope conditions. Documentation for the construction of the existing graded slopes is not available. However, all graded slopes within the study areas are minor to modest features which occur at 2:1 or flatter gradients with no indication of potential instability. Planned new cut embankments exposing metavolcanic bedrock will be grossly stable for the indicated design heights at 2:1 gradients maximum. New graded fill slopes will also be grossly stable provided our grading recommendations are followed. E. 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 VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido. California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 5 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 6.5 miles from the project area. This event, which is thought to have occurred along an offshore fault, reached an estimated magnitude of 6.5 with estimated bedrock acceleration values of 0.99g 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 Fault 7 0 miles 0117g Newport- Inglewood Fault 14.0 miles 0 112g Coronado Bank Fault 21.8 miles 0.105g Elsinore - Julian Fault 24.4 miles 0.082 The location of significant faults and earthquake events relative to the study site are depicted on a Fault - Epicenter Map attached to this report as Plate 12. 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 VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 6 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. F. Seismic Ground Motion Values For design purposes, site - specific seismic ground motion values were determined as part of this investigation 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: lIL•UY1110 Site Class Ss S1 Fa Fv SMs SMI SDS SDI B 1 109 0 413 1 0 1.0 1 109 0 413 0 739 0.276 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. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 7 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). Srni: The MCE, 5% damped, spectral response acceleration at a period of 1- second adjusted for site class effects (SMJ= FvSJ). SDS: Design, 5% damped, spectral response acceleration parameter at short periods (SDS= 2/3SMS). Sol: Design, 5% damped, spectral response acceleration parameter at a period of 1- second (SDI= 2/3SM1). Site peak ground accelerations (PGA) based on 2 percent probability of exceedance in 50 years defined as Maximum Considered Earthquake (MCE) with a statistical return period of 2,475 years is also evaluated herein in accordance with the requirements of CBC Section 1613 and ASCE Standard 7 -05. Based on our analysis, the site PGAMCE was estimated to be 0.46g using the web -based United States Geological Survey (USGS) ground motion calculator. The design PGA determined as two - thirds of the Maximum Considered Earthquake (MCE) was estimated to be 0.31g. G. Geologic Hazards Geologic hazards are not presently indicated at the project site. Minor exposed slopes do not indicate gross geologic instability. 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. H. Field and Laboratory Tests and Test Results Earth deposits encountered in our exploratory test excavations were closely examined and sampled for laboratory testing Based upon our test pit and field exposures, site soils have been grouped into the following soil types: TABLE 3 Soil Type I Description 1 Brown silty clayey sand (Fill /Topsoil) 2 Red brown silty sandy clay to clayey silt (Fill /Topsoil) 3 Red brown to mottled metavolcanic rock Formational Rock The following tests were conducted in support of this investigation: V INJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 920294229 • Phone (760) 743 -I2I4 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 8 1. Maximum Dry Density and Optimum Moisture Content: The maximum dry density and optimum moisture content of Soil Types 1 and 2 were determined in accordance with ASTM D -1557. The results are presented in Table 4. Location Soil Type Maximum Dry Densi Ym- c Optimum Moisture Content mope % TP -1 @ 1' 1 121 5 13 5 TP -7 2' 2 1 122 3 14.0 2. Moisture - Density Test: In -place dry density and moisture contents of representative soil deposits beneath the site were determined using field in -situ nuclear densimeter (ASTM D -2922) test equipment and from relatively undisturbed chunk samples using the laboratory water displacement test method. Results are presented in Table 5 and tabulated on the attached Test Trench Logs. TABLE 5 VINIE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido, Cahfomia 92029 -1229 • Phone (760) 743 -I214 Field Degree Moisture Field Dry Max. Dry In -Place of Sample Soil Content Density Density Relative Saturation Location Type (W-%) (Yd -pcf) (Ym -pcf) Compaction S(%) TP -1 @ 1' 1 14 109 2 121.5 90 70 TP -1 @ 3' 1 14 107.7 121.5 88 68 TP -1 @ 5' (N) 2 19 107.2 121.5 88 90 TP -2 @ 1' 1 11 105.2 121.5 87 50 TP -2 @ 3' (N) 1 19 107,9 121 5 89 92 TP -3 @ 6' 3 10 136.1 - - 100 TP -6 @ 6' 1 10 137.3 121 5 100+ 100 2 20 96.8 122.3 79 73 2 22 96.7 122.3 79 80 N = Nuclear densimeter test equipment Assumptions and relationships: In -place Relative Compaction = (Yd + Ym) X100 Gs = 2.70 e= (Gs YW +Yd) -1 S= (w Gs) -e VINIE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido, Cahfomia 92029 -1229 • Phone (760) 743 -I214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 9 3. Expansion Index Test: One expansion index (EI) test was performed on a representative sample of Soil Type 1 in accordance with the ASTM D4829. The test results are presented in Table 6. Sample TP -1 @ 1 TABLE 6 Molded Degree of Final Initial Dry EI Soil W Saturation m Density Measured 50% type ( %) I ( %) I l %al I (PCF) EI I Saturat 12 9 I 57.6 I 25.0 1 1050 1 65 (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 Hoh 72 4. Direct Shear Test: One direct shear test was performed on a representative sample of Soil Type 1. The prepared specimen was 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 result is presented in Table 7. TABLE 7 5. Liquid Limit, Plastic Limit and Plasticity Index: Liquid limit, plastic limit and plasticity index tests were performed on a representative sample of Soil Type 3 in accordance with the ASTM D -4318. Test results are tabulated in Table 8. TABLE 8 Location Soil Type Liquid Limit LL' /° Wet Angle of Apparent Sample Soil Sample Density Int. Fric. Cohesion Location Type Condition (Yw- ((D-Deg.) (c -psf) ct TP -1 @ 1' 1 remolded to 90% of Ym @ % wont 1 125.1 22 500 5. Liquid Limit, Plastic Limit and Plasticity Index: Liquid limit, plastic limit and plasticity index tests were performed on a representative sample of Soil Type 3 in accordance with the ASTM D -4318. Test results are tabulated in Table 8. TABLE 8 Location Soil Type Liquid Limit LL' /° Plastic Limit (PL % Plasticity Index PI , L TP -7 @ 2' 2 46 18 28 VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 10 6. pH and Resistivity Test: pH and resistivity of a representative sample of Soil Type 2 was determined using "Method for Estimating the Service Life of Steel Culverts," in accordance with the California Test Method (CTM) 643. The test results are tabulated in Table 9. TABLE 9 Sam le Location Soil T e Minimum Resistivity OHM -CM H TP -7 2 2' 2 1 728 7.6 7. Sulfate Test: A sulfate test was performed on a representative sample of Soil Type 2 in accordance with the California Test Method (CTM) 417. The test result is presented in Table 10. TABLE 10 Sample Location Soil T e Amount of Water Soluble Sulfate In Soil % by Weight) TP -7 2 2' 1 2 0 009 8. Chloride Test: A chloride test was performed on a representative sample of Soil Type 2 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 In Soil % by Weight) TP -7 @ 2' 3 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 exist: • 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) indicates the relative quantity of soluble salts present in the soil (or water). In general, a minimum resistivity VINIE & MIDDLETON ENGINEERING, INC. • 24SO Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 11 value for soil (or water) less than 1000 ohm -cm indicates the potential for 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. Results of limited laboratory tests performed on the selected representative site soil samples indicate that the minimum resistivity is less than 1000 ohm -cm suggesting a potential for presence of high quantities of soluble salts. However, related testing indicated pH levels are greater than 5.5, sulfate concentrations are less than 2000 ppm, and chloride concentration levels are less than 500 ppm. Based on the results of the corrosion analyses, the project site is considered non- corrosive. The project site is not located within 1000 feet of salt or brackish water. Based upon the result of the tested soil sample, the amount of water soluble sulfate (SO4) was found to be 0.009 percent by weight which is considered negligible according to ACI 318, Table 4.3.1. Portland cement Type II may be used. Table 12 is appropriate based on the pH- Resistivity test result: TABLE 12 Design Soil Type_ Gage 18 16 14 12 10 8 2 11 Years to Perforation of Steel Culverts 1 21 27 33 1 46 1 58 71 VII. CONCLUSIONS Based upon the foregoing investigation, development of the planned ground improvements and barn extension at the study property, substantially as proposed, is feasible from a geotechnical viewpoint. The property is directly underlain at or near shallow depths by dense, stable bedrock units. Geotechnical factors presented below are unique to the project site and will most influence grading and related construction procedures of the planned improvements: Landslides, faults or significant shear zones are not present at the project property and are not considered a geotechnical factor in the development of the planned development. The study property is also not located near or within the Alquist - Priolo earthquake fault zone established by the State of California. The study area is underlain by competent metavolcanic bedrock units at or near shallow depths which will adequately support the planned new fills, structures and improvements, and perform well in natural and graded slope conditions. Adverse soils and geologic instability are not indicated at the site. V INJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 12 Hard bedrock units at the property are expected to create excavations and grading difficulties in deeper cut areas. Concentrated to heavy ripping efforts using larger dozers (Caterpillar D -9 or equal) should be anticipated for excavating harder units. The need for blasting is not currently indicated. However, the use of rock breakers may be needed to site complete bedrock excavations. ' Excavations of harder bedrock are also expected to generate poor to marginal quality rock -laden fills which may include larger sizes resulting in disposal and compaction difficulties. Site new fills should maintain the specified minimum fines to rock ratio with larger rock sizes excluded from the fill matrix as recommended in the following section. The existing site topsoil and recent fills which mantle the project improvement areas typically consists of loose to medium dense and soft and to stiff matrix of silt, clay, sand and rock mixture. Recent fills were placed without engineering observations and testing. Upper topsoils and all existing fills in the areas of the planned arena and pasture area should be regraded in accordance with the requirements of this report as specified below. Foundations of the proposed barn extension with unimproved "dirt" floor should penetrate upper topsoils and fill, and be adequately embedded into the underlying bedrock. ` The new level pad for the barn extension as well as the arena and pasture area will have unimproved "dirt" finish surfaces. Habitable to major structures are also not planned at the arena and pasture areas except short perimeter retaining walls which are expected to be uniformly founded on cut ground. Additionally, foundations for the barn extension will be embedded through the upper soils and founded into the underlying bedrock. Consequently, cut -fill transition is not considered a significant factor in the planned site improvements. Site topsoil and fill materials are plastic clayey deposits which characteristically undergo continued shrinkage and swelling upon wetting and drying when they occur within upper grades and unimproved surfaces. Clayey expansive soils are also not considered suitable for wall and trench backfills. Considerations should be given for deeper burial of site more clayey soils and their placement away from the outer fill slope surfaces within the compact fill mass. Additional processing, moisture conditioning and grading efforts are also typically required for rocky to clayey deposits in order to manufacture a uniform mixture for reuse as site new fills. Import sandy soils or site - available better quality sandy materials should be considered to complete wall and trench backfills and, if necessary, improve the quality of site rocky to clayey soils. Final bearing and subgrade soils are anticipated to consist of rocky to gravelly silty to clayey sand mixture (GC /ML) with medium expansion potential (expansion index VINIE &. MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -I214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 13 less than 91) based on ASTM D -4829 classification. Actual classification and expansion characteristics of the finish grade soil mix can only be provided in the final grading compaction report based on proper testing of subgrade soils at rough finish grades. * Existing graded embankments will be regraded as part of the development for new site improvements in accordance with the requirements of this report. Project new graded slopes are also planned for 2:1 or flatter gradients. Slope stability will not be a significant geotechnical concern in the development of the planned new site improvements provided our grading and pad constructions are followed. * The overall stability of graded building surfaces developed over sloping terrain is most dependent upon adequate keying and benching of fill into the undisturbed bedrock during the grading operations. Additional excavation efforts should be expected when developing toe keyways into the hard bedrock units. * In general, natural groundwater is not expected to impact project grading or the long term stability of the new site improvements. However, as with all graded pads, the proper control of surface drainage and storm water is a critical component to overall site embankments and graded pads. Surface water should not pond upon graded surfaces, and irrigation water should not be excessive. Over - watering of site vegetation may also create perched water and the creation of excessively moist areas at finished surfaces and should be avoided. Storm water and drainage control facilities should be designed and installed for proper control and disposal of surface water as shown on the approved grading or drainage improvements. * Post construction total and differential settlements are not expected to be a factor in the planned site improvements provided our remedial grading and construction recommendations are incorporated into the design and construction of the project. * Soil collapse, liquefaction, and seismically induced settlements will not be a factor in the planned site new improvements provided our remedial grading recommendations are followed. VIII. RECOMMENDATIONS The following recommendations are consistent with the indicated geotechnical conditions at the project site and should be reflected on the 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: V INjE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 14 A. Remedial Grading And Earthworks Planned improvement areas are underlain by relatively shallow deposits of fills and natural soils over dense to very hard competent bedrock units. Site fills and topsoils in the new improvement areas should be regraded as specified below. 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: 1. Existing Underground Utilities and Structures: All existing underground waterlines, sewer lines, storm drains, utilities, tanks, structures and improvements at or nearby the project improvement sites 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 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. Abandoned lines, irrigation pipes, and conduits should be properly removed, capped or sealed off to prevent any potential for future water infiltrations into embankments, 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. 2. Clearing and Grubbing: Remove surface structures and improvement pipes, conduits, vegetation, trees, roots, stumps, construction debris, and all other unsuitable materials and deleterious matter from the planned improvement areas plus 5 feet outside the perimeter, where possible and as approved in the field. Trash, vegetation, and construction debris shall 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. 3. Removals and Remedial Grading: Site upper soil mantle including all existing fills and topsoil in the areas to receive new fills, structures and improvements, plus 5 feet outside the perimeter, where possible and as directed in the field, VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 15 should be removed to the underlying firm native ground or competent bedrock as approved by the project geotechnical engineer and placed back as properly compacted fill. Approximate limits of site existing fills are mapped on the enclosed Plate 2. Actual removal depths should be established in the field by the project geotechnical consultant or his designated field representative. Based on available limited exploratory test pits, removals in the areas of planned arena and pasture area are mostly expected to be on the order of 2 to 4 feet overall (see attached Test Trench Logs Plates 3 -10). Locally deeper removals may be necessary based on the actual field exposures and should be anticipated. Remedial grading will not be required in the planned barn extension with unimproved "dirt" floor provided new foundations penetrate upper soils and are adequately founded into the underlying bedrock. Alternatively, shallow foundations in conjunction with remedial grading of foundation soils may be used. In this case removal and recompaction of site upper soils on the order of 4'/2 feet maximum or at least 2 feet below the bottom of foundations, whichever is more, extending a minimum of 5 feet outside the perimeter should be anticipated. Firm native ground is defined as undisturbed natural exposures with in -place densities of 87% or greater as approved in the field. Bottom of all removals should be additionally prepared and recompacted to a minimum depth of 6 inches as directed in the field. Exploratory trenches excavated in connection with our study at the indicated locations were backfilled with loose and uncompacted deposits. The loose /uncompacted backfill soils within these trenches shall also be re- excavated and placed back as properly compacted fills as a part of the project grading operations. All ground surfaces steeper than 5:1 recovery fill / backfill should be properly benched and keyed as directed in the field. 4. Excavation Characteristics: Site bedrock include very hard metavolcanic bedrock units as encountered by backhoe refusal during our field explorations. Some upper, weathered to more fractured rocks will likely excavate with easy to moderate efforts using large bulldozers (Caterpillar D -9 or equal). Heavy ripping and more concentrated efforts should be anticipated for harder units and deeper excavations. The need for blasting is currently not indicated. However, local use of rock breakers are most likely expected. 5. 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 VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 4214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 16 improvements, foundations and structures by the removal operations shall not be allowed. Temporary construction slopes should be laid back at safe gradients with the top adequately set -back from the existing foundations, structures and improvements as directed in the field. Trenching and construction slopes less than 3 feet high maximum may be constructed at near vertical gradients unless otherwise specified or directed in the field. Trenching and temporary slopes more than 3 feet high may be constructed at near vertical gradients within the lower 3 feet and laid back at 1:1 gradients maximum within the upper portions. The exposed wedge of backcut slope should then be properly benched out and new backfills tightly keyed -in as the fill placement progresses. Temporary vertical excavations greaterthan 3 feet maximum will require trench shield or shoring support, unless otherwise approved by the project geotechnical consultant. Specific recommendations should be given by the project geotechnical consultant in the field at the time of trenching based on actual trench depths and exposed conditions. 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. 6. Fill / Backfill Materials, Import Soils and Compaction: Excavations of site harder bedrock will generate poor to marginal quality fills and possibly excessive rock debris which include larger sizes. Generated rock laden materials may be considered for reuse as site new fills provided larger (plus 6- inch) rock sizes are selectively excluded and final mixture includes at least 40% finer than #4 sieve materials by weight. Rocks larger than 6 inches in maximum diameter should be removed and properly disposed of. Wall and trench backfill materials should consist of minus 3 -inch particles and maintain the specified fines to rock ratio. Plastic clayey soils are also present at the project site. Site more clayey deposits, where they are encountered, should be selectively buried in deeper fills a minimum of 3 feet below finish grades and at least 10 feet away from finish slope faces, as directed in the field. Import sandy materials or better quality more sandy deposits generated from the site excavations should then be used within upper pad grades and outer slope faces. Project fills and backfills should be clean deposits free of trash, debris, organic matter and deleterious materials consisting of minus 6 -inch (or 3 -inch in the case of wall and trench backfills) particles and maintain the specified fines to rock ratio (40% finer than #4 sieve materials), as approved in the field. Rocky VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 17 to gravelly and clayey soil matrix typically require added processing, moisture conditioning and grading efforts in order to manufacture a uniform mixture suitable for reuse as new fills and backfills, and achieve the specified compaction levels. Import soils, if required to complete trench and wall backfills, placed within upper pad grades and outer slope faces, or used to improve the quality of site rocky to gravelly and clayey mixture should be clean sandy granular non- corrosive deposits (SM /SW) with very low expansion potential (100% passing #4 sieve and less than 20% passing #200 sieve with expansion index less than 21.) Import soils should be inspected, tested as necessary, and approved by the project geotechnical engineer prior to delivery to the site. Import soils should also meet or exceed engineering characteristics and soil design parameters as specified in the following sections. Uniform bearing and subgrade soil conditions should be constructed at the site by the grading operations. Site fills and backfills should be adequately processed, thoroughly mixed, moisture conditioned to slightly (2 % -3 %) above the optimum moisture levels as directed in the field, placed in thin (8 inches maximum) uniform horizontal lifts and mechanically compacted to a minimum 90% of the corresponding laboratory maximum dry density, per ASTM D -1557, unless otherwise specified. 7. Permanent Graded Slopes: Existing graded fill slopes within the planned new improvement areas should be regraded and constructed per the approved plans in accordance with the requirements of this report. New graded cut and fill slopes should be constructed at 2:1 or flatter gradients. Graded slopes constructed as recommended herein will be grossly stable with respect to deep seated and surficial failures for the indicated design maximum vertical heights. All fill slopes shall be provided with a toe keyway at the base. The keyway should maintain a minimum depth of 2 feet into the competent bedrock or firm native ground with a minimum width of 12 feet. The keyway should expose competent bedrock or firm native ground throughout with the bottom heeled back a minimum of 2% into the natural hillside and observed and approved by the project geotechnical engineer. Additional level benches should be constructed into the natural hillside as the fill slope construction progresses. Added excavation efforts should be anticipated when developing lower fill slope toe keyways and subsequent level benches into the site harder bedrock units. Fill slopes should be compacted to minimum 90% of the laboratory standard out to the slope face as specified. Over - building and cutting back to the compacted core, or backrolling at maximum 4 -foot vertical increments and VINE & MIDDLETON ENGINEERING, INC. • 2450 Auro Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 18 "track- walking" at the completion of grading is recommended for site fill slope construction. Geotechnical engineering inspections and testing will be necessary to confirm adequate compaction levels within the fill slope face. All cut slopes should be inspected and approved by the project geologist during the grading to confirm stability. Cut slopes exposing metavolcanic bedrock will be grossly stable to planned design heights. Cut slopes exposing loose to soft soil mantle within the upper sections or adverse geologic conditions such as unfavorable fracturing or jointing features may require stabilization grading efforts such as reconstruction or trackwalking of the impacted surfaces as directed in the field. Specific recommendations should be given by the project geotechnical consultant at the time of engineering observations of grading operation. 8. Retaining Wall Back Drainage System: A well- functioning back drainage system should be constructed behind all project 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 3/4- 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 of the 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 the enclosed Plate 13. Provide riser -pipe clean -outs as necessary and 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 plan. 9. Surface Drainage and Erosion Control: A critical element to the continued stability of the graded pads and slopes is an adequate storm water and surface drainage control, and protection of the slope face. This can most effectively be achieved by appropriate storm water control and drainage structures, vegetation cover and the installation of the following systems: Drainage swales should be provided at the top and toe of the graded slopes per project civil engineer design. Graded 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. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, Cahfornia 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 19 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 established as indicated and specified on the approved project grading /erosion control plans. 10. Engineering Observations: All regrading 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 observations should include, but are not limited to the following. ` Initial observation - After the clearing limits have been staked but before grading /brushing starts. Bottom oftoe keyway/over-excavation observation - Aftercompetentbedrock or firm native ground 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 5 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 shall consist of minus 3 -inch particles and also be mechanically compacted to minimum 90% compaction levels unless otherwise specified. Onsite clay soils are not suitable for wall backfills and better quality more sandy deposits or import soils should be considered for this purpose. Finish rough and final pad grade tests shall be required regardless of fill thickness. VINIE & MIDDLETON ENGINEERING, INC. - 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 20 Foundation trench observation -After the foundation trench excavations but before steel placement. ' Foundation bearing soils observation - Prior to the placement of concrete for proper moisture and specified compaction levels. ' Wall back drain observation - During the actual placement. All material shall conform to the project material specifications and be approved by the project geotechnical engineer. ' Geotechnical foundation steel observation - After the steel placement is completed but before the scheduled concrete pour. ` Underground utility /plumbing trench observation - 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. 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. Pipe bedding and backfill materials shall conform to the governing agencies requirements and project soils report if applicable. All trench backfills shall consist of minimum 3 -inch particles and be mechanically compacted to minimum 90% compaction levels unless otherwise specified. Onsite clay soils are not suitable for tench backfills and better quality more sandy deposit or import soils should be considered for this purpose. Plumbing trenches over 12 inches deep maximum should also be mechanically compacted and tested for minimum 90% compaction levels. Flooding or jetting techniques as a means of compaction method shall not be allowed. B. Barn Extension Foundations We understand that the planned new barn extension will be supported on isolated pad type footings with an unimproved (dirt) floor. The pad foundations should be a minimum of 2 feet square (or circular footings with equal gross area), extend through the upper soil mantle, and be embedded at least 12 inches into the underlying bedrock as approved in the field. Depths to the underlying bedrock are expected to be on the order of 2 to 4'/2 feet. Actual depths should be established in the field by the project geotechnical consultant. Footing construction details and steel reinforcement per structural design. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 21 C. Soil Design Parameters The following preliminary soil design parameters are based on the 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 unit weight of soil = 125 pcf. • Design angle of internal friction of soil = 22 degrees. • Design active soil pressure for retaining structures = 57 pcf (EFP), level backfill, cantilever, unrestrained walls. • Design at -rest soil pressure for retaining structures = 77 pcf (EFP), non - yielding, restrained walls. • Design passive soil resistance for retaining structures = 250 pcf (EFP), level surface at the toe. • Design coefficient of friction for concrete on soils = 0.27. • Maximum net allowable foundation pressure for compacted fills = 1500 psf. • Maximum net allowable foundation pressure for competent undisturbed bedrock = 2500 psf. • Allowable lateral bearing pressure (all structures except retaining walls) = 100 psf /ft. 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 safety factor of 2 may be considered for sliding stability 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 allowable foundation pressure provided herein also applies to dead plus live loads and may be increased by one -third for wind and seismic loading. * The allowable lateral bearing earth pressures maybe increased by the amount of designated value for each additional foot of depth to a maximum of 1500 pounds per square foot. D. General Recommendations 1. The minimum foundation design provided herein are based on soil characteristics and are not intended to be in lieu of reinforcement necessary for structural considerations. V(N]E & MIDDLETON ENGINEERING, 1Nc. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 22 2. Adequate staking and grading control is a critical factor in properly completing the recommended remedial and site grading operations. Grading control and staking should be provided by the project grading contractor or surveyor /civil engineer, and is beyond the geotechnical engineering services. Staking should consider the required setbacks shown on the approved plans and conform to the setback requirements established bythe governing agencies and applicable codes for off -site private and public properties, nearby structures and improvements, leach fields and septic systems, and graded embankments. Inadequate staking and /or lack of grading control may result in unnecessary additional grading which will increase construction costs. 3. Footings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a minimum horizontal distance of 7 feet or one -third of the slope height, whichever is greater (need not exceed 40 feet maximum) between the bottom edge of the footing and face of slope. This requirement applies to all improvements and structures including fences, posts, pools, spas, etc. Concrete and AC improvements should be provided with a thickened edge to satisfy this requirement. 4. 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 from the face of such footing. 5. 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. 6. 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. 7. 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 subsurface back drain as shown on the enclosed Plate 13. VINJE A' MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD, ENCINITAS, CALIFORNIA PAGE 23 8. All underground utility and plumbing trenches should be mechanically compacted to 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 conform to the requirements of respective agencies. 9. 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. 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. A preconstruction meeting between representatives of this office, the property owner or planner, city inspector, as well as the grading contractor is recommended in order to discuss grading and construction details associated with the planned new improvements. 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 V INJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park way • Escondido, California 92029 -I229 • Phone (760)743- 1214 VIZ I -£bL (09L) d °o4d • 6ZZl-6Z0Z6 emaoi!pD ,opipuoasq , X%lied oiny USbZ • 'DNI 'DNl daaNIDN3 N013"1DOINI Tl AN In suoilepuawwooaJ sly ;o uollelaidjaluisiw jo; Allllglsuodsal ou @wnsse ueo ay 'sMGIA9J asagl buli ew ;o Apunlioddo aqI papiAoid lou si jeaul6ue sllos loefoid agl ;l alanuoo ;o 6woeld agl of joiad suoilepuno; agl A ;uaA of AIlunlJOddo aql papinold aq osle pinoys aaaulbue sllos Ioa.6d a41 paluawaldwl pue palaidialul Auadold aje Nodal slgl w papinoid suollepuawwooai ayl legl ainsua of japio ul suolleol ;loads pue sueld u6lsap leul; loefold aql ;o MalAaJ lejaua6 a jo; Apunpoddo aql papinold aq pinoys jaaul6uo sllos loafaad a41 uollonjlsuoo 6uunp suoilepuawwooaj yons ino tijeo sioloeiluoogns pue aoloejluoo leiauab Ioefoid agl leg; ainsue of ua�el aq lleys sdals /uessaoaN sueld aql olul palejodiooul aq ueo Aaql legl os jaeul6ua lejnlonjls/loallgae Ioefoid agl of papinoid aje suollepuawwooei pue uollewjo;ul ayl legl ainsue of alglsuodsaj sl anlleluasaidai sly jo jauMo aql legl 6ulpuelsiapun agl gl!M panssl sl Ilodej slgl uolslnaJ elglssod pue Maln@J jo; sn of paluesaid aq ;snw Modal slyl 'sadols lll; pue ino jo uolleool pue lg6laq agl of loodsai yllM AIleioadsa 'ueld luawdolanap angelual jnoA of @pew aje suolleol;lpow lueolpubs ;I awll legl bulMollo; wl; ino tq MalnaJ of loafgns sl pue jeaA auo ;o pouad a Jo; plleA palaplsuoo aq pinoys uodai slgl (alnlllsul alajouo0 ueouawy agl of 6ulp000e) obe�uuys alajouoo lewiou ;o Ilnsaj a se dolanap /yew Iaa; pZ w aplM youi -g /, of do sNoejo ooelins cool; pue 'sjawoo joop/MopulM le dolanap ual;o II!M sNoejo 000nls aullneH Iuaulanow punoj6 leluawlijap Ioal;ai IOU op pue uollonilsuoo ;o awll aq; le suolllpuoo jayleaM pue alaiouoo ;o uolllpuoo agl uodn (l;algo puedap sainleal asa41 ssaoojd 6uuno aql 6uunp a6eNuugs alajouoo lewlou gllM paleloosse aie 000nls joualxe pue sqels fool; se yons saoepns alajouoo Ile ul sNoejo ;o luawdolanap ayI legl ajeMe aq pinoys (s)jauMo Alladad aq1 'lalluoo jo uogoadsul ino lnoyllM in000 golgM swelled a6eulejp 6ul6ueyo jo 'sadols Ino pappe 'sl!os lll; do uoll!PPe se Bons Alladad aql ;o suoglpuoo leolsAyd ayl oI sa6ue4o jo; alglsuodsai play aq lou (legs' ONI 'ONN33NION3 N0131401W'8 3PNIA10 wJ!1 @gl swalled a6eulejp alls -uo pue 'lle ;wej 'saNenbgpea se yons 'salgelleA algelolpajdun snoiawnu uo luepuadep osle sl alls agl ;o Jolnegaq ajnln; a41 Alladoid a ;o aouewlo}jad alnln; aqj Alulellao gllM lolpajd of alglssodwl Isowle sl 11 plaq aql ul lno paweo aje suollepuawwooei asegj Iegl ainsua of jadolanap/JauMO aql ;o Al!I!glsuodsai ayl s! 11 paiedaid seM Nodal slyl awll aql le ells aqI of algeolldde aie Modal slyl w apew suollepuawwooai a41 pannbaj ;l panssl suollepuawwooei leuolllppe pue apew aq ueo uolloadsul ue legl os Alelelpawwl paloeluoo aq pinoys am 'palou aje saiouedejoslp VZ 39Vd VINa0311VO `S`d11NION3 `OVON HOWN VNn12103 nu ow `zz llnr N011b'JIIS3AN1 IVOINHO3103EJ GEOTECHNICAL INVESTIGATION JULY 22, 2010 3214 FORTUNA RANCH ROAD. ENCINITAS. CALIFORNIA PAGE 25 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 #10 -209 -P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. AL F Steven J. Melzer �S�N SAYMF' CEG #2362 Cc J No. 2362 a co CERTIFIED .k ENGINEERING GEOLOGIST Distribution: Addressee (5) N4, EXP. -2 / -// MS:SM:hh C \Documents end SettingsTF I Desk%My Dow ntsft Fdes%RBpo1s1201 DU 0 -20&P %ANTHOS - ILLEGAL GRADING.wpd VINIE & MIDDLETON ENGINEERING, INC. e 2450 Auto Park Way a Escondido, California 92029 -1229 • Phone (760) 743 -I2I4 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 Code Council, 2007. "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. "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. 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. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 REFERENCES (continued) 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. "Minimum Design Loads For Buildings And Other Structures," ASCE 7 -05, American Society of Civil Engineers. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido. California 92029 -1229 • Phone (760) 743 -I214 VICINITY MAP J A B C 1 ��( If�Lyj � F9 N�(J p ij4O o 414 P +r,. f9,N� B ♦� �$� 4I ,4 �+ W`+vN OST rq, 1W150- Qy Fa trlbn° F P, µ y� o flf IIiSA tl � tl e 0 lEs S� � PPNIY� �pslll0 �� ���t�. •.;, �€ w a MS1N = �` � i u^a s �, •sj sS aecx 3 �-- o- a df't PWM0' �� f3 ffi F PN a k 4 q � — Se • N .� H t / f i� Riga y--- @ ..�A,PAPk tlP(IQI \ L Nt VBµ,o 6u h z O f n$ MC n H" �, W AMINp DE ?N �o «,� IR N~ NORT vb � Sa ice, _X f 7 ,tine �.. •:; 8 s 1 V0,6 2006 Thomas Bros. Maps 0, J A B C D 1 R � r J 2 Y!RY 2 8{� GG' ♦ ■ W � 3 a 214 FORTUNA RANCH RD.: APN 264-090-22,1148 - C4 a 6 S f a 8 1 Oft 1650 3300 j E F PLATE 1 V &M JOB #10 -209 -P SET SPIk I� n 3EOTECHNICAL LEGEND ftw Test Pit Geologic Cross - Section Approx. Canted OWNER SHELLIE & DEMETRIOS XANTOS 3412F FRIFUNARANCH ROAD ENCINITAS, CA 92024 PHONE: 949 - 240 -0600 SITE ADDRESS 3412 FORTUNA RANCH ROAD ENCINITAS, CA 92024 APN 4 264 - 090 -22 -00, SAN DIEGO COUNTY, CA E.a— .._..... GRASSED - TCH DETAIL IIELOCITYe REDUCER wASR_ O NOTE NIHG IBLOCNI WALL M NOT A PART OF THIS GRADING PLAN. 2MBETANING IOLOCp WALL DES101 SHALL BE SEPARATE "XECEPTEORTH e RETMN W WALLS IN COIELNCTION THIS s IGRADING UMNGSe •BACKS aNDNEE IIA o3SIIs GRADING Laxs LUDE.ANYPREFOSIONS ASSOCIATED RATH BUILDINGS. IMPORTANT NOTE TO OWNERICONTRACTOR: arc GU PERMIT O T IS E 30 FR EXACT OUR Aw NOTE: clEa THE ENGINEER P HAVE W11 IED I SITE GRADING Iry TRANSPoRTATIC NOTE: HE OWNER GHP E INSTALLATI( ERORTIN & SEDI I eMP PROJECT STATUS a • .• «` —_ STANDARD PRIORITY STORNWATER TREATMENT FACILITIES TO BE MAINTAINED BY HgA�UMFOWNER / AEEN 'MAINTENANCE T etc V IN ACCORDANCE WITH AND AGREEMENT FOR PRIVATE SEC. "A -A" — SEC. "B -B" "B3 ENT STORM WATER TREATMENT AND STCRMWATER POLLUTION CONTROL FACILITIES' RECORDED ON— 1 w0 —2 IS DEC e PUBLIC WORKS PLANNING AND BUILDING PARKS AND RECREATION SAN DIEGUETO WATER DISTRICT I ENCINITAS FIRE DEPARTMENT OR OLIVENHAIN MUNICIPAL WATER DISTRICT SIGN DATE SIGN DATE 95 4— SIGN DATE SIGN DATE APPROVED DATE BENCHMARK SCALE SPECIAL DISTRICT APPROVAL E ENGINEERING DEPARTMENT APPROVALS CITY OF ENCINITAS- ENGINEERING SERVICES DEPARTMENT DRAWINGNO- CHANGE NO DESCRIIT.N s IDw PLANS PREPARED UNDER SUPERVISION RECOMMENDED APPROVED: GOADING PLAN FOR, HORIZONTAL. L= OF DATE_ 3412 FORTUNA RANCH RD. 10009D _ RECORD FROM- VERTICAL, IL %• RC,E, NdL MA m— MAHER, C4asle PETER IOTA- RDBLES, CsznG SHELLIE 8 DEMETRi09 XAN70S APN 111264-090-22-00 _ _ ELEVATIOW_,_ V __ ENGINEER'S NAME ExP, AtT n TE n A PLANNING CASE ND TPMiTMicOPaDRiNU"NUEN -IM, Eto SHEET Of 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 flnes. CC 10 oo MORE THAN HALF LE (LESS THAN GP VERY STIFF a a OF COARSE FINEST OVER 4 Poorly graded gravels or gravel -sand mixtures, little or no fines. O Z w FRACTION IS GRAVEL GM Silty gravels, revel -sand -slit mixtures, non - plastic fines. g w 0 O ZZ N LARGER THAN WITH a u_ Q � NO. 4 SIEVE FINES GO Clayey gravels, gravel -sand -clay mixtures, plastic flnes. _ Q W Lu SANDS CLEAN SW ¢ SANDS Well graded sands, gravelly sands, little or no fines. c wV rn MORE THAN HALF (LESS THAN SP a F ¢ OF COARSE 5% FINES) Poorly graded sends or gravelly sands, little or no fines. SANDS SM Silty sands, sand -slit mixtures, non - plastic fines. O W to FRACTION IS cc — SMALLER THAN WITH i NO.4 SIEVE FINES SC Clayey sands, sand -clay mixtures, plastic flnes. Er Lu LL N ML Inorganic silts and very fine sands, rock flour, sllty or clayey fine !1 0) SILTS AND CLAYS sands or clayey silts with slight plasticity. LL] Q LIQUID LIMIT IS CL Inorganic clays of low to medium plasticity, gravelly clays, sandy = y Co LESS THAN 50% clays, silty clays, lean clays. OL Organic silts and organic silty clays of low plasticity. 10 Z Zd 4J 0 SILTS AND CLAYS = F < N (7 p MH Inorganic silts, micaceous or diatomaceous fine sandy or silty W 02 soils, elastic silts. UJ Z p ¢ Z LIQUID LIMIT IS CH Inorganic clays of high plasticity, fat clays. 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 4 314" 3" 12" SILTS AND CLAYS FINE RELATIVE DENSITY SAND MEDIUM I COARSE 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 GRAVEL FINE I COARSE CONSISTENCY BOULDERS CLAYS AND PLASTIC SILTS STRENGTH BLOWS /FOOT VERY SOFT 0 - Y 4 0 - 2 SOFT % -V. 2 -4 FIRM K - 1 4 - 8 STIFF 1 - 2 8-16 VERY STIFF 2 - 4 18-32 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 8248 - Standard Penetration Test (SPT) (ASTM D -1586) with blow counts per 6 Inches ❑ Chunk Sample Q Driven Rings ®248 - 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 � WVINJE & MIDDLETON ENGINEERING, INC. TEST PIT: TP -1 PROJECT: Proposed Improvements CLIENT: Mr. Demetrios Xanthos PROJECT NUMBER: 10 -209 -P PROJECT LOCATION: 3214 Fortuna Ranch Road Olivenhain Date Excavated: 7/2/10 LOGGED BY: Sim Equipment: CateTpiller420Rackhoe REMARKS: No caving. No groundwater. DEPTH (k) i � cn y N MATERIAL DESCRIPTION .w+w� I Nia? io ��_ 4Z o0 '��: FILL: Silty to clayey sand. Brown color. Dry near surface. Moist at 2'. Loose to medium dense. ST -1 SM- El 14 109.2 1 90 70 sc 2 Silty fine sand. Dark Brown. Moist. Includes up to 35% rock and concrete fragments generally to 6 -inch minus in diamter. Medium 14 107.7 ea BB dense. ST -1 SM- GP 4 TOPSOIL: Clayey silt to silty clay. Red brown color. Moist. Medium plastic. 17 19 107.2 ea 90 cL- Stiff. ST -2 CH 6 BEDROCK: GP Metavolcanic rock. Mottled coloring. Somewhat weathered. Blocky. Hard. ST -3 Bottom of test pit at 7.0 feet. BULK CHUNK DENSITY GROUND SAMPLE 11 SAMPLE . TEST WATER PLATE 3 VINJE & MIDDLETON ENGINEERING, INC. TEST PIT: TP -2 PROJECT: Proposed Improvements CLIENT: Mr. Demetrios Xanthos PROJECT NUMBER: 10 -209 -P PROJECT LOCATION: 3214 Fortuna Ranch Road Olivenhain Date Excavated: 7/2/10 LOGGED BY: Sim Equipment: CaterpiHer420Backhoe REMARKS: No caving. No groundwater. Eg)� MATERIAL DESCRIPTIONK TOPSOIL: Silty clayey sand. Dry. Blocky. Medium dense. Weathered reflection of the underlying bedrock. ST -1 9M- SC 11 105.2 87 50 2 ' BEDROCK: Metavolcanic rock. Red brown to mottled coloring. Deeply weathered. Somewhat blocky. Medium dense to dense. 54 ML 19 107.9 89 92 4 Becomes blocky and hard at 4'. ST -3 GP Bottom of test pit at 4.5 feet. i BULK CHUNK ■ SAMPLE 11 SAMPLE . DENSITY CZ GROUND WATER PLATE 4 ' \VINJE & MIDDLETON ENGINEERING, INC. TEST PIT: TP -3 PROJECT: Proposed Improvements CLIENT: Mr. Demetrios Xanthos PROJECT NUMBER: 10 -209 -P PROJECT LOCATION: 3214 Fortuna Ranch Road, Olivenhain Date Excavated: 7/2/10 LOGGED BY: Sim Equipment: Caterpiller420Backhoe REMARKS: No raving. No groundwater. ER) U �� (B N N � MATERIAL DESCRIPTION w a KZ y�x jU > w gK WW WO ads Ur TOPSOIL: Silty to clayey sand. Brown color. Dry. Loose. ST -1 SM- SC Sandy silty clay to clayey silt. Red brown color. Moist. Medium 2 plastic. Stiff. Weathered reflection of the underlying bedrock. ST -2 CL- CH BEDROCK: 4 Metavolcanic rock. Mottled coloring. Somewhat weathered. Blocky. Dense. ST -3 GP- GC 6 10 136.1 - 100 Bottom of test pit at 6.5 feet. BULK CHUNK DENSITY GROUND SAMPLE SAMPLE . TEST WATER PLATE 5 VINJE & MIDDLETON ENGINEERING, INC. TEST PIT: TP-4 PROJECT: Proposed Improvements CLIENT: Mr. Demetrios Xanthos PROJECT NUMBER: 10 -209 -P PROJECT LOCATION: 3214 Fortuna Ranch Road, Olivenhain Date Excavated: 7/2/10 LOGGED BY: Sim Equipment: Caterpiller 420 Backhoe _ REMARKS: Refusal at 5 feel. No caving. No groundwater. Efl;y� N MATERIAL DESCRIPTION ° ya? �ixiffi WW OF K l9 N^r 50 M0 ¢ o w rc0 u< E; BEDROCK: Metavolcanic rock. Mottled coloring. Fractured. Blocky. Hard. ST -3 2 GP Difficult to excavate at 35. Excavates largely to 6 -inch minus with approximately 40% fines. Some large rock sizes (12 to 24 -inch 4 diameter) are locally present. Refusal at 5'. Refusal at 5.0 feet. Bottom of test pit at 5.0 feet. BULK CHUNK DENSITY GROUND SAMPLE SAMPLE . TEST PLATE 6 WATER ^ '� VINJE & MIDDLETON ENGINEERING, INC. TEST PIT: TP -5 PROJECT: Proposed Improvements CLIENT: Mr. Demetrios Xanthos PROJECT NUMBER: 10 -209 -P PROJECT LOCATION: 3214 Fortuna Ranch Road Olivenhain Date Excavated: 7/2/10 LOGGED BY: Sim Equipment: Caterpiller42013ackhoe REMARKS: Refusal at 6.5 feet. No caving. No groundwater. DF �h) I j N MATERIAL DESCRIPTION �W ¢r2 wa x Z — �C x O F �i2x 0 Wr� rco o SLIVER FILL: Silty fine sand. Pale grey to brown color. Dry. Loose. Placed directly atop sloping ground. ST -1 SM 2 TOPSOIL: Silty to clayey sand. Brown color. Slightly moist. Blocky. Medium dense. ST -1 4 SM- SC BEDROCK: 6 GP Metavolcanic rock. Red brown to mottled coloring. Fractured. Blocky. Very hard. Difficult to excavate. Excavates generally to 6 -inch minus with approximately 40% fines. ST -3 Refusal at 6.5'. Refusal at 6.5 feet. Bottom of test pit at 6.5 feet. BULK CHUNK DENSITY GROUND -PIAPLE SAMPLE . TEST PLATE 7 WATER 7NjL1, VINJE & MIDDLETON ENGINEERING, INC. TEST PIT: TP -6 PROJECT: Proposed Improvements CLIENT: Mr. Demetrios Xanthos PROJECT NUMBER: 10 -209 -P PROJECT LOCATION: 3214 Fortuna Ranch Road, Olivenhain Date Excavated: 7/2/10 LOGGED BY: Sim Equipment: Cateipiller 420 Backhoe REMARKS: No caving. No groundwater. EP' i y MATERIAL DESCRIPTION ;W ° �_ ��x N p0 4� ' T 2� gz�M yW 'F U FIJI Silty sandy clay. Pale brown to mottled coloring. Very moist. Medium plastic. Soft. ST -2 CL- CH 2 TOPSOIL: sM- SC Silty to clayey sand. Brown color. Moist. Loose. ST -1 Silty clay to clayey silt. Red brown color. Moist. Medium plastic. 4 Stiff. ST -2 CL- CH BEDROCK' / sc- ML Metavolcanic rock. Mottled coloring. Deeply weathered. Plastic at contact. ST -1 6 to 137.3 too+ too GP Becomes blocky and hard at 6'. ST -3 Bottom of test pit at 6.5 feet. BULK CHUNK DENSITY GROUND SAMPLE SAMPLE TEST RATER PLATE 8 \WVINJE & MIDDLETON ENGINEERING, INC. TEST PIT: TP -7 PROJECT: Proposed Improvements CLIENT: Mr. Demetrios Xanthos PROJECT NUMBER: 10 -209 -P PROJECT LOCATION: 3214 Fortuna Ranch Road, Olivenhain Date Excavated: 7/2/10 LOGGED BY: Sim Equipment: Caterpiller42014ackhoe REMARKS: No caving. No groundwater. EhI �_? 9 y MATERIAL DESCRIPTION f` yx_ o0 'Ps a N� 00 0 0 o ao 0 TOPSOIL: Silty clayey sand. Brown color. Moist. Loose. ST -1 SM- Sc 2 20 96.8 79 73 Sandy silty clay to clayey silt. Red brown color. Moist. Medium plastic. Firm to stiff. ST -2 CL- CH BEDROCK: 4 j c Metavolcanic rock. Mottled coloring. Weathered. Somewhat MIL blocky. Dense. ST -3 Bottom of lest pit at 4.5 feet. BULK CHUNK DENSITY GROUND SAMPLE SAMPLE TEST PLATE 9 WATER VINJE & MIDDLETON ENGINEERING, INC. TEST PIT: TP -8 PROJECT: Proposed Improvements CLIENT: Mr. Demetrios Xanthos PROJECT NUMBER: 10 -209 -P PROJECT LOCATION: 3214 Fortuna Ranch Road, Olivenhain Date Excavated: 7/2/10 LOGGED BY: Sim Equipment: Caterpiller 420 Backhoe REMARKS: No raving. No groundwater. (KJ 2 °�� N d MATERIAL DESCRIPTION aw jZ wzx Z W ?� g is 0F_ �n�t (J HZ 3 U TOPSOIL: Silty to clayey sand. Brown color. Moist. Loose. ST -1 SM- SC i Sandy silty clay to clayey silt. Red brown color. Moist. Medium 2 plastic. Stiff. ST -2 22 98.7 79 80 CL- CH � BEDROCK: Metavolcanic rock. Red brown to mottled coloring. Weathered. Sc- Somewhat blocky. Dense. ST -1 ML 4 Bottom of test pit at 4.5 feet. BULK CHUNK DENSITY GROUND SAMPLE SAMPLE . TEST PLATE 10 WATER x 220 TOPSOIL �UgQ 200 \ 1so PROPOSED GRADE FILL— - -- META VOL C ANYC BEDROCK K roPSC.�Ic -Ji PROPOSED WALL (35' MAX.) a 240 / 220 200 GRADE i PROPOSED GRADE ���� ®g� / PROPOSED WALL (35' MAX.) F9L L 220 _ r - _--i \ PROPOSED WALL (35' MAX.) 200 \ \ \ r, META VOLCANIC BEDROCK � \ \ i \ SCALE: 1 " = 30' Ma Fl L L i \ /J 220 200 PLATE 11 V &M JOB #10 -209 -P FAULT - EPICENTER MAP SAN DIEGO COUNTY REGION 30 20 10 0 30 MILES INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900 -1974) Map data is compiled from various sources including California Devision of Mines and Geology, California Institute 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." 1978 MAGNITUDE 3214 FORTUNA RANCH ROAD OLIVENHAIN m ............. 4.0 TO 4.9 O ............ 5.0 TO 5.9 Faul�y PLATE 12 6.0 TO 6.9 V&M JOB #10 -209 -P VINJE & MIDDLETON ENGINEERING, INC.' 2450 Auto Park Wav • Escondido, California 92029 -1229 • Pkonr (760) 743 -1214 RETAINING WALL DRAIN DETAIL Typical - no scale Waterproofing J� Perforated drain pipe drainage Granular, non - expansive backfill, Compacted/ 1 Filter Material. Crushed rock (wrapped in filter fabric) or Class 2 Permeable Material (see specifications below) �l n Competent, approved soils or bedrock CONSTRUCTION SPECIFICATIONS: SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL (68- 1.026) U.S. STANDARD :SIEVE SIZE °,o PASSING uiu a04 90 -101 z3re 4a.1o9 140,4 25 -40 •f'Yti::8 18 -33 - ..30 5-15 No. 5o 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 oulet at minimum 1 %. Provide 3W - 1'%" crushed gravel filter wrapped in fitter fabric (Mirafi 140N or equivalent). Delete filter fabric wrap if Caltrans Class 2 permeable material is used. Compact Class 2 material to minimum 90% 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% cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfll soil is used. VINJE & MIDDLETON ENGINEERING, INC. PLATE 13 HYDROLOGY & HYDRAULIC STUDY D tjUL PR OJECT ADDRESS: 1 42010 3412 Fortuna Ranch Rd. Encinitas, California 92024 DATE. July 2010 LEGAL DESCRIPTION. Parcel 4 of Parcel Map No. 2080 Assessor's Parcel Number 264 - 090- 22 -00, San Diego County, California PREPARED FOR Shellie & Demetrios Xanthos 3412 Fortuna Ranch Rd. Encinitas, CA 92024 PREPARED BY.- HACIENDA Development Solutions, Inc. 960 W. San Marcos Blvd., #210 San Marcos, CA 92078 Tel: (951) 575 -0983 Fax: (760) 752-1880 I HACIENDA Development Solution, Inc. June 30, 2010 Demetrios Xanthos 3412 Fortuna Ranch Road Encinitas, California 92025 SUBJECT- HYDROLOGYAND HYDRAULIC STUDY FOR THE SITE LOCATED ON 3412 FOR TUNA RANCH ROAD, ENCINITAS ASSESSOR'S PARCEL NUMBER 264- 090- 22 -00, SAN DIEGO COUNTY, CALIFORNIA. Dear Mr. Xanthos: In accordance with your request and authorization, we have prepared this report of the Hydrology and Hydraulic Study conducted for the above subject site. This report present our findings, conclusions, and recommendations based on the limited scope offeeld evaluation and existing Guidelines. If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at your convenience. This opportunity to be of service to you is greatly appreciated. Respectfully submitted, HACIENDA Development Sol SStO y'9! P Og qay By: y Qo a No C054504 Exp. IN 31 n CIVIL s�gTFOF Rod Posada CAU4�Pa\P RCE 54504 11 Enclosures 2 Table of Contents Subject Page(s) VicinityMap ............................................. ..............................5 Declaration of responsible charge ............................. ..............................6 1.0 Purpose of drainage study ...................................... ..............................7 2.0 Existing conditions ..... ..............................8 3.0 Proposed condition .............................................. ..............................8 4.0 watershed Description .................................. ..............................9 5.0 Methodology ............................................. .............................10 6.0 Rational Method and Unite hydrograph method data ...... .............................10 6.1 Soil Type ............................................. .............................10 6.2 Development Type ......................... .............................11 6.3 Rainfall .............................................. .............................11 7.0 Design Assumption ............................................. .............................12 7.1 Rational Method Results ....................................... .............................12 8.0 Summary and Conclusion ....................................... .............................14 9.0 References ............................................. .............................15 3 List of Attachments Subiect Appendix"A" ................................................ ............................... 1- USGS Rancho Santa Fe Quadrangle, CA (1996) 2- Site Location Map On USGS Rancho Santa Fe Quadrangle, CA (1996) 3- Topographic Map Of the Site (Surveyed May 2010) Existing Conditions 4- Grading Plan (Location of Proposed project) Appendix `B" 1- Soil Hydrologic Group Map 2- Rainfall Isopluvials (10, 50 and 100 Year Rainfall Event -6 and 24 Hours) Appendix "C" 1- Rational Method Hydrology Study Results (6 and 24 Hours for 10, 50 and 100 Year) 4 VICINITY MAP LA CWA AVE. V g3VB11MD1 RD. Sf FOM*M RMCH RD. ENm4rrA BLVD. g . a � 4�d VECINITY MAP DECLARATION OF RESPONSIBLE CHARGE: /HEREBY DECLARE THAT/ AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF SANDIEGO IS CONFINED TO A REVIEW ONLY AND DOES NOT RELIEVE. ME, AS ENGINEER OF WORT:, OF MY RESPONSIBILITIES FOR PROJECT DESIGN ENGINEER OF WORK HACIENDA DEVELOPMENT SOL UTIONS, INC. 960 W SAN MARCOS BLVD STE 110 SANMARCOS, CA 91078 (760) 877 -6707 p�flFESS /0 yQ$QOp POS�9q� L Na C054504 m * Exp. � L 3' i/ T CUF ROD POSADA RCE 54504 DATE EXP. 11 -31 -1011 1.0 Purpose of Drainage Study: The purpose of the following Drainage Study is to determine the on -site flows pertaining to the proposed Agricultural development of parcel 4 of Parcel Map No. 2080, located on the Fortuna Ranch Road in the City of Encinitas, County of San Diego, CA 92024. The proposed project site consists of approximately 3.0 +/- acres of developed land. The proposed Agricultural development will occupy 0.86 acres, with a (24,200) sq.ft. horse arena and walker pad. This study will evaluate the (6 -24) -hour, 10 -year, 50 -year and 100 -year storm return frequency flow rates within the proposed improvements, and evaluates the drainage improvements and requirements for the proposed project site. The following aerial photo shows the proposed project site location and boundaries: Photo No. 1; is an aerial photo showing the proposed project site location. 7 2.0 Existing Conditions The lot is located on north of Fortuna Ranch Rd, and east of the Lone jack Rd. Under existing conditions, the 3 ac. project area consists of one residential building on the eastern side of lot and one animal shed on the western side of the lot. The site is generally 11% +/- slope east to west consist mostly natural ground. An existing (2)18" drainage pipe on the northwest comer of property collect part of runoff from the site. Other part of site is draining directly to the Fortuna Ranch Road. 3.0 Proposed Conditions Under proposed conditions, 24,200 sq.ft pad on agricultural area between the existing residential building and horse shed would be graded for horse arena and walker without any structure or pavement. The area of the proposed project is designed to the graded pad with drainage devices to collect the pad flow with the drainage pattern to the velocity reducer on the site. 4.0 Watershed Description The on -site areas for the proposed project site are located in the City of Encinitas, County of San Diego, CA northeast of San Elijo Lagoon of the Carlsbad Watershed. All flows from the on -site areas are draining indirectly toward Escondido creek, San Elijo Lagoon wetlands (One of San Diego County's largest coastal wetland) along the coast between the cities of Encinitas and Solana Beach. The Escondido Creek water shed is the largest and most complex system within the Carlsbad Hydrologic Unit (CHU). The watershed extends approximately 24.6 miles inland from the coast and totals 54,100 acres in the area comprising 40% of the CHU. /V__ �I - 1 yawn a..!•�++w+ \ y/~ I _'ate'"°' i �� \ � � j I � ' LL� -_ '+�K.YliIAACOA CAMLIW Uae n J ` ' V I J1/ � � . � i �• � � Tin m SO ANA Amb M .J 1 POVU1 0 2 HIM "==OEM "==OEM U Photo No. 2; Jurisdictions within the Carlsbad Watershed E 5.0 Methodology This study utilized the procedures outlined in the San Diego County Department of Public Works Flood Control Section Hydrology Manual dated June 2003. The CIVILDESIGN® software was used in the preparation of this study. Pursuant to the manual, the Rational Hydrology Method was selected for all calculations due to the relatively small acreages of the on -site drainage areas for the proposed project site. The Rational Hydrology Method for the 6 -how, 10 -year and 100 -year storm return frequency was used to determine the on -site areas flow rates for both the existing and developed conditions. The Flood Hydrograph Analysis, for the 10- years, 50- years, and 100 -years storm return frequency (events duration: 6 -hours, and 24- hours), was used to determine the runoff volume generated by the existing and developed conditions of the proposed project site. The volume capacity requirements for the on -site drainage with filtration and drain to existing (2)18" drainage pipe at the northwest comer boundary of property. The Flood Hydrograph Routing Analysis for the 10- years, 50- years, and 100-years storm return frequency (events duration: 6- hours, and 24- hours), was used to route the volume of storm water runoff through the proposed on -site drainage to existing drain course. 6.0 Rational Method and Unit Hydrograph Method Input Data 6.1 Soil Type The San Diego County public work department Flood Control Section (June 2003) Hydrology Manual, Soil Hydrologic Group Map, shows the drainage on -site and tributary off -site areas consist of Soil Groups "D". Refer to Attachment No. 2 for Hydrologic Soils Group Map. The development type used in this study was considered to be Residential - Agricultural (3 -Acre Lot), with a pervious ratio of 0.86 acres, the equivalent 0% of paved surfaces and (24,200 sq.ft.) proposed Horse arena and Walker pad. 10 The following photo provides a view of the on -site soil conditions: i Photo No. 3: The proposed project site soil condition. 6.2 Development Type The existing land use for this project is Residential - Agricultural and the proposed development is Residential- Agricultural. The development is a graded pad with no pavement or structure on cut -fill area for horse arena use only. ( Appendix "A" grading plan ) 6.3 Rainfall The following average rainfall values, obtained from the San Diego County Flood Control and Water Conservation District Hydrology Manual (Rainfall Isopluvials), are applicable to the on -site and off -site tributary areas for the proposed project site: 10 6 Rarnfall Amount (inches) 1.95 10 24 3.25 50 6 2.51 50 24 4.52 100 6 2.95 too 24 5.15 Table No. I Please refer to Attachment No. 1 for applicable San Diego County Flood Control District Hydrology Manual Isopluvials maps. (Appendix `B ") 4.5 Design Assumption The study assumes that the runoff flow rate from the Rational Method is used for the hydrologic and hydraulic design purposes, since the input data and information is more detail than the Unit Hydrograph Method, which is used for volume calculations only. 7.0 Rational Method Results For a detailed view of the on -site drainage areas and reference point numbers, see Appendix "C" for the hydrology study maps for the existing and developed conditions (respectively). 12 Photo No. 4; is looking Southwest along the Fortuna Ranch Road from the Southeast comer of site boundary line. wl''.:.r -_�� Photo No. 5; Site from southeast comer on Lone Jack Road and Fortuna Ranch Road 13 Photo No. 6; Existing Onsite Residential building 8.0 Summary & Conclusion The construction of the proposed agricultural development; Parcel 4 of Parcel Map No. 2080, in the City of Encinitas, County of San Diego, CA will not have a big drainage impact on the existing natural drainage course, because the project's runoff flow rates, velocities and durations for the post- development conditions do not exceed the pre- development conditions for the I0 -year, 50 -year and 100 -year, 6 -hour rainfall event. The pervious ratio in the developed conditions of the proposed project site will have almost the same value in the existing conditions, and the existing residential - agricultural development will occupy a minimal area with respect to the size of the residential lot that is 3 acres. In addition, the soil moisture conditions value is the same in both the existing and the developed conditions. The following table shows the difference in pervious ratios and soil moisture conditions values between the existing and developed conditions for the 100 -year, 6 -hour storm event: Condition Pervious Ratio AMC Existing 78% 11 Proposed 78% 11 Table No. 3 14 The following table summarizes the design flow calculations: 10 — years 1 5.88 I 5.88 1 50 — years 1 7.57 1 7.57 100 - -years I 8.90 I 8.90 4 9.0 References: 1. San Diego County Hydrology Manual; (Department of Public Works Flood Control Section) June 2003. 2. Watershed Urban runoff Management Program, Section 1: Introduction and Watershed Description, January 2003. 3. San Elijo Lagoon Ecological reserve, (County Of San Diego Parks and Recreation Department) January 1, 2009 15 APPENDIX "A" 16 vow "oiF.; b' U.S. DEPARTMENT Of 7NE[KFERIOR RANCHO SANTA FE QUADRANGLE e Ar" wY U.S. GEOLOGICAL SURVEY C. FORRN.RNIO¢000O. LbMIMOY RMES ROfOGaAHR01 NaYl LN110 L � GOMfA.1FI0VKORFi mwu enx wna.. w.mw.n nansa . us. awmc�."uuer. r.o. ems. w"vee.mnnwm ..am mowc mwe.c wvs no en eua a �.nr.F a qer ancho Santa Fe; CA' Scale: 1" = 0.752Mi 1 21OMt a a7nct, i " - 1 330" - -- = 4' °•'• eauee�wv e�w ee.rrew. iW�W1 Q Ye�v. OV1i., QAr.� RANCHO SAWA FE, CA i+N +i' i. , x _ Y Q.T. 'n Q y Py Y n z _X �n 11 2 s .w 4 � A Y s x, e = 4�r s s rwa w P �rr S fI O s rwa w P �rr o N Fo v+•v W/Tn6 GRAPHIC SCALE a0 LS3065 r' ELEV=I04.6' Ai/q s (IYm M I Ime F n mecrr C • S ' T, i 1 f � a�r _ ueb• �; 1 r ^^�i' � � rl /' /��rl, I , ; •'�T+r.. rrl `� �- 1 ARENA ', I I I w�� s� l r % 4 i it i'i f -.r r tt X • siren : �� rl I # w n•r i w. ri i i l i' , i, r ', •' 1 3 i >•aslr p' r 5 r 'v i s j •; r r •i �� on Ar\w j P" ANA murt • �v L. _____ _ FORTl1NA RANCH RD. ,Fo a I _ ovrnu-w�______ r.wo.an. ._.__— {______ C WELL MON rn. MB• I m[ MUVVWOT* 3- IN �. /4•r s.. .. F.— s r-rE nRa�DS�0 APPENDIX `B" 17 ue. ^� .Inlr r � 1 N Y - t \r>�� '■■ ar iiV ■■■OMEN MAIFF MEN Jmklo isoomuii I■■ Ak on M 'M■ `Y [' County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event - 6 Hours °..... 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MOMMMI mmmm�mm MINE _,�, ..: �� �/ ::���' ,;--� v`. .m County of San Diego Hydrology Manual Rainfall Isopluvials "" °" Isopluvial (inches) DPW w'R W' .. .. ....... . 3 E y1��■r��lrl■�-��n ■r.■■■■■ 1■d1l91�I ■ ■w ■�i��r/Ryi�.. ,_ ■ii @!tl ■ ■ ■p now MEM Irna �■i■■■■n■■n■■n■■■n■nnn■■■■■ r�.M .H■■nn■W ■■■■■■no■ ■■■■■w■■■■■■■n■■■■n■■ I�■ ■ ■ ■ ■■■ ■W ■ ■ ■N■E■ ■q■■ InW�O� ■ ■n■Wm■ ®■■nn ■■ moor ■■■rya■■■■■■■■■n■■s■■� otu■E ■■n ■■■■nnw■■m ®■ L r� r _ Oran - County of '_• m��Ummmmm wa�i■iniam�■�m ON • . Rainfall Isoplavials 100 Year Rainfall Event - 6 Hours Isopluvial (inches) DGIISj Sa WO GIS Wi Have tiut Dig,, Ccj Tmd I-=-f- N *w rwe mwnm wmoyr wwwwry o�Awr�va. m161 owME.sB on w�, nanq wr wrunm ro, ne rum wwnwrt�a O/ 1lOMNydRYMO WII!!! ICQ A VARA"aLM N1O0lE �OW� r�06 M lye II�M. E sw�.n . vo �wmoa wo n �.re.wawow S 3 0 3 Miles i �;' APPENDIX "C' W.I. San Diego County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c)1991 -2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 07/08/10 --------------------------------------------------------- -- ------ - - - - -- Project: Horse Arena Owner: Demetrios Xanthos Site: 3412 Fortuna Ranch Rd. Job: 10009MCV -G * * * * * * * ** Hydrology Study Control Information * * * * * * + + ** Program License Serial Number 6205 Rational hydrology study storm event year is 10.0 English (in -lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.950 24 hour precipitation(inches) = 3.250 P6/P24 = 60.08 San Diego hydrology manual 'C' values used +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (LOW DENSITY RESIDENTIAL ) (1.0 DU /A or Less ) Impervious value, Ai = 0.100 Sub -Area C Value = 0.410 Initial subarea total flow distance = 550.000(Ft.) Highest elevation = 165.000(Ft.) Lowest elevation = 104.500(Ft.) Elevation difference = 60.500(Ft.) Slope - 11.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 11.00 5, in a development type of 1.0 DU /A or Less In Accordance With Figure 3 -3 Initial Area Time of Concentration - 5.58 minutes TC = [ 1 .8 *(1.1- C) *distance(Ft.) ^.5)/(% slope ^(1 /3)] TC = [1.8 *(1.1- 0.4100) *( 100.000 ^.5) /( 11.000 ^(1 /3)]= 5.58 Rainfall intensity (I) - 4.784(In /Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.410 Subarea runoff = 5.884(CFS) Total initial stream area = 3.000(Ac.) +++++++++++++++++++++++++++++++++++++++ ++ + + + ++ + + + + + + + + + + + + + + + + + + + + ++ ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** 6 HOUR HYDROGRAPH * * ** +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Hydrograph Data - Section 6, San Diego County Hydrology manual, June 2003 Time of Concentration = 5.58 Basin Area = 3.00 Acres 6 Hour Rainfall = 1.950 Inches Runoff Coefficient = 0.410 Peak Discharge 5.88 CFS Time (Min) Discharge (CFS) 0 0.000 5 0.143 10 0.144 15 0.147 20 0.148 25 0.151 30 0.153 35 0.156 40 0.157 45 0.161 50 0.163 55 0.166 60 0.168 65 0.172 70 0.174 75 0.179 80 0.181 85 0.186 90 0.189 95 0.194 100 0.197 105 0.203 110 0.206 115 0.213 120 0.217 125 0.224 130 0.229 135 0.238 140 0.242 145 0.253 150 0.259 155 0.271 160 0.278 165 0.293 170 0.301 175 0.320 180 0.330 185 0.354 190 0.368 195 0.400 200 0.419 205 0.464 210 0.493 215 0.565 220 0.612 225 0.748 230 0.852 235 1.251 240 1.763 245 5.884 250 1.004 255 0.671 260 0.525 265 0.440 270 0.383 275 0.342 280 0.310 285 0.285 290 0.265 295 0.247 300 0.233 305 0.220 310 0.209 315 0.200 320 0.191 325 0.183 330 0.177 335 0.170 340 0.164 345 0.159 350 0.154 355 0.150 360 0.145 365 0.142 +++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T 0 R M R u n o f f H y d r o g r a p h ---------------------------------------------------------- Hydrograph in 1 Minute intervals ((CFS)) ------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 0+ 0 0.0000 0.00 Q 0+ 1 0.0000 0.03 Q 0+ 2 0.0001 0.06 Q 0+ 3 0.0002 0.09 Q 0+ 4 0.0004 0.11 Q 0+ 5 0.0006 0.14 Q 0+ 6 0.0008 0.14 Q --------------------------------- 1.5 2.9 4.4 5.9 --------------- ------ ----- - - - - -- 0+ 7 0.0010 0.14 Q 0+ 8 0.0012 0.14 Q 0+ 9 0.0014 0.14 Q 0 +10 0.0016 0.14 Q 0 +11 0.0018 0.14 Q 0 +12 0.0020 0.15 Q 0 +13 0.0022 0.15 Q 0 +14 0.0024 0.15 Q 0 +15 0.0026 0.15 Q 0 +16 0.0028 0.15 VQ 0 +17 0.0030 0.15 VQ 0 +18 0.0032 0.15 VQ 0 +19 0.0034 0.15 VQ 0 +20 0.0036 0.15 VQ 0 +21 0.0038 0.15 VQ 0 +22 0.0040 0.15 VQ 0 +23 0.0042 0.15 VQ 0 +24 0.0044 0.15 VQ 0 +25 0.0046 0.15 VQ 0 +26 0.0048 0.15 VQ 0 +27 0.0051 0.15 IQ 0 +28 0.0053 0.15 IQ 0 +29 0.0055 0.15 IQ 0 +30 0.0057 0.15 IQ 0 +31 0.0059 0.15 IQ 0 +32 0.0061 0.15 IQ 0 +33 D.0063 0.15 IQ 0 +34 0.0065 0.16 IQ 0 +35 0.0067 0.16 IQ 0 +36 0.0070 0.16 IQ 0 +37 0.0072 0.16 IQ 0 +38 0.0074 0.16 IQ 0 +39 0.0076 0.16 IQ 0 +40 0.0078 0.16 IQ 0 +41 0.0080 0.16 IQ 0 +42 0.0083 0.16 IQ 0 +43 0.0085 0.16 IQ 0 +44 0.0087 0.16 IQ 0 +45 0.0089 0.16 IQ 0 +46 0.0091 0.16 IQ 0 +47 0.0094 0.16 IQ 0 +48 0.0096 0.16 IQ 0 +49 0.0098 0.16 IQV 0 +50 0.0100 0.16 IQV 0 +51 0.0103 0.16 IQV 0 +52 0.0105 0.16 IQV 0 +53 0.0107 0.16 IQV 0 +54 0.0109 0.17 IQV 0 +55 0.0112 0.17 IQV 0 +56 0.0114 0.17 IQV 0 +57 0.0116 0.17 IQV 0 +58 0.0119 0.17 IQV 0 +59 0.0121 0.17 IQV 1+ 0 0.0123 0.17 IQV 1+ 1 0.0126 0.17 IQV 1+ 2 0.0128 0.17 IQV 1+ 3 0.0130 0.17 IQV 1+ 4 0.0133 0.17 IQV 1+ 5 0.0135 0.17 IQV 1+ 6 0.0137 0.17 IQV 1+ 7 0.0140 0.17 IQV 1+ 8 0.0142 0.17 IQV 1+ 9 0.0145 0.17 IQV 1 +10 0.0147 0.17 IQV 1 +11 0.0149 0.18 IQ V 1 +12 0.0152 0.18 IQ v 1 +13 0.0154 0.18 IQ V 1 +14 0.0157 0.18 IQ V 1 +15 0.0159 0.18 IQ V 1 +16 0.0162 0.18 IQ V 1 +17 0.0164 0.18 IQ v 1 +18 0.0167 0.18 IQ V 1 +19 0.0169 0.18 IQ v 1 +20 0.0172 0.18 IQ v 1 +21 0.0174 0.18 IQ V 1 +22 0.0177 0.18 IQ v 1 +23 0.0179 0.18 IQ v 1 +24 0.0182 0.18 IQ V 1 +25 0.0184 0.19 IQ V 1 +26 0.0187 0.19 IQ v 1 +27 0.0189 0.19 IQ V 1 +28 0.0192 0.19 IQ V 1 +29 0.0195 0.19 IQ v 1 +30 0.0197 0.19 IQ v 1 +31 0.0200 0.19 IQ v 1 +32 0.0202 0.19 IQ V 1 +33 0.0205 0.19 IQ v 1 +34 0.0208 0.19 IQ V 1 +35 0.0210 0.19 IQ V 1 +36 0.0213 0.19 IQ V 1 +37 0.0216 0.20 IQ V 1 +38 0.0218 0.20 IQ V 1 +39 0.0221 0.20 IQ V 1 +40 0.0224 0.20 IQ V 1 +41 0.0227 0.20 IQ V 1 +42 0.0229 0.20 IQ V 1 +43 0.0232 0.20 IQ V 1 +44 0.0235 0.20 IQ V 1 +45 0.0238 0.20 IQ V 1 +46 0.0240 0.20 IQ V 1 +47 0.0243 0.20 IQ V 1 +48 0.0246 0.20 IQ V 1 +49 0.0249 0.21 IQ V 1 +50 0.0252 0.21 IQ V 1 +51 0.0255 0.21 IQ V 1 +52 0.0257 0.21 IQ V 1 +53 0.0260 0.21 IQ v 1 +54 0.0263 0.21 IQ V 1 +55 0.0266 0.21 IQ V 1 +56 0.0269 0.21 IQ V 1 +57 0.0272 0.21 IQ V 1 +58 0.0275 0.22 IQ V 1 +59 0.0278 0.22 IQ V 2+ 0 0.0281 0.22 IQ V 2+ 1 0.0284 0.22 IQ V 1 2+ 2 0.0287 0.22 IQ V 1 2+ 3 0.0290 0.22 IQ V 1 2+ 4 0.0293 0.22 IQ V 1 2+ 5 0.0296 0.22 IQ V 1 2+ 6 0.0299 0.23 IQ V 1 2+ 7 0.0302 0.23 IQ V 1 2+ 8 0.0306 0.23 IQ V 1 2+ 9 0.0309 0.23 IQ V 1 2 +10 0.0312 0.23 IQ V 1 2 +11 0.0315 0.23 IQ V 1 2 +12 0.0318 0.23 IQ V 1 2 +13 0.0322 0.23 IQ V 1 2 +14 0.0325 0.24 IQ V 1 2 +15 0.0328 0.24 IQ V 1 2 +16 0.0331 0.24 IQ V 1 2 +17 0.0335 0.24 IQ V 1 2 +18 0.0338 0.24 IQ V 1 2 +19 0.0341 0.24 IQ V 1 2 +20 0.0345 0.24 IQ V 1 2 +21 0.0348 0.24 IQ V 1 2 +22 0.0351 0.25 IQ V 1 2 +23 0.0355 0.25 IQ V 1 2 +24 0.0358 0.25 IQ V 1 2 +25 0.0362 0.25 IQ V 1 2 +26 0.0365 0.25 IQ V 1 2 +27 0.0369 0.26 IQ V 1 2 +28 0.0372 0.26 IQ V 1 2 +29 0.0376 0.26 IQ V 1 2 +30 0.0379 0.26 IQ V 1 2 +31 0.0383 0.26 IQ V 1 2 +32 0.0387 0.26 IQ V 1 2 +33 0.0390 0.27 IQ V 1 2 +34 0.0394 0.27 IQ V 1 2 +35 0.0398 0.27 IQ V 1 2 +36 0.0401 0.27 IQ V 1 2 +37 0.0405 0.27 IQ V 1 2 +38 0.0409 0.28 IQ V 1 2 +39 0.0413 0.28 IQ V 1 2 +40 0.0417 0.28 IQ V 1 2 +41 0.0420 0.28 IQ V 1 2 +42 0.0424 0.28 IQ V 1 2 +43 0.0428 0.29 IQ V 1 2 +44 0.0432 0.29 IQ V 1 2 +45 0.0436 0.29 IQ V 1 2 +46 0.0440 0.29 1 Q v I 2 +47 0.0445 0.30 1 Q VI 2 +48 0.0449 0.30 1 Q VI 2 +49 0.0453 0.30 1 Q VI 2 +50 0.0457 0.30 1 Q VI 2 +51 0.0461 0.30 1 Q VI 2 +52 0.0465 0.31 1 Q VI 2 +53 0.0470 0.31 1 Q VI 2 +54 0.0474 0.32 1 Q VI 2 +55 0.0478 0.32 1 Q VI 2 +56 0.0483 0.32 1 Q VI 2 +57 0.0487 0.32 1 Q VI 2 +58 0.0492 0.33 I Q V 2 +59 0.0496 0.33 I Q V 3+ 0 0.0501 0.33 1 Q V 3+ 1 0.0505 0.34 I Q V 3+ 2 0.0510 0.34 I Q V 3+ 3 0.0515 0.34 I Q V 3+ 4 0.0520 0.35 I Q V 3+ 5 0.0525 0.35 1 Q V 3+ 6 0.0530 0.36 I Q V 3+ 7 0.0534 0.36 I Q V 3+ 8 0.0539 0.36 1 Q V 3+ 9 0.0544 0.37 1 Q IV 3 +10 0.0550 0.37 1 Q IV 3 +11 0.0555 0.37 1 Q IV 3 +12 0.0560 0.38 1 Q IV 3 +13 0.0565 0.39 1 Q IV 3 +14 0.0571 0.39 1 Q IV 3 +15 0.0576 0.40 I Q IV 3 +16 0.0582 0.40 1 Q IV 3 +17 0.0587 0.41 1 Q IV 3 +18 0.0593 0.41 1 Q I V 3 +19 0.0599 0.41 1 Q I V 3 +20 0.0605 0.42 1 Q I V 3 +21 0.0610 0.43 1 Q I V 3 +22 0.0616 0.44 1 Q I V 3 +23 0.0623 0.45 1 Q I V 3 +24 0.0629 0.46 1 Q I V 3 +25 0.0635 0.46 1 Q I V 3 +26 0.0642 0.47 I Q I V 3 +27 0.0648 0.48 I Q I V 3 +28 0.0655 0.48 1 Q I V 3 +29 0.0662 0.49 1 Q I V 3 +30 0.0668 0.49 1 Q I V 3 +31 0.0675 0.51 1 Q I V 3 +32 0.0683 0.52 1 Q I V 3 +33 0.0690 0.54 1 Q I V 3 +34 0.0698 0.55 1 Q I V 3 +35 0.0705 0.56 1 Q I V 3 +36 0.0713 0.57 1 Q I V 3 +37 0.0721 0.58 1 Q I V 3 +38 0.0729 0.59 1 Q I V 3 +39 0.0738 0.60 1 Q I V 3 +40 0.0746 0.61 1 Q I V 3 +41 0.0755 0.64 1 Q I V 3 +42 0.0764 0.67 1 Q I V 3 +43 0.0774 0.69 1 Q I V 3 +44 0.0784 0.72 1 Q I V 3 +45 0.0794 0.75 1 Q I V 3 +46 0.0805 0.77 I Q I V 3 +47 0.0815 0.79 1 Q I V 3 +48 0.0827 0.81 1 Q I V 3 +49 0.0838 0.83 1 Q I V 3 +50 0.0850 0.85 1 Q I V 3 +51 0.0863 0.93 1 Q I V 3 +52 0.0877 1.01 1 Q I V 3 +53 0.0892 1.09 1 Q I V 3 +54 0.0908 1.17 1 Q I V 4 3 +55 0.0925 1.25 1 Q I V 1 3 +56 0.0944 1.35 1 QI VI 3 +57 0.0964 1.46 1 QI VI 3 +58 0.0985 1.56 I Q V 3 +59 0.1008 1.66 1 IQ V 4+ 0 0.1032 1.76 1 IQ IV 4+ 1 0.1068 2.59 1 1 Q IV 4+ 2 0.1115 3.41 1 1 1 VQ 4+ 3 0.1173 4.24 1 1 1 V 4+ 4 0.1243 5.06 1 1 1 4+ 5 0.1324 5.88 1 1 1 4+ 6 0.1392 4.91 1 1 1 4+ 7 0.1446 3.93 1 1 1 4+ 8 0.1486 2.96 1 1 Q 4+ 9 0.1514 1.98 1 1 Q 1 4 +10 0.1528 1.00 1 Q I I 4 +11 0.1540 0.94 1 Q I I 4 +12 0.1552 0.87 1 Q I I 4 +13 0.1564 0.80 1 Q I 4 +14 0.1574 0.74 1 Q I 4 +15 0.1583 0.67 1 Q I I 4 +16 0.1592 0.64 1 Q I I 4 +17 0.1600 0.61 1 Q I I 4 +18 0.1608 0.58 1 Q I I 4 +19 0.1616 0.55 1 Q I 4 +20 0.1623 0.53 1 Q I I 4 +21 0.1630 0.51 1 Q I 4 +22 0.1637 0.49 1 Q I 4 +23 0.1643 0.47 1 Q I 4 +24 0.1650 0.46 1 Q 1 1 4 +25 0.1656 0.44 1 Q I 4 +26 0.1662 0.43 1 Q I 4 +27 0.1667 0.42 1 Q I I 4 +28 0.1673 0.41 1 Q I I 4 +29 0.1678 0.39 1 Q I I 4 +30 0.1684 0.38 1 Q I I 4 +31 0.1689 0.37 1 Q I I 4 +32 0.1694 0.37 1 Q I I 4 +33 0.1699 0.36 1 Q I I 4 +34 0.1704 0.35 1 Q I I 4 +35 0.1708 0.34 1 Q 1 I 4 +36 0.1713 0.34 1 Q I I 4 +37 0.1718 0.33 1 Q I I 4 +38 0.1722 0.32 I Q I I 4 +39 0.1726 0.32 1 Q I I 4 +40 0.1731 0.31 1 Q I I 4 +41 0.1735 0.31 1 Q I I 4 +42 0.1739 0.30 1 Q I I 4 +43 0.1743 0.30 1 Q I I 4 +44 0.1747 0.29 IQ 1 1 4 +45 0.1751 0.29 IQ 1 1 4 +46 0.1755 0.26 IQ 1 1 4 +47 0.1759 0.28 IQ 1 1 4 +48 0.1762 0.27 IQ 1 1 4 +49 0.1766 0.27 IQ 1 1 4 +50 0.1770 0.26 IQ 1 1 4 +51 0.1773 0.26 IQ I I V V A I I I I I I I I Q I I Q I V I Q VI V V IV IV IV IV I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V V V V 4 +52 0.1777 0.26 IQ I I I V 4 +53 0.1780 0.25 IQ I I V 4 +54 0.1784 0.25 IQ I I V 4 +55 0.1787 0.25 IQ I I V 4 +56 0.1791 0.24 IQ I I I v 4 +57 0.1794 0.24 IQ I I I v 4 +58 0.1797 0.24 IQ I I I V 4 +59 0.1601 0.24 IQ I I I V 5+ 0 0.1804 0.23 IQ I I I V 5+ 1 0.1807 0.23 IQ I I I V 5+ 2 0.1810 0.23 IQ I I I V 5+ 3 0.1813 0.23 IQ I I I v 5+ 4 0.1816 0.22 IQ I I I V 5+ 5 0.1819 0.22 IQ I I I v 5+ 6 0.1822 0.22 IQ I I I v 5+ 7 0.1825 0.22 IQ I I I V 5+ 8 0.1828 0.21 IQ I I I V 5+ 9 0.1831 0.21 IQ I I I v 5 +10 0.1834 0.21 IQ I I I v 5 +11 0.1837 0.21 IQ I I I V 5 +12 0.1840 0.21 IQ I I I v 5 +13 0.1842 0.20 IQ I I I v 5 +14 0.1845 0.20 IQ I I I v 5 +15 0.1848 0.20 IQ I I I v 5 +16 0.1851 0.20 IQ I I I v 5 +17 0.1853 0.20 IQ I I I V 5 +18 0.1856 0.19 IQ 1 1 I v 5 +19 0.1859 0.19 IQ I I I V 5 +20 0.1861 0.19 IQ I I I V 5 +21 0.1864 0.19 IQ I I I V 5 +22 0.1867 0.19 IQ I I I V 5 +23 0.1869 0.19 IQ I I I V 5 +24 0.1872 0.19 IQ I I I v 5 +25 0.1874 0.16 IQ I I I v 5 +26 0.1877 0.18 IQ I I I v 5 +27 0.1879 0.18 IQ I I I v 5 +28 0.1882 0.18 IQ I I I v 5 +29 0.1884 0.18 IQ I I I v 5 +30 0.1887 0.18 IQ I I I V 5 +31 0.1889 0.18 IQ I I I V 5 +32 0.1891 0.17 IQ I I I V 5 +33 0.1894 0.17 IQ I I I v 5 +34 0.1896 0.17 IQ I I I v 5 +35 0.1899 0.17 IQ I I I V 5 +36 0.1901 0.17 IQ I I I V 5 +37 0.1903 0.17 IQ I I I V 5 +38 0.1905 0.17 IQ I I I V 5 +39 0.1908 0.17 IQ I I I V 5 +40 0.1910 0.16 IQ I I I V 5 +41 0.1912 0.16 IQ I I I V 5 +42 0.1914 0.16 IQ I 1 1 5 +43 0.1917 0.16 IQ I 1 1 5 +44 0.1919 0.16 IQ I 1 1 5 +45 0.1921 0.16 IQ I 1 1 5 +46 0.1923 0.16 IQ I I I 5 +47 0.1925 0.16 IQ I I I 5 +48 0.1928 0.16 IQ I I I 5 +49 0.1930 0.16 IQ I I VI 5 +50 0.1932 0.15 IQ I I I VI 5 +51 0.1934 0.15 IQ I I I VI 5 +52 0.1936 0.15 IQ I I I VI 5 +53 0.1938 0.15 IQ I I I VI 5 +54 0.1940 0.15 IQ I I VI 5 +55 0.1942 0.15 IQ I I I VI 5 +56 0.1944 0.15 IQ I I VI 5 +57 0.1946 0.15 IQ I VI 5 +58 0.1948 0.15 IQ I VI 5 +59 0.1950 0.15 Q I VI 6+ 0 0.1952 0.15 Q I I VI 6+ 1 0.1954 0.14 Q I I VI 6+ 2 0.1956 0.14 Q I I VI 6+ 3 0.1958 0.14 Q I I VI 6+ 4 0.1960 0.14 Q I I I VI 6+ 5 ---------------------------------------- 0.1962 0.14 Q I ------------------- I I V ------ - - - - -- End of computations, total study area = 3.000 (Ac.) San Diego County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c)1991 -2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 07/08/10 ----------------------------------------------------------------------- Project: Horse Arena Owner: Demetrios Xanthos Site: 3412 Fortuna Ranch Rd. Job: 10009MCV -G --------------------------------------------- -------- ---------- -- -- - - -- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** ----------------------------------------------------------------------- Program License Serial Number 6205 ----------------------------------------------------------------------- Rational hydrology study storm event year is 50.0 English (in -lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.510 24 hour precipitation(inches) = 4.520 P6/P24 = 55.58 San Diego hydrology manual 'C' values used +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (1.0 DU /A or Less ) Impervious value, Ai = 0.100 Sub -Area C Value - 0.410 Initial subarea total flow distance = 550.000(Ft.) Highest elevation = 165.000(Ft.) Lowest elevation = 104.500(Ft.) Elevation difference = 60.500(Ft.) Slope = 11.000 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 11.00 8, in a development type of 1.0 DU /A or Less In Accordance With Figure 3 -3 Initial Area Time of Concentration = 5.58 minutes TC = [ 1 .8 *(1.1- C) *distance(Ft.) ^.5)/(8 51ope ^(1 /3)) TC = [1.8 *(1.1- 0.4100) *( 100.000 ^.5) /( 11.000 ^(1 /3)]= 5.58 Rainfall intensity (I) = 6.158(In /Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.410 Subarea runoff = 7.574(CFS) Total initial stream area = 3.000(Ac.) End of computations, total study area = 3.000 (Ac.) San Diego County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c)1991 -2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 07/08/10 ----------------------------------------------------------------------- Project: Horse Arena Owner: Demetrios Xanthos Site: 3412 Fortuna Ranch Rd. Job: 10009MCV -G ----------------------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** ----------------------------------------------------------------------- Program License Serial Number 6205 ----------------------------------------------------------------------- Rational hydrology study storm event year is 100.0 English (in -lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.950 24 hour precipitation(inches) = 5.150 P6/P24 = 57.3% San Diego hydrology manual 'C' values used +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (1.D DU /A or Less ) Impervious value, Ai = 0.100 Sub -Area C Value = 0.410 Initial subarea total flow distance = 550.000(Ft.) Highest elevation = 165.000(Ft.) Lowest elevation = 104.500(Ft.) Elevation difference = 60.500(Ft.) Slope = 11.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 11.00 %, in a development 1.0 DU /A or Less In Accordance With Figure 3 -3 type of Initial Area Time of Concentration - 5.58 minutes TC = [1.8*(1.1- C) *distance(Ft.) ^.5)/(8 slope ^(1 /3)] TC = [1.8 *(1.1- 0.4100) *( 100.000 ^.5) /( 11.000 ^(1 /3)1= 5.58 Rainfall intensity (I) = 7.237(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C - 0.410 Subarea runoff = 8.902(CFS) Total initial stream area = 3.000(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** 6 HOUR HYDROGRAPH * * ** Hydrograph Data - Section 6, San Diego County Hydrology manual, June 2003 Time of Concentration = 5.58 Basin Area = 3.00 Acres 6 Hour Rainfall = 2.950 Inches Runoff Coefficient = 0.410 Peak Discharge = 8.90 CFS Time (Min) Discharge (CFS) 0 0.000 5 0.216 10 0.218 15 0.222 20 0.224 25 0.229 30 0.231 35 0.236 40 0.238 45 0.243 50 0.246 55 0.252 60 0.254 65 0.261 70 0.264 75 0.270 80 0.274 85 0.281 90 0.285 95 0.293 100 0.298 105 0.307 110 0.312 115 0.322 120 0.328 125 0.339 130 0.346 135 0.359 140 0.367 145 0.383 150 0.391 155 0.410 160 0.420 165 0.443 170 0.456 175 0.484 180 0.500 185 0.536 190 0.557 195 0.605 200 0.633 205 0.703 210 0.745 215 0.854 220 0.926 225 1.132 230 1.289 235 1.893 240 2.667 245 8.902 250 1.518 255 1.016 260 0.795 265 0.666 270 0.579 275 0.517 2B0 0.469 285 0.431 290 0.400 295 0.374 300 0.352 305 0.333 310 0.317 315 0.302 320 0.289 325 0.278 330 0.267 335 0.257 340 0.249 345 0.241 350 0.233 355 0.226 360 0.220 365 0.214 +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 1 Minute intervals ((CFS)) --------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0+ 0 0.0000 0.00 Q 0+ 1 0.0001 0.04 Q 0+ 2 0.0002 0.09 Q 0+ 3 0.0004 0.13 Q 0+ 4 0.0006 0.17 Q 0+ 5 0.0009 0.22 Q 0+ 6 0.0012 0.22 Q --------------------------------------- 0 2.2 4.5 6.7 8.9 -------- ------------- ------ ----- ------ 0+ 7 0.0015 0.22 Q 0+ 8 0.0018 0.22 Q 0+ 9 0.0021 0.22 Q 0 +10 0.0024 0.22 Q 0 +11 0.0027 0.22 Q 0 +12 0.0030 0.22 Q 0 +13 0.0033 0.22 Q 0 +14 0.0036 0.22 Q 0 +15 0.0039 0.22 Q 0 +16 0.0042 0.22 VQ 0 +17 0.0045 0.22 VQ 0 +18 0.0048 0.22 VQ 0 +19 0.0051 0.22 VQ 0 +20 0.0054 0.22 VQ 0 +21 0.0058 0.23 VQ 0 +22 0.0061 0.23 VQ 0 +23 0.0064 0.23 VQ 0 +24 0.0067 0.23 VQ 0 +25 0.0070 0.23 VQ 0 +26 0.0073 0.23 VQ 0 +27 0.0076 0.23 IQ 0 +28 0.0080 0.23 IQ 0 +29 0.0083 0.23 IQ 0 +30 0.0086 0.23 IQ 0 +31 0.0089 0.23 IQ 0 +32 0.0092 0.23 IQ 0 +33 0.0096 0.23 IQ 0 +34 0.0099 0.23 IQ 0 +35 0.0102 0.24 IQ 0 +36 0.0105 0.24 IQ 0 +37 0.0109 0.24 IQ 0 +38 0.0112 0.24 IQ 0 +39 0.0115 0.24 IQ 0 +40 0.0118 0.24 IQ 0 +41 0.0122 0.24 IQ 0 +42 0.0125 0.24 IQ 0 +43 0.0128 0.24 IQ 0 +44 0.0132 0.24 IQ 0 +45 0.0135 0.24 IQ 0 +46 0.0138 0.24 IQ 0 +47 0.0142 0.24 IQ 0 +48 0.0145 0.24 IQ 0 +49 0.0148 0.25 IQV 0+50 0.0152 0.25 IQV 0 +51 0.0155 0.25 IQV 0 +52 0.0159 0.25 IQV 0 +53 0.0162 0.25 IQV 0 +54 0.0166 0.25 IQV 0 +55 0.0169 0.25 IQV 0 +56 0.0173 0.25 IQV 0 +57 0.0176 0.25 IQV 0 +58 0.0179 0.25 IQV 0 +59 0.0183 0.25 IQV 1+ 0 0.0186 0.25 IQV 1+ 1 0.0190 0.26 IQV 1+ 2 0.0194 0.26 IQV 1+ 3 0.0197 0.26 IQV 1+ 4 0.0201 0.26 IQV 1+ 5 0.0204 0.26 IQV 1+ 6 0.0208 0.26 IQV 1+ 7 0.0211 0.26 IQV 1+ 8 0.0215 0.26 IQV 1+ 9 0.0219 0.26 IQV 1 +10 0.0222 0.26 IQV 1 +11 0.0226 0.27 IQ V 1 +12 0.0230 0.27 IQ V 1 +13 0.0233 0.27 IQ V 1 +14 0.0237 0.27 IQ V 1 +15 0.0241 0.27 IQ V 1 +16 0.0245 0.27 IQ V 1 +17 0.0248 0.27 IQ V 1 +18 0.0252 0.27 IQ V 1 +19 0.0256 0.27 IQ V 1 +20 0.0260 0.27 IQ V 1 +21 0.0263 0.28 IQ V 1 +22 0.0267 0.28 IQ V 1 +23 0.0271 0.28 IQ V 1 +24 0.0275 0.28 IQ V 1 +25 0.0279 0.28 IQ V 1 +26 0.0283 0.28 IQ V 1 +27 0.0286 0.28 IQ V 1 +28 0.0290 0.28 IQ V 1 +29 0.0294 0.28 IQ V 1 +30 0.0298 0.29 IQ V 1 +31 0.0302 0.29 IQ V 1 +32 0.0306 0.29 IQ V 1 +33 0.0310 0.29 IQ V 1 +34 0.0314 0.29 IQ V 1 +35 0.0318 0.29 IQ V 1 +36 0.0322 0.29 IQ V 1 +37 0.0326 0.30 IQ V 1 +38 0.0330 0.30 IQ V 1 +39 0.0335 0.30 IQ V 1 +40 0.0339 0.30 IQ V 1 +41 0.0343 0.30 IQ V 1 +42 0.0347 0.30 IQ V 1 +43 0.0351 0.30 IQ V 1 +44 0.0355 0.31 IQ V 1 +45 0.0360 0.31 IQ V 1 +46 0.0364 0.31 IQ V 1 +47 0.0368 0.31 IQ V 1 +48 0.0372 0.31 IQ V 1 +49 0.0377 0.31 IQ V 1 +50 0.0381 0.31 IQ V 1 +51 0.0385 0.31 IQ V 1 +52 0.0390 0.32 IQ V 1 +53 0.0394 0.32 IQ V 1 +54 0.0398 0.32 IQ V 1 +55 0.0403 0.32 IQ V 1 +56 0.0407 0.32 IQ V 1 +57 0.0412 0.32 IQ V 1 +58 0.0416 0.33 IQ V 1 +59 0.0421 0.33 IQ V 2+ 0 0.0425 0.33 10 V 2+ 1 0.0430 0.33 IQ V 2+ 2 0.0434 0.33 IQ V 2+ 3 0.0439 0.33 IQ V 2+ 4 0.0444 0.34 IQ V 2+ 5 0.0448 0.34 IQ V 2+ 6 0.0453 0.34 IQ V 2+ 7 0.0458 0.34 IQ V 2+ 8 0.0462 0.34 IQ V 2+ 9 0.0467 0.34 IQ V 2 +10 0.0472 0.35 IQ V 2 +11 0.0477 0.35 IQ V 2 +12 0.0482 0.35 IQ V 2 +13 0.0486 0.35 IQ V 2 +14 0.0491 0.36 IQ V 2 +15 0.0496 0.36 IQ V 2 +16 0.0501 0.36 IQ V 2 +17 0.0506 0.36 IQ V 2 +18 0.0511 0.36 IQ V 2 +19 0.0516 0.37 IQ V 2 +20 0.0521 0.37 IQ V 2 +21 0.0526 0.37 IQ V 2 +22 0.0532 0.37 IQ V 2 +23 0.0537 0.38 IQ V 2 +24 0.0542 0.38 IQ V 2 +25 0.0547 0.38 IQ V 2 +26 0.0552 0.38 IQ V 2 +27 0.0558 0.39 IQ V 2 +28 0.0563 0.39 IQ V 2 +29 0.0569 0.39 IQ V 2 +30 0.0574 0.39 IQ V 2 +31 0.0579 0.39 IQ V 2 +32 0.0585 0.40 IQ V 2 +33 0.0590 0.40 IQ V 2 +34 0.0596 0.41 IQ V 2 +35 0.0602 0.41 IQ V 2 +36 0.0607 0.41 IQ V 2 +37 0.0613 0.41 IQ V 2 +38 0.0619 0.42 IQ V 2 +39 0.0624 0.42 IQ V 2 +40 0.0630 0.42 IQ V 2 +41 0.0636 0.42 IQ V 2 +42 0.0642 0.43 IQ V 2 +43 0.0648 0.43 IQ V 2 +44 0.0654 0.44 IQ V 2 +45 0.0660 0.44 IQ V 2 +46 0.0666 0.45 I Q V 2 +47 0.0672 0.45 1 Q 2 +48 0.0679 0.45 1 Q 2 +49 0.0685 0.45 1 Q 2 +50 0.0691 0.46 1 Q 2 +51 0.0698 0.46 1 Q 2 +52 0.0704 0.47 1 Q 2 +53 0.0710 0.47 1 Q 2 +54 0.0717 0.48 1 Q 2 +55 0.0724 0.48 1 Q 2 +56 0.0730 0.49 1 Q 2 +57 0.0737 0.49 1 Q 2 +58 0.0744 0.49 1 Q 2 +59 0.0751 0.50 1 Q 3+ 0 0.0758 0.50 1 Q 3+ 1 0.0765 0.51 1 Q 3+ 2 0.0772 0.51 1 Q 3+ 3 0.0779 0.52 1 Q 3+ 4 0.0786 0.53 1 Q 3+ 5 0.0794 0.54 1 Q 3+ 6 0.0801 0.54 1 Q 3+ 7 0.0809 0.54 1 Q 3+ 8 0.0816 0.55 1 Q 3+ 9 0.0824 0.55 1 Q 3 +10 0.0831 0.56 1 Q 3 +11 0.0839 0.57 1 Q 3 +12 0.0847 0.58 1 Q 3 +13 0.0855 0.59 1 Q 3 +14 0.0863 0.60 1 Q 3 +15 0.0872 0.60 1 Q 3 +16 0.0880 0.61 1 Q 3 +17 0.0889 0.62 1 Q 3 +18 0.0897 0.62 1 Q 3 +19 0.0906 0.63 1 Q 3 +20 0.0915 0.63 1 Q 3 +21 0.0923 0.65 1 Q 3 +22 0.0933 0.66 1 Q 3 +23 0.0942 0.67 1 Q 3 +24 0.0951 0.69 I 4 3 +25 0.0961 0.70 I Q 3 +26 0.0971 0.71 1 Q 3 +27 0.0981 0.72 1 Q 3 +28 0.0991 0.73 1 Q 3 +29 0.1001 0.74 1 Q 3 +30 0.1011 0.75 1 Q 3 +31 0.1022 0.77 1 Q 3 +32 0.1033 0.79 1 Q 3 +33 0.1044 0.81 1 Q 3+34 0.1055 0.83 1 Q 3 +35 0.1067 0.85 1 Q 3 +36 0.1079 0.87 1 Q 3 +37 0.1091 0.88 1 Q 3 +38 0.1103 0.90 1 Q 3+39 0.1116 0.91 1 Q 3 +40 0.1129 0.93 1 Q 3 +41 0.1142 0.97 1 Q 3 +42 0.1156 1.01 1 Q 3 +43 0.1170 1.05 1 Q 3 +44 0.1185 1.09 1 Q 3 +45 0.1201 1.13 1 Q 3 +46 0.1217 1.16 1 Q 3 +47 0.1234 1.19 1 Q 3 +48 0.1250 1.23 1 Q 3 +49 0.1268 1.26 1 Q 3 +50 0.1286 1.29 1 Q 3 +51 0.1305 1.41 1 Q 3 +52 0.1326 1.53 1 4 3 +53 0.1349 1.65 1 Q 3 +54 0.1373 1.77 1 0 V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V 3 +55 0.1399 1.89 1 Q I V 1 1 3 +56 0.1427 2.05 1 QI VI 1 3 +57 0.1458 2.20 1 QI VI 1 3 +58 0.1490 2.36 1 Q V 3 +59 0.1525 2.51 1 IQ V 4+ 0 0.1562 2.67 1 IQ IV 4+ 1 0.1616 3.91 1 1 Q IV 4+ 2 0.1687 5.16 1 I 1 VQ 4+ 3 0.1775 6.41 1 I 1 V Q 1 4+ 4 0.1880 7.66 1 I 1 V I Q 4+ 5 0.2003 8.90 1 I V 1 4+ 6 0.2105 7.43 1 1 I V I Q 4+ 7 0.2187 5.95 1 I I Q VI 4+ 8 0.2249 4.47 1 I Q V 4+ 9 0.2290 3.00 1 1 Q I V 4 +10 0.2311 1.52 1 Q I I IV 4 +11 0.2330 1.42 1 Q I I IV 4 +12 0.2349 1.32 1 Q I I IV 4+13 0.2365 1.22 1 Q I I IV 4 +14 0.2381 1.12 1 Q I I I V 4 +15 0.2395 1.02 1 Q I I V 4 +16 0.2408 0.97 1 Q I I V 4 +17 0.2421 0.93 1 Q I I V 4 +18 0.2433 0.88 1 Q I V 4+19 0.2445 0.84 1 Q I I V 4 +20 0.2456 0.79 1 Q I I V 4 +21 0.2466 0.77 1 Q I I I V 4 +22 0.2476 0.74 1 Q I I I V 4 +23 0.2486 0.72 1 Q I I V 4 +24 0.2496 0.69 1 Q I I I V 4 +25 0.2505 0.67 1 Q I I V 4 +26 0.2514 0.65 1 Q I I V 4 +27 0.2523 0.63 1 Q I I V 4 +28 0.2531 0.61 1 Q I I I V 4 +29 0.2539 0.60 1 Q I I V 4 +30 0.2547 0.58 1 Q I I V 4 +31 0.2555 0.57 1 Q I I V 4 +32 0.2563 0.55 1 Q I I V 4 +33 0.2570 0.54 1 Q I V 4 +34 0.2577 0.53 1 Q I I V 4 +35 0.2585 0.52 1 Q I I V 4+36 0.2592 0.51 1 Q I I V 4 +37 0.2598 0.50 1 Q I I I V 4 +38 0.2605 0.49 1 Q I I I V 4 +39 0.2612 0.48 1 Q I I I V 4 +40 0.2618 0.47 1 Q I I I V 4 +41 0.2625 0.46 1 Q I I I V 4 +42 0.2631 0.45 1 Q I I I V 4 +43 0.2637 0.45 1 Q I I I V 4 +44 0.2643 0.44 IQ I I I V 4 +45 0.2649 0.43 IQ I I I V 4 +46 0.2655 0.43 IQ I I I V 4 +47 0.2661 0.42 IQ I I I V 4 +48 0.2666 0.41 IQ I I I V 4 +49 0.2672 0.41 IQ I I V 4 +50 0.2677 0.40 IQ 1 I V 4 +51 0.2683 0.40 IQ I I V 4 +52 0.2688 0.39 IQ I I I v 4 +53 0.2693 0.38 IQ I I I v 4 +54 0.2699 0.38 IQ I I v 4 +55 0.2704 0.37 IQ I I v 4 +56 0.2709 0.37 IQ I I v 4 +57 0.2714 0.37 IQ I I v 4 +58 0.2719 0.36 IQ I I I v 4 +59 0.2724 0.36 IQ I I I v 5+ 0 0.2729 0.35 IQ I I I v 5+ 1 0.2734 0.35 IQ I I I v 5+ 2 0.2738 0.34 IQ I I I v 5+ 3 0.2743 0.34 IQ 1 I v 5+ 4 0.2748 0.34 IQ I I v 5+ 5 0.2752 0.33 IQ I I v 5+ 6 0.2757 0.33 IQ I I v 5+ 7 0.2761 0.33 IQ I I I v 5+ 8 0.2766 0.32 IQ I I I v 5+ 9 0.2770 0.32 IQ I I I v 5 +10 0.2774 0.32 IQ I I I v 5 +11 0.2779 0.31 IQ I I I v 5 +12 0.2783 0.31 IQ I I v 5 +13 0.2787 0.31 IQ I I v 5 +14 0.2792 0.31 IQ I I v 5 +15 0.2796 0.30 IQ I I I v 5 +16 0.2800 0.30 IQ I I v 5 +17 0.2804 0.30 IQ I I I v 5 +18 0.2808 0.29 IQ I I I v 5 +19 0.2812 0.29 IQ I I I v 5 +20 0.2816 0.29 IQ I I v 5 +21 0.2820 0.29 IQ I I v 5 +22 0.2824 0.28 IQ I I v 5 +23 0.2828 0.28 IQ I I I v 5 +24 0.2832 0.28 IQ I I I v 5 +25 0.2835 0.28 IQ I I I v 5 +26 0.2839 0.28 IQ I I I v 5 +27 0.2843 0.27 IQ I I I v 5 +28 0.2847 0.27 IQ I I I v 5 +29 0.2850 0.27 IQ I I I v 5 +30 0.2854 0.27 IQ I I i v 5 +31 0.2858 0.27 IQ I I I v 5 +32 0.2861 0.26 IQ I I I v 5 +33 0.2865 0.26 IQ I I I v 5 +34 0.2869 0.26 IQ I I I v 5 +35 0.2872 0.26 IQ I I I v 5 +36 0.2876 0.26 IQ I I I v 5 +37 0.2879 0.25 IQ I I I v 5 +38 0.2883 0.25 IQ I I I v 5 +39 0.2886 0.25 IQ I I I v 5 +40 0.2889 0.25 IQ I I v 5 +41 0.2893 0.25 IQ I I v 5 +42 0.2896 0.25 IQ I I 5 +43 0.2900 0.24 IQ I I I 5 +44 0.2903 0.24 IQ I I I 5 +45 0.2906 0.24 IQ I I I 5 +46 0.2910 0.24 IQ I I I 5 +47 0.2913 0.24 IQ I I I 5 +48 0.2916 0.24 IQ I I I 5 +49 0.2919 0.23 IQ I I I VI 5 +50 0.2923 0.23 IQ I I I VI 5 +51 0.2926 0.23 IQ I I I VI 5 +52 0.2929 0.23 IQ 1 I VI 5 +53 0.2932 0.23 IQ I I VI 5 +54 0.2935 0.23 IQ I I VI 5 +55 0.2938 0.23 IQ I I VI 5 +56 0.2941 0.23 IQ I I VI 5 +57 0.2945 0.22 IQ I 1 VI 5 +58 0.2948 0.22 IQ I I I VI 5 +59 0.2951 0.22 Q I I VI 6+ 0 0.2954 0.22 Q I VI 6+ 1 0.2957 0.22 Q I I VI 6+ 2 0.2960 0.22 Q I I VI 6+ 3 0.2963 0.22 Q I I I VI 6+ 4 0.2966 0.22 Q I I I VI 6+ 5 ----------------------------------------------------------------- 0.2969 0.21 Q I I V -- - - -- End of computations, total study area - 3.000 (Ac.)