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2006-483 G/PE ENGINEERING SERVICES DEPARTMENT - City of Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering July 15, 2010 Attn: Safeco Surety P.O. Box 25150 Santa Ana, California 92799-5150 RE: Chevron Texaco Products Company 540 La Costa Avenue CDP 01-292 APN 216-030-51 Grading Permit 483-G Final release of bond Permit 483-G authorized earthwork, storm drainage, and erosion control, all needed to build the described project. The Field Inspector has finaled this project. Therefore, a full release of this security deposit is merited. Performance Bond 6516916, in the amount of$309,118.40, is hereby fully exonerated. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincer /y, ' Debra Geishart J Lem ach Engineering Technician inance Manager Subdivision Engineering Financial Services Cc: Jay Lembach,Finance Manager Chevron Debra Geishart File F11c. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �� recycled paper - ENGINEERING SERVICES DEPARTMENT CZt�/Of Capital Improvement Projects District Support Services Encinitas Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering October 1, 2007 Attn: Safeco Surety P.O. Box 25150 Santa Ana, California 92799-5150 RE: Chevron Texaco Products Company CDP 01-292 APN 216-030-51 Grading Permit 483-G Final release of bond- replaced with 80%bond Permit 483-G authorized earthwork, storm drainage, and erosion control, all needed to build the described project. This bond was replaced with an 80%bond. Therefore, release of this security deposit is merited. Performance Bond 6452227, in the amount of$386,398.00, is hereby fully exonerated. The document original is enclosed. Should you have any questions or concerns,please contact Debra Geishart at(760) 633- 2779 or in writing, attention this Department. f Sincerely, , Debra Geisha$l` y Lem ach Engineering Technician Finance Manager Subdivision Engineering Financial Services Cc: Jay Lembach,FinanceManager Chevron Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �� recycled paper hibb—Mboh.- KHR ASSOCIATES CONSULTING ENGINEERS/SURVEYORS/PLANNERS July 22, 2010 Engineering Services Department City of Encinitas 505 South Vulcan Avenue Encinitas, California 92024 SUBJECT: ENGINEER'S FINAL GRADING CERTIFICATION FOR CHEVRON SERVICE STATION NO. 0483-G AT 540 LA COSTA AVENUE, ENCINITAS, CALIFORNIA UNDER GRADING PERMIT NO. 0483-G To The City of Encinitas: The grading of the subject site under City of Encinitas Grading Permit No. 0483-G has been performed in substantial conformance with the approved grading plan or as shown on the attached "As-Built" plans. 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 or appropriate drainage system. All Low Impact Development, Source Control, and Treatment Control Best Management Practices, as shown on the plans and required by the Best Management Practice Manual Part II, were constructed and are operational, together with the required maintenance covenant s). Engineer of Rec �o Q�oFESSioy�` Jam . Kawa ura, RCE 30560 hQ sN.Kaw9 Fy Dated: m M Expiretion:03131/12 J� �IV1� �Q 9l� Of ch`%E Verification by the Engineering Inspector of this fact is done by the Inspector's signature hereon and will not relieve the Engineer of Record or Property Owner of their ultimate responsibility: / Engineering I pector. Dated: 4100 Newport Place Drive, Suite 200 (949) 756-6440 Newport Beach, California 92660 Fax (949) 756-6444 p - 2c� 2-- fA /T)A�T� � KHR ASSOCIATES CONSULTING ENGINEERS/SURVEYORS/PLANNERS July 7, 2010 Engineering Services Department City of Encinitas 505 South Vulcan Avenue Encinitas, California 92024 SUBJECT: FINAL CERTIFICATION FOR GRADING PERMIT NO. 0483-G (CHEVRON SERVICE STATION NO. 9-5664 AT 540 LA COSTA AVENUE), CITY OF ENCINITAS, CALIFORNIA Dear Sirs: In accordance with the City of Encinitas' Grading Ordinance, and as the civil engineer of record, I, James H. Kawamura, hereby certify that, except as noted on the "as-built" plans, the subject project was built and completed in substantial conformance with the approved precise grading plans (City of Encinitas Grading Permit No. 0483-G). Certification includes the line and grade for engineered drainage devices; the location of building, canopy, and trash enclosure; location and inclination of manufactured slopes; earthen berms and positive building pad drainage; and post construction BMPs. 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 11 were constructed and are operational, together with the required maintenance covenant(s). Final inspection has demonstrated that the filter inserts (DrainPac/Triton), vegetative swale and native vegetation conforms with the simplified grading plan and provides infiltration and or runoff treatment system, prior to discharge. This certification does not include approval of the placement and compaction of earthwork, building construction, or landscaping within the purview of others. Verification by the Engineering Inspector of this fact is done by the Inspector's signature hereon and will not relieve the Engineer of Record or Property Owner f their ultimate responsibility: Engineering Ins ector: Dated: 7 In closing, if here a any questions regarding this matter, please call me at (949) 756-6440. Sincerely yours, QROFESS/py KHR Associates ti��o �S�.KAwq�q�F � � c l i Expiration: 31112 M sI. C/V1� James H. Kawamura, P.E. 9rF OF cAOF°�� cc:Chevron Products Company 4100 Newport Place Drive, Suite 200 (949) 756-6440 Newport Beach, California 92660 Fax(949) 756-6444 T r,E OH,GiNAL (-)l i r 15 DOCUMENT RECORDING REQUESTED BY AND, Hr=cc�F�cFU UN c;CTO1 2;07 WHEN RECORDED MAIL TO: ) L) ,'OMENT NOYHER 2667 063742 ' )F?Y I �;; 1T1 711N1 f HEC:�F,I)EFt AN L I�C'l�i;(-)i)N(Y HE( 0 I_)E H FFiC,E l"iME 314 PM ) CITY CLERK ) CITY OF ENCINITAS ) 505 SOUTH VULCAN AVENUE ) ENCINITAS, CA 92024 ) SPACE ABOVE FOR RECORDER'S USE ENCROACHMENT MAINTENANCE AND REMOVAL COVENANT ENCROACHMENT PERMIT NO.QyL -PE A.P.N. 216-030-51. -67, -69 An encroachment permit is hereby granted to the Permittee designated in paragraph one, Attachment "A", as the owner of the Benefited property described in paragraph two, Attachment 'A" to encroach upon City Property described in paragraph three, Attachment "A", as detailed in the diagram, Attachment "B". Attachments "A" and "B" are hereby incorporated herein by this reference as though fully set forth at length. In consideration of the issuance of this encroachment permit, Permittee hereby covenants and agrees, for the benefit of the City, as follows: 1. This covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees, and assigns of the respective parties. 2. Permittee shall use and occupy the City Property only in the manner and for the purpose described in paragraph four, Attachment "A". 3. By accepting the benefits herein, Permittee acknowledges title to the City Property to be in the City and waives all right to contest that title. 4. The term of the encroachment permit is indefinite and may be revoked by the City and abandoned by Permittee at any time. The city shall mail written notice of revocation to Permittee, addressed to the Benefited Property which shall set forth the date upon which the benefits of encroachment permit are to cease. 5, City is entitled to remove all or a portion of the improvements constructed by Permittee in order to repair, replace, or install public improvements. City shall have no obligation to pay for or restore Permittee's improvements. 6. Permittee agrees to hold harmless, defend and indemnify from and against all claims, demands. costs, losses, damages, injuries, litigation, and liability arising out of or related to the use, construction, encroachment or maintenance to be done by the Permittee or Permittee's agents, employees or contractors on City Property. bp6603/02r07'07/gsabine 7. Upon abandonment, revocation, completion, or termination, Permittee shall, at no cost to the city, return City Property to its pre-permit condition within the time specified in the notice of revocation or prior to the date of abandonment. 8. If Permittee fails to restore the City Property, the City shall have the right to enter upon the City Property, after notice to the Permittee, delivered at the Benefited Property, and restore the City Property to its pre-permit condition to include the removal and destruction of any improvements and Permittee agrees to reimburse the city for the costs incurred. Notice may be given by first class mail sent to the last known address of the Permittee, which shall be deemed effective three calendar days after mailing, or by any other reasonable method likely to give actual notice. 9. If either party is required to incur costs to enforce the provisions of this covenant, the prevailing party shall be entitled to full reimbursement for all costs, including reasonable attorney's fees. 10. Permittee shall agree that Permittee's duties and obligations under this covenant are a lien upon the Benefited Property. Upon 30-day notice, and an opportunity to respond, the City may add to the tax bill of the Benefited Property any past due financial obligation owing to city by way of this covenant. 11. Permittee waives the right to assert any claim or action against the City arising out of or resulting from the revocation of this permit or the removal of any improvements or any other action by the City, its officers, agents, or employees taken in a manner in accordance with the terms of the permit. 12. Permittee recognizes and understands that the permit may create a possessory interest subject to property taxation and that the permittee may be subject to the payment of property taxes levied on such interest. 13. As a condition precedent to Permittee's right to go upon the City Property, the agreement must first be signed by the Permittee, notarized, executed by the City and recorded with the County Recorder of the County of San Diego. The recording fee shall be paid by Permittee. 14. Approved and issued by the City of Encinitas, California, this rt day of C, 20 ©7 AGREED AND ACCEPTED PERMITTEE Dated: 6 a 1JO!61aWZe1v7,6_ 44-ssv% sun}' Print Name and Title For Chevron U.S.A. Inc, a corporation (Notarization of PERMITTEE signature is attached) M-AAity of Encinitas Peter Cota- obles, Engineering Director bp6603/02/07/07/gsabine CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of D✓10 Yl 9� On °�� - / before me, T). -�. L-tC �VO'Ii Date Name and Title of Officer(e.g.,"Jane Dod/Notary Public" personally appeared 7�C iA e-I e n te- Name(s)of Signer(s) ( personally known to me ❑ (or proved to me on the basis of satisfactory evidence) to be the personwhose name( subscribed to the within instrument and acknowledged to me that Q S• ��°n he(he hey executed the same in tus er/tbeir authorized �y pi # 1741730 a capacity(ieQ.,and that by his her their-signaturek on the Omnge Counlyy instrument the persons or the entity upon behalf of My Comm es 23, 201 which the persons-4 acted, executed the instrument. 44 WITNESS my nd d official seal. Place Notary Seal Above Signature of Notary Public OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Signer's Name: ❑ Individual ❑ Individual ❑ Corporate Officer — Title(s): ❑Corporate Officer — Title(s): ❑ Partner — ❑ Limited ❑ General _ ❑ Partner — ❑ Limited ❑ General ❑ Attorney in Fact • ❑Attorney in Fact • El Trustee ❑Trustee Top of thumb here Top of thumb here ❑ Guardian or Conservator ❑Guardian or Conservator ❑ Other: ❑Other: Signer Is Representing: Signer Is Representing: ©2006 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402 Item No.5907 Reorder:Call Toll-Free 1-800-876-6827 ATTACHMENT "A" TO COVENANT REGARDING ENCROACHMENT PERMIT NO. -PE PARAGRAPH ONE: Permittee CHEVRON U.S.A., INC., A CORPORATION PARAGRAPH TWO: BENIFITTED PROPERTY PARCEL 1 ALL THAT PORTION OF LOT 1, AVOCADO ACRES NO. 3, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 2063, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, OCTOBER 3, 1927, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWESTERLY CORNER OF SAID LOT 1, MAP NO. 2063, WHICH ALSO LIES ON THE NORTHERLY BOUNDARY OF THE PUBLIC ROAD KNOWN AS LA COSTA; THENCE EASTERLY ALONG THE NORTHERLY BOUNDARY OF SAID LA COSTA SOUTH 89°25'18" EAST 127.20 FEET (RECORD NORTH 89°52' EAST); THENCE LEAVING THE NORTHERLY BOUNDARY OF LA COSTA NORTH 75°32'04" EAST 94.68 FEET ALONG THE BOUNDARY OF LAND CONVEYED BY DEED TO THE STATE OF CALIFORNIA BY DEED RECORDED MARCH 3, 1961, INSTRUMENT NO. 37959, SERIES 2, BOOK 1961 OF OFFICIAL RECORDS; TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID BOUNDARY NORTH 75°32'04" EAST 97.55 FEET; NORTH 07°01'34" EAST 37.76 FEET; AND NORTH 16°12'31" WEST 90.00 FEET; THENCE SOUTH 78°47'29" WEST 100.00 FEET; THENCE SOUTH 10°36'32" EAST 131.07 FEET TO THE TRUE POINT OF BEGINNING. CONTAINING AN AREA OF 13325 SQUARE FEET MORE OR LESS. PARCEL 2 THAT PORTION OF LOT 1 OF AVOCADO ACRES NO. 3, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO THE MAP THEREOF NO. 2063, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, OCTOBER 3, 1927, DESCRIBED AS FOLLOWS: BEGINNING AT THE MOST EASTERLY CORNER OF SAID LOT 1; THENCE ALONG THE NORTHEASTERLY LINE OF SAID LOT, NORTH 34 017'20" WEST 94, 82 FEET NORTH 46°31'50" WEST 245.91 FEET; AND NORTH 50°49'50" WEST 173.84 FEET TO THE SOUTHEASTERLY EXTREMITY OF THE NORTHWESTERLY 12.07 FEET TO THAT COURSE IN SAID NORTHWESTERLY LOT LINE WHICH IS SHOWN ON SAID MAP NO. 2063, AS BEING NORTH 50 049'50" WEST 185.91 FEET; BEING ALSO THE MOST NORTHERLY CORNER OF LAND CONVEYED BY DEED TO WALTER J. HOEHN, ET UX, RECORDED MAY 28, 1953, INSTRUMENT NO. 73307, BOOK 4870, PAGE 451 OF OFFICIAL RECORDS; THENCE SOUTH 00 050'30" EAST ALONG THE WESTERLY LINE OF SAID HOEHN LAND 342.20 FEET TO THE SOUTHERLY LINE OF SAID LOT 1; THENCE NORTH 89°52'00" EAST ALONG SAID SOUTHERLY LINE 300.41 FEET TO THE BEGINNING OF A TANGENT 125.00 FOOT RADIUS CURVE, CONCAVE SOUTHERLY; THENCE EASTERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 29°19'15" A DISTANCE OF 63.67 FEET TO THE POINT OF BEGINNING. PARCEL 2 (Continued) EXCEPTING THEREFROM THAT PORTION LYING SOUTHERLY, EASTERLY AND NORTHEASTERLY OF THE FOLLOWING DESCRIBED LINE: BEGINNING AT A POINT IN THE SOUTH LINE OF SAID LOT 1, SAID POINT BEING DISTANT ALONG SAID LINE SOUTH 89 025'18" EAST 127.20 FEET FROM THE SOUTHWEST CORNER OF SAID LOT 1; THENCE NORTH 75°32'04" EAST 192.23 FEET; THENCE NORTH 07 001'34" EAST 37.76 FEET; THENCE NORTH 16°12'31"WEST 289.21 FEET TO A POINT, SAID POINT IS AT COORDINATES X-1, 678,750.35 FEET AND Y-335,772.93 FEET. ALSO EXCEPTING THEREFROM THAT PORTION DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWESTERLY CORNER OF SAID LOT 1, MAP NO. 2063, WHICH ALSO LIES ON THE NORTHERLY BOUNDARY OF THE PUBLIC ROAD KNOWN AS LA COSTA; THENCE EASTERLY ALONG THE NORTHERLY BOUNDARY OF SAID LA COSTA, SOUTH 89°25'18" EAST (RECORD NORTH 89°52' EAST); THENCE LEAVING THE NORTHERLY BOUNDARY OF LA COSTA. NORTH 75 032'04" EAST 94.68 FEET ALONG THE BOUNDARY OF STATE OF CALIFORNIA FREEWAY BOUNDARY AS SHOWN ON X1-SD-2-A TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID BOUNDARY NORTH 75°32'04" EAST 97.55 FEET; NORTH 07°01'34" EAST 37.76 FEET; AND NORTH 16°12'31" WEST 90.00 FEET; THENCE SOUTH 78°47'29" WEST 100.00 FEET; THENCE SOUTH 10°36'32" EAST 131.07 FEET TO THE TRUE POINT OF BEGINNING. PARCEL 3 ALL THAT PORTION OF LOT 1, AVOCADO ACRES NO. 3, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 2063, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, OCTOBER 3, 1927, DESCRIBED AS FOLLOWS: COMMENCING AT THE MOST NORTHERLY CORNER OF SAID LOT 1; THENCE SOUTH 43°25'30" EAST ALONG THE NORTHEASTERLY LINE OF SAID LOT, A DISTANCE OF 159.50 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 00°50'30" EAST PARALLEL WITH THE WEST LINE OF SAID LOT, A DISTANCE OF 186.66 FEET; THENCE NORTH 89°52'00" EAST 6.02 FEET; THENCE SOUTH 00°50'30" EAST PARALLEL WITH SAID WEST LINE OF SAID LOT 1 A DISTANCE OF 225.23 FEET TO THE SOUTH LINE OF SAID LOT; THENCE NORTH 89°52' EAST ALONG SAID SOUTH LINE 60.98 FEET TO THE SOUTHWEST CORNER OF LAND CONVEYED TO WALTER J. HOEHN AND WIFE BY DEED DATED MAY 14, 1953 AND RECORDED IN BOOK 487, PAGE 451 OF OFFICIAL RECORDS; THENCE NORTH 00°50'30" WEST ALONG THE WEST LINE OF SAID LAND 342.20 FEET TO THE NORTHEASTERLY LINE OF SAID LOT 1; THENCE ALONG SAID NORTHEASTERLY LINE NORTH 50°49'50" WEST 12.07 FEET AND NORTH 43°25'30" WEST 82.20 FEET TO THE TRUE POINT OF BEGINNING. EXCEPTING THEREFROM THAT PORTION LYING SOUTHERLY OF THE FOLLOWING DESCRIBED LINE: PARCEL 3 (Continued) BEGINNING AT THE SOUTHWESTERLY CORNER OF SAID LOT 1, MAP NO. 2063, WHICH ALSO LIES ON THE NORTHERLY BOUNDARY OF THE PUBLIC ROAD KNOWN AS LA COSTA; THENCE EASTERLY ALONG THE NORTHERLY BOUNDARY OF SAID LA COSTA, SOUTH 89 025'18" EAST 127.20 FEET (RECORD NORTH 89°52' EAST) TO THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED LINE; THENCE LEAVING THE NORTHERLY BOUNDARY OF LA COSTA. NORTH 75°32'04" EAST 192.43 FEET ALONG THE BOUNDARY OF LAND CONVEYED BY DEED TO THE STATE OF CALIFORNIA BY DEED RECORDED MARCH 3, 1961, INSTRUMENT NO. 37959, SERIES 2, BOOK 1961 OF OFFICIAL RECORDS TO THE END OF THE HEREIN DESCRIBED LINE. EXCEPTING THEREFROM PARCELS 2 AND 3: ALL THAT PORTION OF LOT 1 OF AVOCADO ACRES NO. 3 IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 2063, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, ON OCTOBER 3, 1927, DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHWEST CORNER OF SAID LOT 1, MAP 2063, SAID CORNER ALSO LIES ON THE NORTHERLY BOUNDARY OF THE PUBLIC ROAD KNOWN AS LA COSTA AVENUE PER ROAD SURVEY 346 AND ROAD SURVEY 1796; THENCE EASTERLY ALONG THE NORTHERLY BOUNDARY OF SAID LA COSTA AVENUE, SOUTH 89°23'15" EAST (RECORD SOUTH 89°52' EAST PER SAID MAP 2063) (FOR THE PURPOSES OF THIS DESCRIPTION, BEARINGS ARE IN TERMS OF THE CALIFORNIA STATE PLANE COORDINATE SYSTEM, NAD27, ZONE VI) 111.31 FEET TO THE POINT OF BEGINNING, SAID POINT ALSO BEING THE SOUTHWEST CORNER OF A PARCEL OF LAND DESCRIBED AS PARCEL 3 CONVEYED TO THE CHEVRON U.S.A. INC., A CORPORATION, BY DEED FILED ON DECEMBER 12, 1984, AS FILE NO. 84-462951 OF OFFICIAL RECORDS; THENCE CONTINUING ALONG SAID NORTHERLY BOUNDARY OF SAID LA COSTA AVENUE, SOUTH 89°23'15" EAST 15.29 FEET TO THE BOUNDARY OF LAND CONVEYED TO THE STATE OF CALIFORNIA BY DEED RECORDED OCTOBER 31, 1960 AS FILE NO. 215375 OF OFFICIAL RECORDS; THENCE ALONG SAID BOUNDARY NORTH 45°17'19" EAST 0.85 FEET TO AN ANGLE POINT IN SAID BOUNDARY; THENCE NORTH 75°32'04" EAST 62.53 FEET; THENCE LEAVING SAID BOUNDARY, SOUTH 83°40'22" WEST 76.96 FEET TO THE WESTERLY BOUNDARY OF SAID PARCEL OF LAND DESCRIBED AS PARCEL 3 CONVEYED TO CHEVRON U.S.A. INC; THENCE SOUTH 00°20'38" EAST 7.57 FEET ALONG SAID WESTERLY BOUNDARY TO THE POINT OF BEGINNING. �O 4ANO SCi E.E'409�F WILLIAM F-5-ADSt% L.S.6154 0 �y * No.6164 Exp:3,31-08 r PC PARAGRAPH THREE City Property Portion of Northerly Right-of-Way North of La Costa Avenue West of Interstate 5 Freeway PARAGRAPHFOUR Purpose For landscape and irrigation purposes. ATTACHMENT 'B' ' I 9 R9 Plat of landscape and irrigation areas otiP�3-P� I � I � I I rdr' I I 1 N50'12'58"W 13.78' 1 No (N50'49'50"W 12.07') I (D LO I w w S �\ I °� I o �`��5�. \\\\ D o - 11 2� �QM Os0�0 III J 140.8154 AVOCADO ACRES NC7. �� 0�- F CA1.1 I `a,, 0 C I .. N W in I o o 04 LO Q 11-- I z NN c0 \ \ J !^ I NN O \ \1 04(14 O I w w j I ��000� CEL 1 •n o moo-J W ° C^ I D O O — w 11 O cr Z W 1� y 0 Q Q N o (a`o o f 9P` M Z O O 01 Sal (� I 9-52-E) 58"W N 1 z I fl 4 8� g1,4's� __ I 7 s— - ---- --------- 1 1 1.83' - --- 242.43 0 m .29;) N89'26'44"W 345.98' LA COSTA AVENUE _ ------------------ - --- J------------ T—j�— —��---- L] EEADSON & ASSOCIATES, INC. Plat of landscape and irrigation area Surveying & Mapping Consultants CAUFORNIA LICENSED IN: SCALE: NOT TO SCALE DATED: 03/09/2007 14125 TELEPHONE AVE., STE. 1 ARIZONA CHINO, CA. 91710 CALIFORNIA M909 364-1681 BY: KM JOB NO.: 0690000 9� 364-1781 FAX NEVADA CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California ss. County of -ll.b�- On before me Date Name and Title of Officer(e.g.,'Jane oe,Notary Public") personally appeared Name(s) igner(s) ' personally known to me ❑ proved to me on the basis of satisfactory evidence DEANA PRENVU to be the person(s) whose name(s) is/are MV^^ u 1550047 z subscribed to the within instrument and Not3fy ; ,Hilt California o acknowledged to me that he/she/they executed Z ' San Diego County the same in his/her/their authorized t Comm.Ex Ites Feb.5,2009 capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entit upon behalf of which the person(s) acte exec ted the instr t. W N y hand d seal. signature of Notary Public OPTIONAL Though the information below is not required bylaw,it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: 9 r3� U-,u Dw.'rj —LO-4 —(P9 Document Date: Number of Pages: Signer(s)Other Than Named Above: Capacity(ies) Claimed by Signer Signer's Name: • Individual Top.of thumb here • Corporate Officer—Title(s): ❑ Partner—❑Limited ❑General ❑ Attorney-in-Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: 0 1999 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402•www.nationalnotary.org Prod.No.5907 Reorder:Call Toll-Free 1-800-876-6627 K I N A L F I HIS (XI U M E N I NA I-1 I',ON OC F 01 Recording Requested By: J ;,MIT! CCl N FY I iECORL4r.�� AN Lflf_(�O City Engineer I HE(:GH,!.)E:H- TIVE 3 14 FM When Recorded Mail to: City Clerk City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 SPACE ABOVE FOR RECORDER'S USE ONLY PRIVATE STORM WATER TREATMENT MAINTENANCE AGREEMENT Assessor's Parcel No. 216-030-51, -67, -69 Project No. 01-292 W.O.No.: 0483-G THIS AGREEMENT for the periodic maintenance and repair of that certain private storm water treatment facilities, the legal description and/or plat of which is set forth in Exhibits attached hereto and made a part hereof, is entered into by CHEVRON U.S.A. INC., A CORPORATION (hereinafter referred to as "Developer") for the benefit of future owners who will use the private storm water treatment facilities (hereinafter referred to as " Owner(s)", which shall include the Developer to the extent the Developer retains any ownership interest in any land covered by this agreement. WHEREAS, this Agreement is required as a condition of approval by the City of Encinitas (herein referred to as "City") of a development project and pursuant to City of Encinitas Municipal Code Section 24.16.060 and Section 24.29.040; and WHEREAS, Developer is the owner of certain real property as described in Exhibit "A" that will use and enjoy the benefit of said storm water treatment facilities(s), said real property hereinafter referred to as the "property"; and WHEREAS, Property use and enjoy the benefit of certain facilities for storm water treatment and pollution control, said facilities described in Exhibit "B" attached hereto and made a part hereof, and WHEREAS, it is the desire of the Developer that said private storm water treatment system be maintained in a safe and usable condition by the owners; and WHEREAS, it is the desire of the Developer to establish a method for the periodic maintenance and repair of said private storm water treatment facilities and for the apportionment of the expense of such maintenance and repair among existing and future owners; and WHEREAS, there exists a benefit to the public the private storm water facilities be adequately maintained on a regular and periodic basis in compliance with the City of Encinitas Municipal Code and other related City policies and requirements; and WHEREAS, it is the intention of the Developer that this Agreement constitute a covenant running with the land, binding upon each successive owner of all or any portion of the property. NOW THEREFORE, IT IS HEREBY AGREED FOR VALUABLE CONSIDERATION AS FOLLOWS: 1. The property is benefited by this Agreement, and present and successive owners of all or any portion of the property are expressly bound hereby for the benefit of the land. 2. The private storm water facilities shall be constructed by the Owner, its successors and assigns, in accordance with the plans and specifications identified in the Plan. 3. The cost and expense of maintaining the private storm water treatment facilities shall be paid by the owner of the heirs, assigns and successors in interest or each such owner. 4. In the event any of the herein described parcels of land are subdivided further, the owners, heirs, assigns and successors in interest of each such newly created parcel shall be liable under this Agreement for their then pro rata share of expenses and such pro rata shares of expenses shall be computed to reflect such newly created parcels. 5. The repairs and maintenance to be performed under this Agreement shall be limited to the following: reasonable improvements and maintenance work to adequately maintain said private storm water treatment facilities in proper working order as determined by applicable City policies and requirements and to permit access to said facilities. Repairs and maintenance under this Agreement shall include, but are not limited to, repairing access roadbeds, repairing and maintaining drainage structures, removing debris, perpetually maintaining adequate groundcover and/or other erosion control measures within the private property in order to prevent sedimentation, and other work reasonably necessary and proper to repair and preserve the private storm water treatment facilities for their intended purposes and to prevent sedimentation in storm water runoff. The private storm water facilities shall be maintained regularly as necessary to keep the facilities in proper working order, with a minimum maintenance frequency of twice annually. In the event a maintenance schedule for the Storm Water BMP facilities (including sediment removal) is outlined on the approved plans, the schedule will be followed. 6. If there is a covenant, agreement, or other obligation for the construction of improvements imposed as a condition of the development, the obligation to repair and maintain the private storm water treatment facilities as herein set forth shall commence when improvements have been completed and approved by the City. 2 7. Any extraordinary repair required to correct damage to said storm water treatment facilities that results from action taken or contracted for by the owners or their successors in interest shall be paid for by the party taking action or party contracting for work which caused the necessity for the extraordinary repair. The repair shall be such as to restore the storm water treatment facilities to the condition existing prior to said damage. 8. Any liability of the owners for personal injury to an agent hereunder, or to any worker employed to make repairs or provide maintenance under this Agreement, or to third persons, as well as any liability of the owners for damage to the property of agent, or any such worker, or of any third persons, as a result of or arising out of repairs and maintenance under this Agreement, shall be borne, by the owners as they bear the costs and expenses of such repairs and maintenance. Owners shall be responsible for and maintain their own insurance, if any. By this Agreement, the Developer does not intend to provide for the sharing of liability with respect to personal injury or property damage other than that attributable to the repairs and maintenance undertaken under this Agreement. 9. Owners shall jointly and severally defend and indemnify and hold harmless City, City's engineer and its consultants and each of its officials, directors, officers, agents and employees from and against all liability, claims, damages, losses, expenses, personal injury and other costs, including costs of defense and attorney's fees, to the agent hereunder or to any owner, any contractor, any subcontractor, any user of the storm water treatment facilities, or to any other third persons arising out of or in any way related to the use of, repair or maintenance of, or the failure to repair or maintain the private storm water treatment facilities. 10. Nothing in the Agreement, the specifications or other contract documents or City's approval of the plans and specifications or inspection of the work is intended to include a review, inspection acknowledgement of a responsibility for any such matter, and City, City's engineer and its consultants, and each of its officials, directors, officers, employees and agents, shall have no responsibility or liability therefore. 11. The Owner, its successors and assigns, shall inspect the stormwater management/BMP facility and submit to the City an inspection report annually. The purpose of the inspection is to assure safe and proper functioning of the facilities. The inspection shall cover the entire facilities, berms, outlet structure, pond areas, access roads, etc. Deficiencies shall be noted in the inspection report. 11. Chapter 11.12 of the Encinitas Municipal Code outlines in detail the nuisance abatement process and the City's authority to require correction of any property maintenance violation that is deemed a public health or safety hazard or threat. The City is authorized to collect sums as appropriate for recovery of the costs for abatement of any property maintenance violation should the property owner fail to voluntarily comply. 3 12. The Owner, its successors and assigns, hereby grant permission to the City, its authorized agents and employees, to enter upon the Property and to inspect the stormwater management/BMP facilities upon reasonable notice whenever the City deems necessary. The purpose of inspection is to follow-up on reported deficiencies and/or to respond to citizen complaints. The City shall provide the Owner, its successors and assigns, copies of the inspection findings and a directive to commence with the repairs if necessary. 13. In the event the Owner, its successors and assigns, fails to maintain the stormwater management/BMP facilities in good working condition acceptable to the City, the City, its agents, or its contractors, may enter upon the Property and take the steps necessary to correct deficiencies identified in the inspection report and to charge the costs of such repairs to the Owner, its successors and assigns. In the event the CITY pursuant to this Agreement, performs work of any nature, or expends any funds in performance of said work for labor, use of equipment, supplies, materials, and the like, the Owner, its successors and assigns, shall reimburse the City upon demand, within thirty(30) days of receipt thereof for all actual costs incurred by the CITY hereunder. If said funds are not paid in a timely manner, City reserves the right to file an assessment lien on the real property with the County Recorder of County of San Diego. It is expressly understood and agreed that the City is under no obligation to maintain or repair said facilities, and in no event shall this Agreement be construed to impose any such obligation on the City. 14. This Agreement imposes no liability of any kind whatsoever on the CITY and the Owner agrees to hold the CITY harmless from any liability in the event the stormwater management/BMP facilities fail to operate properly. 15. It is the purpose of the signatories hereto that this instrument be recorded to the end and intent that the obligation hereby created shall be and constitute a covenant running with the land and any subsequent purchaser of all or any portion thereof, by acceptance of delivery of a deed and/or conveyance regardless of form, shall be deemed to have consented to and become bound by these presents, including without limitation, the right of any person entitled to enforce the terms of this Agreement to institute legal action as provided in Paragraph 9 hereof, such remedy to be cumulative and in addition to other remedies provided in this Agreement and to all other remedies at law or in equity. 16. The terms of this Agreement may be amended in writing upon majority approval of the owners and consent of the City. 17. This Agreement shall be governed by the laws of the State of California. In the event that any of the provisions of this Agreement are held to be unenforceable or invalid by any court of competent jurisdiction, the validity, and enforceability of the remaining provisions shall not be affected thereby. 18. If the Property constitutes a "Common Interest Development" as defined in California Civil Code Section 1351(c) which will include membership in or ownership of an "Association" as defined in California Civil Code Section 1351(a), anything in this 4 Agreement to the contrary notwithstanding, the following provisions shall apply at and during such time as (i) the Property is encumbered by a "Declaration" (as defined in California Civil Code Section 1351(h), and (ii) the Common Area of the property (including the private storm water treatment facilities) is managed and controlled by an Association: (a) The Association, through its Board of Directors, shall repair and maintain the private storm water treatment facilities and shall be deemed the "agent" as referred to in Paragraph 7 above. The Association, which shall not be replaced except by amendment to the Declaration, shall receive no compensation for performing such duties. The costs of such maintenance and repair shall be assessed against each owner and his subdivision interest in the Property pursuant to the Declaration. The assessments shall be deposited in the Association's corporate account. (b) The provisions in the Declaration which provide for assessment liens in favor of the Association and enforcement thereof shall supersede Paragraph 8 of the Agreement in its entirety. No individual owners shall have the right to alter, maintain or repair any of the Common Area.(as defined in California Civil Code Section 1351(b) in the Property except as may be allowed by the Declaration. (c) This Agreement shall not be interpreted in any manner, which reduces or limits the Association's rights and duties pursuant to its Bylaws and Declaration. 19_ It is understood and agreed that the covenants herein contained shall be binding on the heirs,executors, administrators, successors, and assignees of each of the owners. 19. The foregoing covenants shall run with the land and shall be deemed to be for the benefit of the land of the owners and each and every person who shall at anytime own all or any portion of the property referred to herein. IN WITNESS WHEREOF,the p ies havp executed this Agreement This _]/D day of , 2007. Developer: Signtaure M&�-71�nls , SSis, %If Print Name and Title For Chevron U.S.A.Inc, a Corporation Signature of DEVELOPER must be notarized. Attach the appropriate acknowledgement. 5 CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of rtq h On 9 ' /� -D 7 before me, Me e h l COC C I , / oD rV 844,C� Date --�- Name and Title of Officer r((}e.g.," �eDoe,Notary Pub ") personally appeared �� Ai V E 1 o h e- ' ' l C hi f is Name(s)of Signer(s) personally known to me ❑ (or proved to me on the basis of satisfactory evidence) to be the person%lwhose nameN01 afe subscribed to the within instrument and acknowledged to me that D.S.KNICUCCI 4e/e"hey executed the same in hhjjgMheir authorized Comn*sIon#t 1741730 capacity�s),,and that by hi�the"ignatureN on the dory PUtMe—Comomlo instrument the perso� or the entity upon behalf of Oriorw Comm• �X23, 201 which the person(smacted, executed the instrument. WITNESS Uand and official seal. Place Notary Seal Above Signature of Notary Public OPTIONAL Though the information below is not required by law,it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Signer's Name: ❑ Individual ❑ Individual ❑ Corporate Officer — Title(s): ❑Corporate Officer — Title(s): ❑ Partner — ❑ Limited ❑ General ❑ Partner — ❑ Limited ❑ General _ ❑ Attorney in Fact ' ❑Attorney in Fact '. El Trustee ❑Trustee Top of thumb here Top of thumb here ❑ Guardian or Conservator ❑Guardian or Conservator ❑ Other: ❑Other: Signer Is Representing: Signer Is Representing: ©2006 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402 Item No.5907 Reorder:Call Toll-Free 1-800-876-6827 Exhibit "A" Legal Description of Real Property APN 216-030-51, -67, -69 PARCEL 1 ALL THAT PORTION OF LOT 1, AVOCADO ACRES NO. 3, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 2063, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, OCTOBER 3, 1927, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWESTERLY CORNER OF SAID LOT 1, MAP NO. 2063, WHICH ALSO LIES ON THE NORTHERLY BOUNDARY OF THE PUBLIC ROAD KNOWN AS LA COSTA; THENCE EASTERLY ALONG THE NORTHERLY BOUNDARY OF SAID LA COSTA SOUTH 89°25'18" EAST 127.20 FEET (RECORD NORTH 89°52' EAST); THENCE LEAVING THE NORTHERLY BOUNDARY OF LA COSTA NORTH 75°32'04" EAST 94.68 FEET ALONG THE BOUNDARY OF LAND CONVEYED BY DEED TO THE STATE OF CALIFORNIA BY DEED RECORDED MARCH 3, 1961, INSTRUMENT NO. 37959, SERIES 2, BOOK 1961 OF OFFICIAL RECORDS; TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID BOUNDARY NORTH 75°32'04" EAST 97.55 FEET; NORTH 07°01'34" EAST 37.76 FEET; AND NORTH 16°12'31" WEST 90.00 FEET; THENCE SOUTH 78°47'29" WEST 100.00 FEET; THENCE SOUTH 10°36'32" EAST 131.07 FEET TO THE TRUE POINT OF BEGINNING. CONTAINING AN AREA OF 13325 SQUARE FEET MORE OR LESS. PARCEL 2 THAT PORTION OF LOT 1 OF AVOCADO ACRES NO. 3, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO THE MAP THEREOF NO. 2063, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, OCTOBER 3, 1927, DESCRIBED AS FOLLOWS: BEGINNING AT THE MOST EASTERLY CORNER OF SAID LOT 1; THENCE ALONG THE NORTHEASTERLY LINE OF SAID LOT, NORTH 34°17'20" WEST 94, 82 FEET NORTH 46°31'50" WEST 245.91 FEET; AND NORTH 50°49'50" WEST 173.84 FEET TO THE SOUTHEASTERLY EXTREMITY OF THE NORTHWESTERLY 12.07 FEET TO THAT COURSE IN SAID NORTHWESTERLY LOT LINE WHICH IS SHOWN ON SAID MAP NO. 2063, AS BEING NORTH 50°49'50" WEST 185.91 FEET; BEING ALSO THE MOST NORTHERLY CORNER OF LAND CONVEYED BY DEED TO WALTER J. HOEHN, ET UX, RECORDED MAY 28, 1953, INSTRUMENT NO. 73307, BOOK 4870, PAGE 451 OF OFFICIAL RECORDS; THENCE SOUTH 00 050'30" EAST ALONG THE WESTERLY LINE OF SAID HOEHN LAND 342.20 FEET TO THE SOUTHERLY LINE OF SAID LOT 1; THENCE NORTH 89°52'00" EAST ALONG SAID SOUTHERLY LINE 300.41 FEET TO THE BEGINNING OF A TANGENT 125.00 FOOT RADIUS CURVE, CONCAVE SOUTHERLY; THENCE EASTERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 29°19'15" A DISTANCE OF 63.67 FEET TO THE POINT OF BEGINNING. EXCEPTING THEREFROM THAT PORTION LYING SOUTHERLY, EASTERLY AND NORTHEASTERLY OF THE FOLLOWING DESCRIBED LINE: rAHt$,T A ( PraGE z) PARCEL 2 (Continued) BEGINNING AT A POINT IN THE SOUTH LINE OF SAID LOT 1, SAID POINT BEING DISTANT ALONG SAID LINE SOUTH 89°25'18" EAST 127.20 FEET FROM THE SOUTHWEST CORNER OF SAID LOT 1; THENCE NORTH 75°32'04" EAST 192.23 FEET; THENCE NORTH 07°01'34" EAST 37.76 FEET; THENCE NORTH 16°12'31"WEST 289.21 FEET TO A POINT, SAID POINT IS AT COORDINATES X-1, 678,750.35 FEET AND Y-335,772.93 FEET. ALSO EXCEPTING THEREFROM THAT PORTION DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWESTERLY CORNER OF SAID LOT 1, MAP NO. 2063, WHICH ALSO LIES ON THE NORTHERLY BOUNDARY OF THE PUBLIC ROAD KNOWN AS LA COSTA; THENCE EASTERLY ALONG THE NORTHERLY BOUNDARY OF SAID LA COSTA, SOUTH 89°25'18" EAST (RECORD NORTH 89°52' EAST); THENCE LEAVING THE NORTHERLY BOUNDARY OF LA COSTA. NORTH 75°32'04" EAST 94.68 FEET ALONG THE BOUNDARY OF STATE OF CALIFORNIA FREEWAY BOUNDARY AS SHOWN ON X1-SD-2-A TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID BOUNDARY NORTH 75°32'04" EAST 97.55 FEET; NORTH 07°01'34" EAST 37.76 FEET; AND NORTH 16°12'31" WEST 90.00 FEET; THENCE SOUTH 78°47'29" WEST 100.00 FEET; THENCE SOUTH 10°36'32" EAST 131.07 FEET TO THE TRUE POINT OF BEGINNING. PARCEL 3 ALL THAT PORTION OF LOT 1, AVOCADO ACRES NO. 3, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 2063, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, OCTOBER 3, 1927, DESCRIBED AS FOLLOWS: COMMENCING AT THE MOST NORTHERLY CORNER OF SAID LOT 1; THENCE SOUTH 43°25'30" EAST ALONG THE NORTHEASTERLY LINE OF SAID LOT, A DISTANCE OF 159.50 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 00°50'30" EAST PARALLEL WITH THE WEST LINE OF SAID LOT, A DISTANCE OF 186.66 FEET; THENCE NORTH 89 052'00" EAST 6.02 FEET; THENCE SOUTH 00°50'30" EAST PARALLEL WITH SAID WEST LINE OF SAID LOT 1 A DISTANCE OF 225.23 FEET TO THE SOUTH LINE OF SAID LOT; THENCE NORTH 89 052' EAST ALONG SAID SOUTH LINE 60.98 FEET TO THE SOUTHWEST CORNER OF LAND CONVEYED TO WALTER J. HOEHN AND WIFE BY DEED DATED MAY 14, 1953 AND RECORDED IN BOOK 487, PAGE 451 OF OFFICIAL RECORDS; THENCE NORTH 00 050'30" WEST ALONG THE WEST LINE OF SAID LAND 342.20 FEET TO THE NORTHEASTERLY LINE OF SAID LOT 1; THENCE ALONG SAID NORTHEASTERLY LINE NORTH 50°49'50" WEST 12.07 FEET AND NORTH 43°25'30" WEST 82.20 FEET TO THE TRUE POINT OF BEGINNING. EXCEPTING THEREFROM THAT PORTION LYING SOUTHERLY OF THE FOLLOWING DESCRIBED LINE: BEGINNING AT THE SOUTHWESTERLY CORNER OF SAID LOT 1, MAP NO. 2063, WHICH ALSO LIES ON THE NORTHERLY BOUNDARY OF THE PUBLIC ROAD KNOWN AS LA COSTA; THENCE EASTERLY ALONG THE NORTHERLY BOUNDARY OF SAID LA COSTA, SOUTH 89°25'18" EAST 127.20 FEET (RECORD NORTH 89°52' EAST) TO THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED LINE; THENCE LEAVING THE NORTHERLY BOUNDARY OF LA COSTA. NORTH 75°32'04" EAST 192.43 FEET ALONG THE BOUNDARY OF LAND CONVEYED BY DEED TO THE STATE OF CALIFORNIA BY DEED RECORDED ExH%81T A C PA.c,E 3 MARCH 3, 1961, INSTRUMENT NO. 37959, SERIES 2, BOOK 1961 OF OFFICIAL RECORDS TO THE END OF THE HEREIN DESCRIBED LINE. PARCEL 3 (Continued) EXCEPTING THEREFROM PARCELS 2 AND 3: ALL THAT PORTION OF LOT 1 OF AVOCADO ACRES NO. 3 IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 2063, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, ON OCTOBER 3, 1927, DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHWEST CORNER OF SAID LOT 1, MAP 2063, SAID CORNER ALSO LIES ON THE NORTHERLY BOUNDARY OF THE PUBLIC ROAD KNOWN AS LA COSTA AVENUE PER ROAD SURVEY 346 AND ROAD SURVEY 1796; THENCE EASTERLY ALONG THE NORTHERLY BOUNDARY OF SAID LA COSTA AVENUE, SOUTH 89°23'15" EAST (RECORD SOUTH 89°52' EAST PER SAID MAP 2063) (FOR THE PURPOSES OF THIS DESCRIPTION, BEARINGS ARE IN TERMS OF THE CALIFORNIA STATE PLANE COORDINATE SYSTEM, NAD27, ZONE VI) 111.31 FEET TO THE POINT OF BEGINNING, SAID POINT ALSO BEING THE SOUTHWEST CORNER OF A PARCEL OF LAND DESCRIBED AS PARCEL 3 CONVEYED TO THE CHEVRON U.S.A. INC., A CORPORATION, BY DEED FILED ON DECEMBER 12, 1984, AS FILE NO. 84-462951 OF OFFICIAL RECORDS; THENCE CONTINUING ALONG SAID NORTHERLY BOUNDARY OF SAID LA COSTA AVENUE, SOUTH 89°23'15" EAST 15 29 FEET TO THE BOUNDARY OF LAND CONVEYED TO THE STATE OF CALIFORNIA BY DEED RECORDED OCTOBER 31, 1960 AS FILE NO. 215375 OF OFFICIAL RECORDS; THENCE ALONG SAID BOUNDARY NORTH 45°17'19" EAST 0.85 FEET TO AN ANGLE POINT IN SAID BOUNDARY; THENCE NORTH 75°32'04" EAST 62.53 FEET; THENCE LEAVING SAID BOUNDARY, SOUTH 83°40'22" WEST 76.96 FEET TO THE WESTERLY BOUNDARY OF SAID PARCEL OF LAND DESCRIBED AS PARCEL 3 CONVEYED TO CHEVRON U.S.A. INC; THENCE SOUTH 00°20'38" EAST 7.57 FEET ALONG SAID WESTERLY BOUNDARY TO THE POINT OF BEGINNING. ND E. WILLIAM AD N L.S.6154 No.6164 E;8.31-08 OF CA�-�F �s EXHIBIT 'B' ,SSA?s� Plat of Storm Water Pollution Control Facilities �9so�s�• APN 216-030-51, —67, —69 I � I � I � oJ6" 01 CATCH BASIN HYDROCARBON N50'12'58"W 13.78' W FILTER I ) I W o (N50'49'50"W 12.07') TYPICAL I (6 Lri BMP SWALE & OIMPERVIOUS ROOF SPILLWAY I OVER TRASH ENCLOSURE o� S�o.� �� FOR BMP � F \`\\ OCANOPY OVER FUELING o° AREA FOR BMP °° �� vN � II I ICI I NO P �2• gQr�p'N,E.Eq�S' N I AVOCADO ACRES NO. �� • �v2 v O Lo Et 3.31.08 Q. L0 I °° \ (9,9 OF °° I a ao Z I iv in I b)bb) r. 00 00 ro U0 A I Z Z N C 1 2 O \\\\ j N N ! -- °' \ \ I DRAINS TO WASTEWATER =_ CD I 1 TANK FOR BMP w w �`_-J kt 1 I UA 1 M.:t _ o CEL ,-- I °o°° n N 3 . j1 w � TA I �N °° M -° I �� I I z p O ° o M� '52'E) N I 8 5'18"W z° I 7 111.83' - ,- 242.4 ---------- - 3 (1 N89'26'44"W 345.98' - LA COSTA AVENUE _ En EADSON de ASSOCIATES, INC. Plat of Storm Water Pollution Control Facilities Surveying & Mapping Consultants CALIFORNIA LICENSED IN: SCALE: 1° - 60 DATED: 03/09/2007 14125 TELEPHONE AVE., STE. 1 ARIZONA CHINO, CA. 91710 CALIFORNIA M909 364-1681 NEVADA BY. KM JOB NO.: 0690000 9� 364-1781 FAX CxH�Brr t3 cPAC,E z) DRAINPACTm FACTS United Storm Water's DrainPac"A Storm Drain Filter Insert (Patent #6,086,158) is a patented.treatment control BMP product that captures and treats urban runoff before it enters the storm drain system. This #1 rated BMP is capable of retaining 97% of total suspended solids, and effectively captures litter,debris, heavy metals and petroleum hydrocarbons to non-detect in the effluent(see DrainPac! Specifications). DrainPacsTm are custom made at United's fabrication facility to accommodate any drain size or configuration in a manner that will not interfere with lateral line storm water flow. United offers a complete service package from fabrication and installation to inspections, cleaning,and reporting that helps customers to comply with Clean Water Act and associated storm water regulations. APPLICATIONS: ■ Streets • Maintenance&Fueling Facilities ■ Construction Sites ■ Manufacturing&Industrial Facilities • Electric Generating Facilities • Hazardous.TSD Facilities • Commercial Parking Lots • Auto Service Stations • Car Wash Facilities • Mass Transportation Facilities • Golf Courses&Recreation Areas • New Developments BENEFIT'S: • Cost effective • Reduce pollutants to EPA's maximum extent practicable • Reduce need to clean lateral drain lines u waste transportation u disposal cost IN Reduce need to clean pump plants or replace pumps damaged by sediments and debris ■ Retained sediments are ready for disposal MAINTENANCE: • Can be cleaned by hand or using vacuum. • DrainPacsTm should be inspected and cleaned as required on a quarterly basis during the dry season(June-September)and on a monthly basis during the wet season (October-May). • Per Standard Urban Storm Water Mitigation Plans(SUSMP)maintenance agreements shall at a minimum require the inspection and servicing of all structural BMPs on an annual basis • t,iner material requires periodic replacement based on runoff volume and characteristics 4osr Af7gc1c--,WvVJ7 Eds�F Wa&rcam , g-o 6 7 6 l=xN 15 g' PACai_ 3� DRAINPACIN SPECIF!��ONSI United Storm Waters DrainPacs1" are custom designed and are fabricated from high quality materials to meet individual customer requirements. These multi-layer filtration devises are installed in a manner that does not interfere with lateral line water Row. Two commonly used DrainPacx" configurations treat urban runoff that enters drop inlets and curb inlets. Regardless of the DrainPac-11" configuration that is designed and fabricated for your facility,all of United's storm drain filter inserts are made from the same materials as specified below. Filter Liner Liner Support Basket Frame Assembly Attachment Assembly(Curb Inlet) • Non-woven polypropylene ■ High density polymer ■ 3116*stainless steel ■ 3116"staintess steel • PVC mesh with overflow by-pass ■ Rated at T W lb/ft ■ 2'lip ■ 45°angle brackets • Rated at.60 CF51sq.R. ■ PVC molding ■ 318°anchor bolts DROP INLET DRAINPACTm Designed for drop inlet type storm drains, Installedlself supported on the lip of the catch basin underneath the trafic grate. Street Level Support Basket Filter Liner .r—• Drain Line CURB INLET DRAINPACTm Designed for catch basins.Mounted on the forward inner wall of curb inlets beneath the curb opening. Curb Opening Street Level ,t Angle Bracket Filter Liner —Drain Line Cct Arygele�g H.717 OVE ?,) /-S@ OZ?A4 ruurru unrt5:67t,2 17 utatercom k-,CS r--F, The effectiveness of the DrainPacT"" in eliminating total suspended solids, heavy metals, petroleum hydrocarbons, and other contaminants from storm water runoff'has been validated by the University of Califomia Los Angeles (UCLA) Civil Engineering and Environmental Department for Storm Water Management. UCLA first tested the DrainPacTm against all available storm drain filter inserts in 1998_After a year and a half of field and laboratory testing, the DrainPacT"A was selected and recommended for installation as the best available storm drain filter insert for the Santa Monica Bay Consortium.Over time,design improvements have been made to the DrainPac""and it was retested in 2005 to provide the following analytical results: UCLA TEST SYSTEM SCHEMATIC Air Injection Point I i 3"Tap Water line Stilling Control Chamber 24°Wide Valve Flume 1't.5 Metering Pump Doppler Effect Flow Meter Contaminant I Reservoir I i I i i DrainPac'" Effluent Storm Drain Filter Insert Influent i Sample Point Sample Point ANALYTICAL(RESULTS Removal Efficiency 98% Flow Rate 60 CFS1sq.ft. Tensile Strength 95# Elongation 50% Mullen Burst 200 psi Puncture 55# Permeability .25 cm/sec The results listed are based on the testing of a Ora inPae w containing 35 oz non-woven polypropylene filter cloth_ DrainPacsTh'are also available using 6 oz,8 oz,and 12 oz fitter cloth per customer specircations. Las Anq.-_IES %'.l Sari L7i f o ,] /- T Q wwaz untted��mcua tercom �XFtlb{T � CPAL�E $� Maintenance of DrainPac Storm Drain Filter Inserts United Storm Water, Inc., provides a complete full service storm water management company. United fabricates and installs DrainPac storm drain filter inserts. United also inspects, maintains, properly transports and disposes the material collected from the DrainPac. All inspections and cleanings are documented in the annual report to the customer. United provides all safety equipment, material, and training required for the inspection and removal of storm water sediment and debris from the DrainPac liners. • Inspection during the cleaning process. The waste material inside the DrainPac should be visually inspected prior to cleaning for any obvious contamination from illegal dumping. The waste material in the DrainPac should be classified for example: green waste, sediment, trash & litter or other. All inspections and cleaning should be recorded and documented. A sample of the storm drain waste should be analyzed for Heavy Metals and Hydrocarbons for proper classification and disposal. If the storm drain waste is classified as hazardous the analysis should be repeated for all disposals until the classification is changed to non-hazardous. DrainPac filters should be inspected for and replaced if there are any holes, rips or petroleum hydrocarbon build-up. Minimum requirement for inspection of the unit is on a quarterly basis during the dry season (June through September) and on a monthly basis during the wet season (October through May). According to the State of California State Water Resources Control Board, storm water discharge visual observations are required for at least one storm event per month during the wet season. The visual observation must be conducted during the first hour of discharge at all discharge locations. • Equipment Required for Cleaning: DrainPac can be cleaned by hand or vacuum. The cleaning schedule will vary on the overall good housekeeping and other best management practices applied to the site. On the average the DrainPac will require cleaning on a quarterly basis. United strongly recommends cleaning of the unit prior to the wet season and after the first storm event with 3/a" of rain. Hand cleaning requires that the curb inlet unit be removed from the inlet box. The waste material can then be dumped into a container for analysis and disposal. If the storm drain is a drop inlet, the DrainPac must be lifted out manually or with a forklift. Confined Space procedures must be followed at all times. Esµ ►u�,- g ' (Pn.caE io) Vacuum cleaning requires that the curb inlet can be cleaned in place with use of an industrial vacuum truck/trailer capable of pulling 850 cubic feet of air per minute. The waste material can then be dumped into a container for analysis and disposal. If the storm drain is a drop inlet, the DrainPac can also be cleaned in place. Confined Space procedures must be followed at all times. • Training for employees conducting drain cleaning. If the storm drain waste is classified as hazardous the employee is required to be OSHA 1910.120 trained in handling hazardous waste, the selections of personnel protective equipment and its proper use. Employee should have Blood Borne Pathogen training and be in a medical surveillance program because of the bio-hazardous hazards associated with drain cleaning for example: snakes, spiders, spent hypodermic needs. • Transportation and disposal of storm drain waste. If the storm drain waste is classified as hazardous the waste it is treated as any other hazardous waste. The waste must be stored in a sealed container and approved proper storage, transportation and disposal. The waste must be properly labeled with a proper DOT shipping name and can only be accumulated for 90 days onsite in most cases. License hazardous waste transporters must transport the waste for disposal at an approved disposal site. If the storm drain waste is non-hazardous the waste can be placed in normal trash for landfill in a class III landfill. I HE ORIGINAL OF THIS DOCUMENT Recording Requested By: ) WAS RECORDED ON OCT 01,2007 DOCUMENT NUMBER 2007-0637420 City of Encinitas ) (.'HFGORY J SM11-H COUNTY RECORDER SAN DIEGO COUMY RECORDER'S OFFICE When Recorded, Mail To: ) TIME 3:14 PM City Clerk } City of Encinitas ) 505 South Vulcan Avenue } Encinitas, CA 92024 ) FOR THE BENEFIT OF THE CITY ) SPACE ABOVE FOR RECORDER'S USE ONLY EASEMENT FOR CITY HIGHWAY Assessor's Parcel No. 216-030-51,-67,-69 Project No:0483-G W.O. No.: 01-292 CHEVRON U.S.A. INC. A CORPORATION hereinafter called GRANTOR (s), do (es) hereby grant, convey, and dedicate to the CITY OF ENCINITAS , State of California, hereinafter called GRANTEE, the right—of-way and incidents thereto for a public highway upon, over and across that certain real property in the City of Encinitas, County of San Diego, State of California, described as follows: SEE EXHIBITS "A"AND "B"ATTACHED HERETO AND MADE A PART HEREOF BY THIS REFERENCE, The Grantor hereby further grants to the CITY OF ENCINITAS the privilege and right to extend drainage structures and excavation and embankment slopes beyond the limits of the herein described right-of-way where required for the construction and maintenance of said CITY highway. RESERVING unto grantor of the above described parcel of land, his successors or assigns, the right to eliminate such slopes and/or drainage structures. or portions thereof, when in the written opinion of the City Engineer, the necessity therefor is removed by substituting other protection support and/or drainage facility, provided such substitution is first approved in writing by the City Engineer. The Grantor hereby further grants to Grantee all trees, growths, (growing or that may hereafter grow), and road building materials within said right-of-way, including the right to take water, together with the right to use the same in such manner and at such cov6690 locations as said Grantee may deem proper, needful or necessary, in the construction, reconstruction, improvement or maintenance of said highway. The Grantor, for himself, his successors and assigns, hereby waives any claim for any and all damages to Grantor's remaining property contiguous to the right-of-way hereby conveyed by reason of the location, construction, landscaping or maintenance of said highway. G RANTOR* �i nat e Q U VI r Print Name and Title For Chevron U.S.A. Inc., a Corporation Signature of Owners to be notarized. Attach the appropriate acknowledgements. certify on behalf of the City Council of the City of Encinitas, pursuant to authority conferred by Resolution of said Council adopted on November 9, 1994 that the City of Encinitas consents to the making of the foregoing Right-of-Way Dedication and consents to recordation thereof by its duly authorized officer, A C-c P s f' G T'IDF-WAy DED Lperionl. ft Date: 4�/// By: V%Oeter Cota-Robles / ° Director of Engineering Services/City Engineer cov6690 CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of ()Ce r) q (2- On _ �"/ �� before me, 17. 1 , Q h.C e r A , i2�l�C— Date N and Title of Officer(e.g.,"Jane Doe,Nat ry Public") personally appeared �C!,�° E h C_ M C C5_;k1 n Ls V Name(s)of Signer(s) personally known to me ❑ (or proved to me on the basis of satisfactory evidence) to be the personKwhose name( is ar>rsubscribed to the within instrument and acknowled d to me that D S.t NICt1741 he/`i !they executed the sam in er heir authorized �'# 1741730 7� ca aci Notary PubNC _Ccoomlo p ty ,,and that by his�'tWr signature on the 0mroe County instrument the personk or the entity upon behalf of Comm. res May 23,2ot which the person(?31`acted, executed the instrument. WITNE my hand and official seal. Place Notary Seal Above Signature of Notary Public OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Signer's Name: ❑ Individual ❑ Individual ❑ Corporate Officer - Title(s): ❑Corporate Officer — Title(s): ❑ Partner — ❑ Limited ❑ General ❑ Partner — ❑ Limited ❑ General ❑ Attorney in Fact • ❑Attorney in Fact • Trustee Top of thumb here Top of thurhere ❑Trustee • Guardian or Conservator ❑Guardian or Conservator • Other: ❑Other: Signer Is Representing: Signer Is Representing: ©2006 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402 Item No.5907 Reorder:Call Toll-Free 1-800-876827 EXHIBIT "A" LEGAL DESCRIPTION GRANT OF PUBLIC RIGHT-OF-WAY APN 216-030-51, -67, -69 THAT PORTION OF LOT 1, MAP OF AVOCADO ACRES NO. 3, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, AS SHOWN ON MAP NO. 2063, FILED OCTOBER 3, 1927 IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 1, SAID CORNER ALSO BEING A POINT IN THE NORTHERLY RIGHT-OF-WAY OF LA COSTA AVENUE, 25.00 FOOT HALF- WIDTH, AS SHOWN ON SAID MAP; THENCE SOUTH 89°25'18" EAST (NORTH 89°52'00" EAST RECORD PER SAID MAP) ALONG THE SOUTHERLY LINE OF SAID LOT 1, A DISTANCE OF 111.83 FEET TO THE SOUTHWEST CORNER OF PARCEL 3 AS DESCRIBED IN A DEED TO CHEVRON U.S.A., INC., RECORDED DECEMBER 12, 1984 AS INSTRUMENT NO. 84-462951 OF OFFICIAL RECORDS, RECORDS OF SAID COUNTY, SAID POINT ALSO BEING THE TRUE POINT OF BEGINNING; THENCE NORTH 00 007'48" WEST, ALONG THE WESTERLY LINE OF SAID PARCEL 3, A DISTANCE OF 17.00 FEET TO A POINT IN A LINE PARALLEL WITH AND DISTANT NORTHERLY 17.00 FEET, MEASURED AT RIGHT ANGLES, FROM SAID NORTHERLY RIGHT OF WAY LINE OF LA COSTA AVENUE; THENCE SOUTH 89 025'18" EAST, ALONG SAID PARALLEL LINE, A DISTANCE OF 78.84 FEET TO A POINT IN THE NORTHWESTERLY BOUNDARY OF THE LAND CONVEYED BY DEED TO THE STATE OF CALIFORNIA RECORDED MARCH 3, 1961 AS INSTRUMENT NO. 37959, SERIES 2, BOOK 1961 OF OFFICIAL RECORDS, RECORDS OF SAID COUNTY; THENCE SOUTH 75 032'04" WEST, ALONG SAID NORTHWESTERLY BOUNDARY, A DISTANCE OF 65.49 FEET TO A POINT IN SAID NORTHERLY RIGHT OF WAY LINE OF LA COSTA AVENUE; THENCE NORTH 89 025'18" WEST, ALONG SAID NORTHERLY RIGHT OF WAY LINE, A DISTANCE OF 15.39 FEET TO THE TRUE POINT OF BEGINNING. CONTAINING AN AREA OF 801 SQUARE FEET, MORE OR LESS. ALL AS SHOWN ON EXHIBIT"B"ATTACHED HERETO AND MADE A PART HEREOF. �D LAND SG E. WILLIAM N, L.S. 6154 v�►� OHO � Z � * No.6164 N� Exp:3.31-08 9��DP CALIFC� EXHIBIT V PLAT GRANT OF PUBLIC RIGHT-OF-WAY APN'S 216-030-51 , -67, -69 AREA OF RIGHT—OF—WAY DEDICATION 20 10 0 20 SCALE: 1 "=20' APN 216-030-69 APN 216-030-67 O OOD lb O t�� '°' �� APN 216-030-51 Gam. OO O�G. ROW CONVEYED TO STATE OF CALIF. INST. # 37959, SERIES 2, BOOK 1961 O.R., oo_ REC 3/3/1961 °o S 89'25'18" E 78.84' P r• 0 NW'LY BOUNDARY S'LY LINE z INST. NO. 37959 LOT 1 i� SERIES 2, BK 1961 O.R. 65.49 PCLY 3 NE 5 X5,32 04 W 111.83' FT S 89'25'18" E 127.22' S. LOT LINE LPOINT OF BEGINNING 1s3s' N AVACADO ACRES NO. 3 S.W. COR., LOT 1 . N TRUE POINT OF BEGINNING M LA COSTA AVENUE PER R.S. 346 AND MAP 2063 S.W. COR., PCL. 3 ( ) i� O�ND S LA COSTA AVENUE E'�oo`�� (PER R.S.1796) J 3 y 0 * No.6164 Exp:3.31-08 e WILL M E. EADSON, L.S. 6154 EEADSON & ASSOCIATES, INC. RIGHT—OF—WAY DEDICATION Surveying & Mapping Consultants MFORNIA LICENSED IN: SCALE: 1° — 20' DATED: 12/7/2006 5220 D STREET ARIZONA CHINO, CA. 91710 CALIFORNIA (909) 364-1681 NEVADA BY: KM JOB NO.: 069000 (909) 364-1781 FAX ` OF7m�D D�CLwEmT WA',-,psu)RDEuGw uCio1 2907 RECORDING REQUESTED BY AND. \ 000'we 7'm,37 423 WHEN RECORDED MAIL T(}: ��.Tn coom|/ *scoRDL,� ' �wu��'*,co:nTYpecu:oE*�o�oc� ' nwE � l« pm CITY CLERK ) CITY OF ENC\N|TAS ) 5O5 SOUTH VULCAN AVENUE \ ENCINITAS, CA 92024 SPACE ABOVE FOR RECORDER'S USE ENCROACHMENT MAINTENANCE L COVENANT ENCROACHMENT PERMIT NU A.P.N. An encroachment permit is hereby granted to the Permittee designated in paragraph One Attachment "A", as the OvvO8rOfthe Benefited property described in paragraph two, A�—'h0ent "A " tO encroach upon (�\tVP[Ope�VdeSchb8diO paragraph three, A�aCh0eOt "A", aG~~'�Uedin `hediaQrarn. A�achnne 't '`B''. [aChnlents "/Y' and "B'' are hereby inoorpo�ted herein -eferenoe as though fully set forth at length. In consideration of the issuance of thi^~^'crOach reference permit, Perrnittea hereby covenants and agreea, for the benefit of the City, as follows: 1 T�is covenant shall run with the land and be binding upon and inure tO the b8ne�tofthe future owners, encunlbr@ncers. GuCceasona. heirs, personal representatives, transferees, and assigns of the respective parties. 2. Pernnittee shall use and occupy the City Property only \n the manner and for the purpose described in paragraph four, Attachment"/Y' 3. By accepting the benefits her8in. Perrnittea acknowledges title to the City Property to be in the City and waives all right to contest that title. 4. The term of the encroachment permit is indefinite and may be revoked by the City and abandoned by P8r[nitte8at any time. The citV shall mail written notice of revocation to P8[nli�8e. addressed tO the Benefited Property which shall set forth the date upon which the benefits of encroachment permit are tOcease. 5 (�itVi e ntit|BdtD [ernOv8aU`or apOriOOOfthe irnprOv8nlentSconstructed byPerrnit8B in '[— rtO repair, r8p|aCe. Or install public inlprOV5nn8ntS. City shall have OO obligation to pay for Drrestore Perrnitt88'S improvements. O. Pernnitt88 agrees to hold harmless, defend and indemnify from and against all claims, demands, costs, |oSs8s, d8rn8ge3. injuries, litigation, and liability arising out ofOrrelated to the us8. construction, encroachment or maintenance to be done by the Parnnittee Or P9rrnittee'S agents, 8rnp|oye8o Or contractors on City Property. op6603/02/0 7/07'gnabme 7. Upon abandonment, revocatots ple e Permittee shall, cost ry o its condition within theti;ne spec Ded in the to the city, return City Prope notice of revocation or prior to the date of abandonment. g. If Permittee fails to restore the City Property, the City shall have the right to enter upon the City Property, after notice to the Permittee, delivered at the Benefited Property, and restore the City Property to its pre-permit condition to include the removal and destruction of any improvements and Permittee agrees to reimburse the city for the costs incurred. Notice may be given by first class mail sent to the last known address of the Permittee, which shall be deemed effective three calendar days after mailing, or by any other reasonable method likely to give actual notice. g. If either party is required to incur costs to enforce the provisions of this covenant, the prevailing party shall be entitled to full reimbursement for all costs, including reasonable attorney's fees. lo. Permittee shall agree that Permittee's duties and obligations under this covenant are a lien upon the Benefited ro il� opportunity the City may add to t he ax bill of the Benefited Property any past due financial obligation owing to city by way of this covenant. 11. Permittee waives the right to assert any claim or action against the City arising out of or resulting from the revocation of this permit or the removal of any improvements or any other action by the City, its officers, agents, or employees taken in a manner in accordance with the terms of the permit. 12, Permittee understands i possessory rest subject to property taxation andthat he permtee may be subject to the payment of property taxes levied on such interest. 13. As a condition precedent to Permittee's right to go upon the City Property, the agreement must first be signed by the Permittee, notarized, executed by the City and recorded with the County Recorder of the County of San Diego. The recording fee shall be paid by Permittee. 14. Approved and issued by the City of Encinitas, California, this 1% day of R , 2023. a AGREED AND ACCEPTED PERMITTEE Dated: /40 and Print Name and Title For Chevron U.S.A. Inc, a corporation (Notarization of PERMITTEE signature is attached) !XQ.M .n� Peter Cota-Robles, Engineering Director bp6603/02/07/07/gsabine CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of >10 On V 0 before me, Name and I tle of Officer(e.g.,"Jane Uve,Notary Public") Date jj personally appeared C� Cl� P Names)of S,gner(s) rsonally known to me ❑ (or proved to me on the basis of satisfactory evidence) to be the persons,whose name is subscribed to the D.&WENICUCCI a. j�Ft t and acknowledged to me tha t C ffimbsion* 1741730 ed the same in i e f heir authorized Notary PUM --Callfornb that by m�(gnatureZs the C C04 23 201 instrument the person(s), or the entity upon behalf of which the person acted, executed the instrument. WITNE S y and and official seal. Place Notary Seal Above Signature of Notary Public OPTIONAL Though the and could prevent nt fraudulentremoval law, and reattachment of this form to another document. document document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Signer's Name: El Individual El Individual ❑ Corporate Officer — Title(s): ❑Corporate Officer — Title(s): ❑ Partner — ❑ Limited ❑ General ❑ Partner — ❑ Limited ❑ General ❑ Attorney in Fact El Attorney in Fact Top of thumb here Top of thumb here ❑Trustee ❑ Trustee El or Conservator El Guardian or Conservator El Other: El Other: Signer Is Representing: Signer Is Representing: ©2006 National Notary Association-9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402 Item No.5907 Reorder:Call Toll-Free 1-800-676-6827 ATTACHMENT "A" TO COVENANT REGARDING ENCROACHMENT PERMIT NO. �b -PE PARAGRAPH ONE: Permittee CHEVRON U.S.A., INC., A CORPORATION PARAGRAPH TWO: Benefited Property ALL THAT PORTION OF LOT 1, AVOCADO ACRES NO. 3, IN THE COUNTY OF SAN DIEGO, STATE OF R THEREOF FILED OFFICE OF THE COUNTY UNTY RECORDER OF SAND EGO COUNTY, OCTOBER 3, 927, DESCRIBED AS FOLLOWS: COMMENCING AT THE MOST NORTHERLY CORNER OF SAID LOT 1; THENCE SOUTH 43°25'30" EAST ALONG THE NORTHEASTERLY LINE OF SAID LOT, A DISTANCE OF 159.50 FEET TO THE TRUE POINT.OF BEGINNING; THENCE SOUTH 00°50'30" EAST PARALLEL WITH THE WEST LINE OF SAID LOT, A DISTANCE OF 186.66 FEET; THENCE NORTH 89°52'00" EAST 6.02 FEET; THENCE SOUTH 00°50'30" EAST PARALLEL WITH SAID WEST, LINE OF SAID LOT 1 A DISTANCE OF 225.23 FEET TO THE SOUTH LINE OF SAID LOT; THENCE NORTH 89°52' EAST ALONG SAID SOUTH LINE 60.98 FEET TO THE SOUTHWEST CORNER OF LAND CONVEYED TO WALTER J. HOEHN AND WIFE BY DEED DATED MAY 14, 1953 AND RECORDED IN BOOK 487, PAGE 451 OF OFFICIAL RECORDS; THENCE NORTH 00°50'30" WEST ALONG THE WEST LINE OF SAID LAND 342.20 FEET TO THE NORTHEASTERLY LINE OF SAID LOT 1; THENCE ALONG SAID NORTHEASTERLY LINE NORTH 50°49'50" WEST 12.07 FEET AND NORTH 43°25'30" WEST 82.20 FEET TO THE TRUE POINT OF BEGINNING. EXCEPTING THEREFROM THAT PORTION LYING SOUTHERLY OF THE FOLLOWING DESCRIBED LINE: BEGINNING AT THE SOUTHWESTERLY CORNER OF SAID LOT 1, MAP NO. 2063, WHICH ALSO LIES ON THE NORTHERLY BOUNDARY OF THE PUBLIC ROAD KNOWN AS LA COSTA; THENCE EASTERLY ALONG THE NORTHERLY BOUNDARY OF SAID LA COSTA, SOUTH 89°25'18" EAST 127.20 FEET (RECORD NORTH 89°52' EAST)TO THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED LINE; THENCE LEAVING THE NORTHERLY BOUNDARY OF LA COSTA. NORTH 75 032'04" EAST 192.43 FEET ALONG THE BOUNDARY OF LAND CONVEYED BY DEED TO THE STATE OF CALIFORNIA BY DEED RECORDED MARCH 3, 1961, INSTRUMENT NO. 37959, SERIES 2, BOOK 1961 OF OFFICIAL RECORDS TO THE END OF THE HEREIN DESCRIBED LINE. V�.ND,9 2y��ME.��9`F 0 2 � WILLIA EAD PL.S.6154 k No.6154 Exp:3-31-08 �OF Cp4�F0 PARAGRAPH THREE City Property Portion of California Department of Transportation Right-of-Way North of La Costa Avenue and West of Interstate 5 Freeway PARAGRAPHFOUR Purpose For concrete walk and other private improvements. ss� ATTACHMENT 'B' � ,SS9 A9s, Plat of concrete walk and any other private improvement I �9SO 2Sp� I S-J F J I � I � I �.J I N50'12'58"W 13.78' I 10 o (N50'49'50"W 12.07') �� \\ W w SS t I '0'r-o 2�9<c N\ .�i/� �`ND gvA 00 I E Cn ��g`7Ql1� �9psoF0 I _ No.6154 I P 02- * EW.3.31-08 `Q Z I— "� AVOCADO ACRES ,� Lr) OF Ld ' cAj, Q2 I JW I dN rn.\� \ ��S• I 8 R `° 1 O N j o (Y o I °P:- 0o c Z �N z U W 1 b)b' — \ ZZ NN 0 \ I `� LO Ln w .o 04 C-4 r�==� 6'' 11 1 I ww U- Q- I'\0 CEL 1 W I M -_-°� _ O O I� N = I u7 cn O '`� `°r� o I �� W f— I LO n QD I j E), Z N �z° 5'18 Wi' Tc y 7. fl 4 f - --------- - __ 242.43 - (1 1 1.83' o - _29-) - Lr. N89'26'44"W ---345.98' ,LA COSTA AVENUE Plat of concrete walk and E EADSON & ASSOCIATES, INC. any other private improvement Surveying & Mapping Consultants W SCALE: DATED: CAUFORN LICENSED IN: NOT TO SCALE 03/09/2007 14125 TELEPHONE AVE., STE. 1 ARIZONA CHINO, CA. 91710 CALIFORNIA BY: KM JOB NO.: 0690000 M9 364-1681 NEVADA 93 364-1781 FAX CALIFORNIA ALL.PURPOSE ACKNOWLEDGMENT State of California ss. County of lV On before m �� f Date N me and Title of officer(e. .,'Jane Doe,Notary ubli personally appeared v ^ Name(s) igner(s personally known to me ❑ proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and DEANA PRENTICE acknowledged to me that he/she/they executed comm. #1550047 z the same in his/her/their authorized California Notary Public p •� 0 capacity(ies), and that by his/her/their San Diego County signature(s) on the instrument the person(s), or M Comm•Ex ires Feb.5,2009 the entity upon behalf of which the person(s) acte a ted the instrum W NE hand and offi ial se I. nature of Nolary ublic OPTIONAL Though the information below is not required by law,it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: 1✓ �,� -d '�) Document Date: Number of Pages: Signer(s)Other Than Named Above: — Capacity(ies) Claimed by Signer Signer's Name: Top of thumb here ❑ Individual ❑ Corporate Officer —Title(s): ❑ Partner —❑ Limited ❑General ❑ Attorney-in-Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: ®1999 National Notary Association•9350 De Solo Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402•www.natbnalnotaryorg Prod.No.5907 Reorder:Call To"ree 1$00-876-6827 Geopacifica, Inc. Mel -1 -10 To: Stephanie Kellar, Engineering From: James Knowlton, Geotechnical Consultant Date: February 14, 2007 Re: Review of Geotechnical Investigation, 540 La Costa, Encinitas, CA,0483-G,01-292 In response to your request I have reviewed the report titled "Geotechnical Investigation, Proposed Chevron Station No.9-5664 ,540 La Costa Avenue,dated May 24,2004. 1 have also visited the subject site. The purpose of my review was to determine if the subject report meets the requirements of the City of Encinitas grading ordinance and any other applicable policies of the City. Based upon my review and site visit the subject report meets all applicable requirements of the City of Encinitas and is approved. 1 GEOTECHNICAL INVESTIGATION Chevron Station No. 9-5664 540 La Costa Avenue Encinitas, California Prepared for: ChevronTexaco December 13, 2005 SECOR Job No. 04CH.95664.00 STATEMENT OF CONFIDENTIALITY This report has been submitted for the sole and exclusive use of ChevronTexaco, and shall not be disclosed or provided to any other entity, corporation, or third party for purposes beyond the specific scope or intent of this report without the express written consent of SECOR International Incorporated(SECOR). SECOR www.secorconn 11� INTERNATIONAL 25864-F Business Center Drive ® S E C O R INCORPORATED Redlands,California 92374 909.335.6116 TEL 909.335.6120 FAX December 13, 2005 Mr. Tim Caldwell ChevronTexaco 145 South State College Boulevard, 4th Floor Brea, California 92822-2292 RE: GEOTECHNICAL INVESTIGATION Chevron Station No. 9-5664 540 La Costa Avenue Encinitas, California SECOR Project No.: 04CH.95664.00 Dear Mr. Caldwell: Pursuant to the request of Chevron Products Company (Chevron), SECOR International Incorporated (SECOR) is pleased to present the following geotechnical investigation for the proposed Chevron Facility No. 9-5664. The Chevron facility is located at 540 La Costa Avenue, in the city of Encinitas, -- California. This investigation was performed in general accordance with SECOR's proposal for geotechnical assessment, dated March 31, 2005. The objective of the geotechnical investigation was to assess the soil conditions underlying the Site and make geotechnical recommendations for design and construction of the proposed development. -- Based upon the results of this investigation, development of the Site is geotechnically feasible j provided that the recommendations presented herein are implemented in the design and construction of the project. In general, native soils were composed of sands with variable amounts of silt and clay (SM, SP, and SW USCS soil type). Near surface soils have a moderate corrosion potential for steel. • Removal and recompaction of the near surface soils will be required in the structural areas to I increase the density of the near surface soils and to provide a relatively uniform and firm engineered soil blanket for support of the proposed development. The complete findings of this investigation and recommendations for Site development are presented in the attached report. It is our pleasure to be of service to you and we look forward to providing ChevronTexaco with future engineering services. Should you have any questions regarding the -- information contained the attached report, please contact the undersigned at your convenience. Respectfully submitted, SECOR International Incorporated I "7 ret Fi Kevin Miskin, P.E. Ja Project Engineer Principal Engineer i+ I:\Chevron Texaco\9-5664\9-5664 geotech rpt.DOC Mr. Tim Caldwell December 13, 2005 Page 2 Enclosure: Geotechnical Investigation Report - cc: Mr. James Forgey RHL Design Group 2401 East Katella Avenue, Suite 400 Anaheim, California 92806 SECOR International Incorporated Facility: Chevron Facility No. 9-5664 Consultant: SECOR Location: 540 La Costa Avenue SECOR JN: 04CH.95664.00 Encinitas, California REPORT SUMMARY Footing Bearing Pressures - Building Foundations 1,500 psf - Canopy Foundations 2.500 psf Passive Lateral Pressures - Building Foundations 200D psf/ft - Canopy Foundations 200DPssf/ft Coefficient of Friction - Building Foundations 0.30 Expansive Soils o Yes x No Expansion Potential x V. Low o Low o Medium o High o V. High (El = 0) R-Value 29 Automobile Traffic (TI = 4.5) 4"AC /4" AB Truck Traffic (TI = 7.0) 4"AC/ 10" AB Artificial Fill x Yes o No Relatively Loose Near-Surface Soils o Yes x No Groundwater Within 20 Feet of Surface o Yes x No Monitoring Well Installed o Yes x No Hydrocarbons Detected o Yes x No Existing Underground Tanks x Yes o No Existing Structures x Yes o No TABLE OF CONTENTS Page Section 1-1 1.0 INTRODUCTION............................................................................................................. 1.1 AUTHORIZATION AND LIMITATIONS....................................................................... 1-1 1.2 PURPOSE AND SCOPE OF WORK.......................................................................... 1-1 1.3 SITE LOCATION ......................................................................................................... 1-1 1.4 SITE DESCRIPTION................................................................................................... 1-1 2.0 PROJECT DESCRIPTION ..............................................................................................2-1 3.0 SUBSURFACE INVESTIGATION...................................................................................3-1 3.1 PRE-DRILLING PROCEDURES.................................................................................3-1 3.2 HOLLOW STEM AUGER DRILLING ..........................................................................3-1 3.3 SPLIT SPOON SOIL SAMPLING............................................................................... 3-1 3.4 LABORATORY SOIL TESTING. .....................................................I.....I................. 3-2 4.0 REGIONAL GEOLOGIC CONDITIONS..........................................................................4-1 4.1 REGIONAL PHYSIOGRAPHIC CONDITIONS...........................................................4-1 4.2 REGIONAL GEOLOGY............................................................................ ...................4-1 4.3 REGIONAL HYDROGEOLOGY..................................................................................4-1 5.0 SUBSURFACE SOIL AND GROUNDWATER CONDITIONS........................................5-1 5.1 SECOR FIELD INVESTIGATION ...............................................................................5-1 6.0 REGIONAL SEISMIC CONDITIONS ..............................................................................6-1 6.1 REGIONAL SEISMICITY.............................................................................................6-1 6.2 UBC SEISMIC CRITERIA ...........................................................................................6-1 6.3 REGIONAL SEISMIC HAZARDS................................................................................6-1 6.3.1 Fault Rupture Hazard ...........................................................................................................6-1 6.3.2 Slope Stability Hazard ..........................................................................................................6-1 6.3.3 Liquefaction Hazard •••.•••_....... 6-2 7.0 ENGINEERING RECOMMENDATIONS.........................................................................7- 7.1 EXPANSIVE SOIL POTENTIAL..................................................................................7-1 7.2 CORROSIVE SOIL POTENTIAL.................................................................................7-1 7.3 FOUNDATION DESIGN..............................................................................................7-1 7.3.1 Building Foundations............................................................................................................7-1 7.3.2 Canopy Foundations.............................................................................................................7-2 ..............................7-2 7.3.3 Foundation Construction........................................................................ 7-2 7.3.4 Estimated Foundation Settlement......................................................................................... 7.4 CONCRETE FLOOR SLABS-ON-GRADE..................................................................7-2 7.5 SLOPES......................................................................................................................7-3 7.6 TENTATIVE PAVEMENT DESIGN.............................................................................7-3 7.6.1 Asphalt Concrete Pavement..................................................................................................7-3 7.6.2 Portland Cement Concrete Pavement..................................................................................7-3 7.6.3 Subgrade and Aggregate Base Specifications.....................................................................7-4 7.7 SITE GRADING...........................................................................................................7-4 7.7.1 Clearing and Grubbing.......................................................................................................... 7-4 7.7.2 Removal Requirements........................................................................................................7-4 7.7.3 Placement of Compacted Fill................................................................................................7-6 7.8 POST INVESTIGATION SERVICES...........................................................................7-6 8.0 CLOSURE .......................................................................................................................8-1 9.0 REFERENCES ................................................................................................................9-1 i TABLE OF CONTENTS (Continued) FIGURES Figure 1 —Site Location Map Figure 2—Site Plan APPENDICES Appendix A—Boring Logs Appendix B— Laboratory Test Results Appendix C —General Guide Specifications for Earthwork and Grading ii 1.0 INTRODUCTION 1.1 AUTHORIZATION AND LIMITATIONS This report presents the results of a geotechnical investigation performed at the request of ChevronTexaco (CVX), by SECOR International Incorporated (SECOR), for Chevron Facility No. 9-5664 located on the northwest corner of La Costa Avenue and Interstate 5, in the city of Encinitas, California. This report has been prepared for CVX and their project design consultants to be used solely in the design of the proposed project, as described herein. This report may not contain sufficient information for other uses or the purposes of other parties. 1.2 PURPOSE AND SCOPE OF WORK The objective of this investigation was to assess the nature and engineering properties of the encountered subsurface soils and to provide geotechnical design recommendations for Site development. The scope of work was performed in general accordance with SECOR's proposal for geotechnical assessment, dated March 31, 2005, and included the following tasks: Review available historical geotechnical Site data. • Drill, log and sample four soil borings. Perform soil mechanics laboratory testing on select soil samples. • Evaluate geotechnical properties of soils pertinent to the design and construction of the proposed development. • Summarize findings, conclusions, and recommendations in a report. 1.3 SITE LOCATION The Site is located on the northwest corner of the intersection of La Costa Avenue and Interstate 5, in the city of Encinitas, California (referred herein as the Site). The Site is bounded by La Costa Avenue followed by single family residences to the south, Interstate 5 followed by vacant land to the east, a nursery to the west, and vacant land followed by Batiquitos Lagoon to the north. 1.4 SITE DESCRIPTION The Site is irregularly shaped, is approximately 1.3 acres in size, and is occupied by an existing Chevron retail gasoline facility and vacant land: The retail gasoline facility includes a convenience store and mechanic shop building, one fuel dispenser island canopy, un storage tanks (USTs), asphalt paved parking and driving areas, and several sma� landscaped areas. 1-1 2.0 PROJECT DESCRIPTION RHL Design Group (RHL) of Anaheim, California, provided the preliminary development layout for the proposed project. The proposed development will consist of a new single-story convenience store building, new fuel dispenser islands with a canopy, and a new carwash. The existinree''�y? underground storage tanks (UST) will remain and will not be removed or replaced. The existing mechanic shop, fuel dispenser islands and canopy, and waste-oil UST will be razed and removed from the Site. The Site location and the layout of the proposed structures are shown on Figure 2. There were no building and grading plans or design loads available at the time of this report. Based on our experience with similar projects and the available information, it is assumed that the building will be founded on shallow continuous footings. The canopy is generally founded on square or round column footings, approximately four feet in width/diameter and embedded a minimum of seven feet below adjacent grade. The foundation loads for the proposed structures were estimated for the purpose of this report at less than 20 kilopounds (kips) for canopy column loads and less than 1.5 kips per linear foot (klf) for continuous building wall footing loads. If actual design loading conditions differ from those indicated above, the recommendations of this report should be re-evaluated and are subject to change. Based upon SECOR's review of the existing Site topography, it is assumed that the final surface elevations will not vary more than 0.5 to 1.0 foot from existing grades and that minor grade changes will be made for the purpose of establishing Site drainage. SECOR recommends that the final grading plan be provided to the Project Soils Engineer for review. The recommendations of this report are subject to change based upon review of the final grading plan prior to final review by plan check and prior to implementation. w_ 2-1 3.0 SUBSURFACE INVESTIGATION 3.1 PRE-DRILLING PROCEDURES Underground Service Alert (USA) was notified several days prior to commencing drilling activities to identify any public utilities that may conflict with the proposed boring locations. In addition, potential conflict with underground utilities was prevented by excavating the upper five feet of soil from each proposed soil boring location, with arair knif prior to drilling. 3.2 HOLLOW STEM AUGER DRILLING A total of four hollow stem auger (HSA) soil borings were drilled on November 18, 2005, by` Cascade Drilling under the direction of a SECOR field engineer or geologist. Cascade Drilling drilled the soil borings using a CME 75 HSA drill rig. All drilling and soil sampling was performed under the general guidance of ASTM D 6151-97 (Standard Practice for Using Hollow-Stem Augers (HSA) for Geotechnical Exploration and Soil Sampling). The HSA soil borings drilled for this geotechnical investigation were advanced using eight-inch outside diameter auger, to depths ranging from approximately 21.5 to 51.5 feet below the ground surface (bgs), at the locations shown on Figure 2. The rationale or placement of the borings was to locate at least one boring in the vicinity of each of the proposed structures to investigate the underlying subsurface conditions. At each boring location, drilling was begun by pushing the lead HSA auger below the ground surface and rotating at a low velocity. Firm downward pressure and low rotation velocity were maintained in the beginning to produce a straight borehole. Once a straight hole was initiated and the HSA auger appeared clear of potential underground utilities, rotation velocity and downward pressure were increased. The rotation velocity and downward pressures were adjusted during drilling to optimize penetration rates with appropriate drilling cutting return up the HSA auger flight. Additional five-foot sections of HSA were attached to the drill column to achieve the desired drilling/sampling depths. When the desired sampling depth was achieved, the bottom of the borehole was cleaned by slowly rotating the auger with minimal downward pressure. After cleaning the bottom of the borehole, the cleanout depth inside the HSA auger corresponded to the depth of the lead auger. When the borehole was sufficient) clean, soil samples were collected as described in the ction�. below. y p �� ,r vt,c'(Urr�sra( h,,+ �oP_� 1 '� Following completion of drilling and soil sampling, each boring was andoned by removing the auger and/or sampling equipment from the boretVie and subsequ tly backfitling with the native soils. 3.3 SPLIT SPOON SOIL SAMPLING A SECOR field engineer or geologist was onsite to supervise field operations, log subsurface soil conditions, and to collect soil samples for physical and chemical analysis. Soil samples were collected using a California Modified (CM) and Standard Penetration Test (SPT) split-spoon samplers, under the general guidance of ASTM D 1586-99 (Standard Test Method for Penetration Test and Split-Barrel Sampling of Soils), 3550-95 (Standard Practice for Ring-Lined Barrel Sampling of Soils) and 6066-96 (Standard Practice for Determining the Normalized Penetration Resistance of Sands for Evaluation of Liquefaction Potential). The CM sampler is approximately 18-inches long by 2.5 inches inside diameter. The SPT sampler is approximately 18-inches long by 1.5 inches inside diameter. The samplers were driven at approximately five-foot intervals with a 140-pound hammer, free-falling 30 inches. Unless otherwise indicated, the samplers were advanced 18 inches at each sample interval and the blow counts required to advance the sampler 3-1 each six-inch drive length were recorded on the boring logs. The blow counts are used in the evaluation of the consistency of the soils and are correlated to various engineering properties. Unless otherwise indicated on field boring logs, soil sampling was performed at approximately five-foot intervals, to the total depth of exploration, to develop a description of the subsurface stratigraphy and to collect samples for potential geotechnical testing. The observed soils in soil samples and drill cuttings were classified in accordance with the Unified Soil Classification System, under the guidance of ASTM D 2488-00 (Standard Practice for Description and Identification of Soils [Visual-Manual Method]). Geotechnical samples were collected from the CM and SPT samplers. Six relatively undisturbed brass rings were carefully removed from the CM sampler, placed in a plastic sleeve and sealed with plastic end caps. Electrical tape was used to secure the end caps to the plastic sleeve to preserve natural moisture content. Disturbed samples were also collected from the lowermost brass tube of the SPT sampler. The soil was extruded from the brass tube and placed in a sealed plastic bag. Geotechnical ring and bulk samples were labeled and transported to a soil mechanics laboratory for physical testing. The CM soil samples were securely packed with foam or other shipping materials to minimize sample disturbance, under the guidance of ASTM D 4220- 00 (Standard Practice for Preserving and Transporting Soil Samples). 3.4 LABORATORY SOIL TESTING The following laboratory tests were performed on samples collected at the Site either in general accordance with the American Society for Testing and Materials (ASTM) or contemporary practices of the soil engineering profession: • In-Situ Moisture and Density (ASTM D 2216): In-situ moisture and density are calculated by weighing and measuring the drive samples obtained from the borings to determine their in-place moisture and density. These results are used to analyze the consistency of the subsurface soils. • Consolidation Tests (ASTM D 2435): One-dimensional consolidation tests were conducted to evaluate soil compressibility and estimate the potential settlement of the structures. A one-inch thick sample contained in a 2.5-inch diameter ring was subjected to various load increments. The compression under each load increment was recorded and plotted against the logarithm of applied effective stress. Direct Shear Test (ASTM D 3080): The tests were performed on an undisturbed sandy soil sample in order to obtain the soil shear strength values, which are among the basic soil parameters that are used to estimate soil bearing capacity, slope stability and lateral earth pressures. Modified Proctor Compaction Test (ASTM D 1557): The compaction curve defines the relationship between water content and dry unit weight of soils compacted under modified compaction effort. The maximum dry density and optimum water content are used to determine the relative density of existing soils and to determine the level of compaction during grading activities. Expansion Index (ASTM D 4829 and UBC Standard 18-2): This test is performed on a near surface bulk sample, remolded to approximately 50 percent saturation, to determine the expansion potential of the soil when fully saturated. Resistance (R)-Value Analysis (ASTM D 2844, California 301-G): The R-Value test is used to evaluate the quality and potential strength of soils and aggregate base for use as subgrade and base coarse in structural pavement design. • Chemical Tests for Corrosion Potential (Applicable EPA ASTM or local test methods): The red-ox potential, pH, water extractable sulfates, water extractable chlorides, sulfides, and resistivity were evaluated in a near surface soil sample. 3-2 The laboratory results of all laboratory tests are presented in Appendix B and significant results are discussed in detail in Section 5.0. 3-3 4.0 REGIONAL GEOLOGIC CONDITIONS 4.1 REGIONAL PHYSIOGRAPHIC CONDITIONS The site is located in the City of Encinitas, California. A review of the USGS 7.5 minute topographic map of the Encinitas Quadrangle shows the Site is located approximately 3,900 feet east of the Pacific Ocean and approximately 1,300 feet south of the Batiquitos Lagoon at an elevation of approximately 75 feet above mean sea level. The topography in the Site vicinity is flat to moderate and generally slopes in north-northwesterly direction (USGS, 1979). 4.2 REGIONAL GEOLOGY The subject property lies within the Peninsular Range Geomorphic Province (CDMG, 1969). The Peninsular Range Geomorphic Province is characterized by northwest trending ranges and valleys resulting from sub-parallel transform faults accommodating the Pacific-North American plate contact motions. The site is underlain by Pleistocene marine and non-marine terrace deposits. The surface deposits in the vicinity of the Site are further described as well-indurated sandstone and conglomerate terrace deposits (CDMG, 1978). No active faults were identified within one-mile of the Site (USGS, 2004). The nearest active fault identified is the Rose Canyon Fault located approximately 6.1 kilometers west-southwest of the site. 4.3 REGIONAL HYDROGEOLOGY According to the California Department of Water Resources (DWR) Bulletin 118 Report, the Site lies within the Batiquitos Lagoon Valley groundwater basin. This groundwater basin underlies an east-west trending alluvium filled valley located along the western coast of San Diego County. The major hydrologic feature is the San Luis Rey River, which drains the valley overlying the basin. The basin is bounded on the northeast by impermeable crystalline rocks, on the west by Batiquitos Lagoon, and on the south by semi-permeable rocks of the La Jolla formation. The primary water-bearing unit in this basin is Quaternary alluvium, which consists of gravel, sand, silt, and clay deposits that reach a maximum thickness of about 100 feet (DWR, 1967). Surface topography generally slopes in a north-northwesterly direction towards the Batiquitos Lagoon and out to the Pacific Ocean. The depth to groundwater is greater than 50 feet below the ground surface and appears to follow the topography in a north-northwesterly direction. 4-1 5.0 SUBSURFACE SOIL AND GROUNDWATER CONDITIONS 5.1 SECOR FIELD INVESTIGATION The subsurface soils encountered during SECOR's field exploration were consistent with the soil deposits typically encountered in the site vicinity and in previous onsite investigations. A relatively consistent subsurface lithology was encountered from one boring to the next, to the total depth explored during this investigation, which was approximately 51.5 feet bgs. In general, native soils were composed of interbedded, discontinuous layers of sand (SP, SM, and SW USCS soil type) ranging in consistency from loose to very dense. The subsurface soils were not difficult to penetrate nor did the borings cave to the maximum depth of exploration. Groundwater was not encountered during this investigation. A more detailed description of the interpreted soil profile at each of SECOR's boring locations is presented on boring logs in Appendix A. The groupings represent the predominant materials encountered and relatively thin, often discontinuous layers of different material may occur within the broadly interpreted soil layer. Also, stratification lines indicate the approximate boundary between the major material types. The actual transition may be gradual. 5-1 6.0 REGIONAL SEISMIC CONDITIONS 6.1 REGIONAL SEISMICITY The Site, as is most of California, is located in a seismically active area. The estimated distance of the Site to the nearest expected surface expression of nearby faults is presented in the table below. Fault Type : D" sta" cies Maximum Moment Fault G(?l x kilometers (2) Ma Itude«f° Rose Canyon B 6.1 6.9 Newport-Inglewood offshore B 14.2 6.9 Coronado Bank B 31.1 7.4 Elsinore-Julian A 41.7 7.1 Elsinore-Temecula B 41.7 6.8 Elsinore-Glen Ivy B 61.6 6.8 Palos Verdes B 33.4 7.1 1. From ICBO, 1997. 2. Measured from Maps of Known Active Faults Near Source Zones in California and Adjacent Portions of Nevada (ICBO, 1997), CDMG, 1993 and 1994. 6.2 UBC SEISMIC CRITERIA Based on the specified design criteria of the 1997 Uniform Building Code, the following Site seismic information may be considered for earthquake design. - Desi nCriteria ri>Value Seismic Zone 4 Seismic Zone Factor 0.40 Seismic Source Type B Seismic Source Distance 6.1 km Soil Profile Type So Near Source Factor Na 1.0 Near Source Factor N, 1.2 Seismic Coefficient Ca 0.44 Seismic Coefficient C, 0.77 6.3 REGIONAL SEISMIC HAZARDS 6.3.1 Fault Rupture Hazard The Site is not located within a current mapped California Earthquake Special Studies Fault Zone. There are no known active faults underlying the Site. As described, above the nearest fault is the Rose Canyon Fault located approximately 6.1 kilometers west-southwest of the Site. Based on available geologic data, there is low potential for surface fault rupture from the Rose Canyon Fault and other nearby active faults propagating to the surface of the Site during the design life of the proposed development. 6.3.2 Slope Stability Hazard The Site is not located within an area of potential seismic slope instability as identified by the California Geologic Survey (CGS). In addition, no slopes are planned for the proposed development. 6-1 6.3.3 Liquefaction Hazard Liquefaction Background Liquefaction of saturated sandy soils results from the sudden decrease of soil shear strength due to vibration. During cyclic shaking, typically caused by an earthquake, the soil mass is distorted, and interparticu late stresses are transferred from the sand grains to the pore water. When the pore water pressure increases to the point that the interparticu late effective stresses are reduced to near zero, the soil behaves temporarily as a viscous fluid (liquefaction) and, consequently, loses its capacity to support the structures founded thereon. Engineering research of soil liquefaction potential (Seed, et. al., 1982 and 1985) indicates that three basic factors must exist concurrently in order for liquefaction to occur, • A source of ground shaking, such as an earthquake, capable of generating soil mass distortions. • A relatively loose sandy soil fabric exhibiting a potential for volume reduction. • A relative shallow groundwater table (within approximately 50 feet below ground surface) or completely saturated soil conditions that will allow positive pore pressure generation. For the purpose of this study, the liquefaction susceptibility of the onsite subsurface soils was evaluated by analyzing the possible or potential concurrent occurrence of the above three basic factors. An engineering analysis was conducted to assess the potential of soil liquefaction at this Site. The findings are presented in the following subsection. Screening Investigation for Liquefaction Potential The liquefaction evaluation for the Site was completed under the guidance of Special Publication 117: Guidelines for Evaluating and Mitigating Seismic Hazards in California," published by the California Department of Conservation, Division of Mines and Geology, dated 1997 and based on empirical procedures described in summarized by Martin and Lew et al. (1999). The in-situ characteristics of the subsurface soils were analyzed, and similarities and dissimilarities of the subsurface conditions were compared with those sites where the subsurface soils are known to have liquefied. Following the specified steps of the Screening Investigation (CDMG, 1997), a historic high groundwater elevation was evaluated for the liquefaction analysis. Based on available groundwater information in the Site vicinity, the historic high groundwater depth at the Site is anticipated to be greater than 50 feet bgs. Subsurface soils appear to be dense to very dense in consistency based on blow counts collected during this investigation. As a result, the onsite soils do not appear to be susceptible to soil liquefaction below the site. As such, onsite subsurface soils were eliminated from further engineering evaluation of potential liquefaction hazard (CDMG, 1997). 6-2 7.0 ENGINEERING RECOMMENDATIONS Based upon the results of the investigation and previous geotechnical documentation, development of the Site is geotechnically feasible provided that the recommendations presented herein are implemented in the design and construction of the project. Removal and recompaction of the near surface soils will be required in the structural areas to increase the density of the near„ surface soils and to provide a relatively uniform and firm engineered soil blanket for support of the proposed development. 7.1 EXPANSIVE SOIL POTENTIAL The near-surface soils encountered in the proposed building area are predominantly sand with variable amounts of silt and clay. Visual review and expansion index testing (El = 0) of the near- surface soils in the proposed building pad area indicates that the soils may be classified with a very low expansion potential, as defined by the 1997 Uniform Building Code (ICBO, 1997). Consequently, special design for expansive soils is not necessary. If imported soils are used for earthwork at the Site, SECOR recommends that the proposed soils be tested for expansion potential prior to import. To avoid the use of expansive soils on the project, all, imported soils must be pre-approved by the Project Soils Engineer prior to utilization. 7.2 CORROSIVE SOIL POTENTIAL Chemical tests to evaluate corrosive soil potential of near surface soils were performed by Converse Consultants. The test results indicated pH of 7.0, Soluble Sulfate = 29 ppm, Soluble Chloride = 49 ppm, and Minimum Resistivity= 3,066 ohm/cm. Based on the test results, the near surface soils are expected to have a moderate corrosion potential for steel. As a result, corrosion resistant piping is recommended for the Site. SECOR recommends that corrosion resistant piping (e.g. non-metallic pipe), be utilized for all subsurface utilities in contact with onsite soils. Cathodic protection may be utilized in lieu of the corrosion resistant piping if properly designed and approved by an engineer competent in corrosion design. MaEenal Type f Corrosiv�ty _� Special Degree o 3 ocommendations . Concrete Low -- Steel Moderate Corrosion resistant piping If imported soil is utilized for earthwork at the site, SECOR recommends that the proposed soils be tested for corrosive soil potential prior to import. To avoid the use of corrosive soils on the project, all imported soils should be pre-approved by the Project Soils Engineer prior to utilization. Proposed import soils exhibiting corrosion potential for steel or concrete should not be utilized at the Site unless appropriate mitigation measures are implemented. 7.3 FOUNDATION DESIGN 7.3.1 Building Foundations The proposed shallow, continuous footings for the convenience store, as described in Section 2.0, are expected to provide adequate support for the proposed structure provided they are founded on properly recompacted soil. For continuous wall footings of the proposed building, bearing entirely on compacted fill soils, an allowable bearing capacity of 1,500 pounds per square foot (psf) may be incorporated in the design. The building footings should be at least 12 inches in 7-1 width, at least 12 inches in height (thickness) and founded a minimum of 18 inches deep. The embedment depth should be measured from the bottom of the footing to the lowest adjacent soil subgrade. For resistance to transient lateral loads, such as earthquake and wind loads, the allowable bearing capacity may be increased by one-third. Building footings structural design for resistance of lateral forces may be based upon a passive lateral earth pressure/resistance (equivalent fluid pressure) of 200D psf/ft and a coefficient of friction between the concrete footing and subsurface soils equal to 0.30, where D corresponds to the embedment depth of the footing in feet. For lateral bearing capacity analysis and design, the passive earth pressure and frictional resistance may be combined without reduction. 7.3.2 Canopy Foundations The typical canopy footings, as described in Section 2.0, are expected to provide adequate support for the proposed structure. Canopy column footings should consist of reinforced concrete drilled piers having a minimum diameter or width of four feet and having a minimum embedment depth of seven feet below the ground surface. The minimum embedment depth should be measured from the bottom of the footing to the final soil subgrade. Based on these assumptions and the anticipated subsurface conditions, the canopy foundations will be placed on suitable native materials and an allowable bearing capacity of 2,500 psf may be used in the design. For resistance to transient lateral loads, such as earthquake and wind loads, the aforementioned allowable bearing capacity may be increased by one-third. Canopy foundation structural design for resistance of lateral forces may be based upon a passive lateral earth pressure/resistance (equivalent fluid pressure) of 200D psf/ft, where D corresponds to the embedment depth of the footing in feet. 7.3.3 Foundation Construction Proper footing construction will be dependant upon the quality of the contractor's workmanship. Multiple construction techniques are available to properly construct the building footings. Any deviation from the methods proposed herein should be approved by the Project Soils Engineer prior to implementation. It is essential that the Project Soils Engineer review and approve the foundation plans and observe the building foundation excavations prior concrete placement, to verify that the contractor utilizes proper construction methods, and that foundation excavations are adequately sized and founded on suitable material. The bottom of the foundation excavations should be drilled or excavated in such a way as to minimize slough, debris and unsuitable material from collecting at the bottom of the excavation. The maximum thickness of slough, debris or unsuitable material shall not exceed 0.5 inches at any location on the bottom of the excavation. The contractor should provide the Project Soils Engineer a safe method to verify that a competent footing bottom has been achieved by the contractor. 7.3.4 Estimated Foundation Settlement Assuming that the engineering recommendations of this report will be strictly adhered to, static foundation settlement for the above described foundations and bearing pressures is estimated to be on the order of less than 1.5 inches total and less than one-half inch differential over a lateral distance of 50 feet, between similarly loaded footings of the same size. 7.4 CONCRETE FLOOR SLABS-ON-GRADE At the time of concrete placement, if a concrete floor slab-on-grade is utilized, the floor slab subgrade should be firm, relatively unyielding, and be within two percent of the optimum moisture 7-2 content, to a depth of six inches. To protect against capillary moisture and to provide a vapor barrier from the underlying soils, the building floor slab should be underlain by a minimum ten-mil plastic membrane, underlain and covered with a minimum of two inches of sand. The moisture mitigation measures recommend above are applicable to the building floor slab areas that are to be covered by carpet, tile or other moisture sensitive floor coverings. In lieu of a plastic membrane and sand, a four-inch thick layer of open graded gravel may be used. A suggested gradation for the gravel layer is as follows: Sieve Slze Percent Passin 3/ 90- 100 No. 40 0- 10 No. 100 0-3 Concrete slabs-on-grade should have a minimum thickness of six inches. Minimum reinforcement for concrete slabs-on-grade should be number three deformed reinforcing bars, spaced at 18 inches on center each way. Additional reinforcing and/or slab thickness should be provided as structural conditions dictate. It is essential that during construction the slab reinforcing bars be properly supported on rebar supports to keep the reinforcing bars centralized (mid-height) in the slab during the concrete pour. Other design and construction criteria for concrete floor slabs, such as mix design, strength, durability, reinforcement, joint spacing, etc., should conform to the current specifications promulgated by the American Concrete Institute (ACI). 7.5 SLOPES Although pertinent grading information is currently unavailable, no permanent slopes are anticipated for the project. The stability of slopes, if any, should be evaluated when design- grading information becomes available. 7.6 TENTATIVE PAVEMENT DESIGN Tentative pavement structural sections were developed based on the visual onsite soil classifications, a laboratory tested R-Value of subgrade soils equal to 23 and an evaluation of the anticipated traffic loading. The design below applies to pavement sections supported by the existing onsite soils. 7.6.1 Asphalt Concrete Pavement Traffic Type Automobile Trff�c�� Tuckii•affrc Asphalt Concrete AC Thickness 4.0" 4.0" A re ate Base AB Thickness 4.0" 10.0" 7.6.2 Portland Cement Concrete Pavement Proposed portland cement concrete pavement areas that are subject to vehicle traffic loads, should have a minimum thickness of six inches. In addition, a minimum of four-inches of aggregate base should be placed beneath all concrete pavement areas subject to traffic loads. The concrete should have minimum compressive strength of 2,500 psi and approximate three- inch slump (± one inch). Minimum reinforcement for concrete pavement in vehicle traffic areas should include a synthetic fibermesh. Additional reinforcement and/or slab thickness may be 7-3 appropriate as structural conditions dictate, as determined by the project structural or civil engineer. Other design and construction criteria for concrete floor slabs, such as mix design, strength, durability, reinforcement, joint spacing, etc., should conform to current specifications promulgated by the American Concrete Institute (ACI). 7.6.3 Subgrade and Aggregate Base Specifications The above pavement sections are based upon the assumption that the subgrade is uniformly compacted to at least 90 percent relative compaction with uniform moisture content near the optimum moisture content (+/- 2%), as determined by ASTM Standard D 1557, to a depth of 12 inches at the time of base placement. Final geotechnical observation and testing of subgrade should be performed just prior to the placement of aggregate base or concrete. The aggregate base for asphalt concrete pavement sections should meet CALTRANS specifications for Class 2 base or the specifications for Processed Miscellaneous Base (PMB), as contained in the Standard Specifications for Public Works Construction. Aggregate base should be compacted to at least 95 percent relative compaction with uniform moisture content near the optimum percent, as determined by ASTM Standard D 1557. Final geotechnical observation and testing of aggregate base should be performed just prior to the placement of asphalt concrete. It is possible that Site grading, use of import fill soils, utility line backfilling, and/or underground storage tank installation could alter the distribution of near-surface materials, thus requiring re- evaluation of the recommended pavement structural sections. If any of the above named conditions occurs, which warrants a re-evaluation of the pavement sections, SECOR recommends that at least one near surface soil sample be tested to evaluate the subgrade R- value, following rough grading of the pavement areas. If necessary, the above described tentative pavement structural section recommendations should be revised based on the actual R-value test result. 7.7 SITE GRADING Site grading will be required to achieve plan grades and to provide uniform support for foundations, slabs-on-grade and pavement. Recommendations for Site grading are presented in the following subsections, while general guide specifications for earthwork and grading are presented in Appendix C. The following grading recommendations are subject to change, depending on the actual earthwork required for the project and the subsurface conditions encountered during grading. 7.7.1 Clearing and Grubbing The ground surface of the Site should be cleared and grubbed all of vegetation and deleterious materials, prior to grading. Clearing and grubbing is considered complete when soil supporting structural fill material or soil to be excavated as reused as structural fill materials contains less than five percent organic materials (by volume). Excavations created by removing underground structures, construction debris, vegetation roots, contaminated soils and any other unsuitable materials should be backfilled with clean fill soil and should be compacted in accordance with the requirements presented below. 7.7.2 Removal Requirements Existing Waste Oil UST and Building: In the proposed development layout, the existing waste oil UST and building are located the proposed canopy pad and pavement area. To minimize differential settlement of the proposed canopy pad and pavement area overlying the existing waste oil UST and building area and to 7-4 provide adequate lateral support for the soils supporting the proposed canopy, all gravel and concrete material from the existing waste oil UST excavation and building foundation should be removed and competent native soils should be exposed at the bottom of the excavation. Additionally, the UST and building excavation should be prepared and backfilled with clean soil, in accordance with Section 7.7.3. Clean fill soil utilized in the existing UST excavation should be of uniform composition. The soil used for the UST backfill should be evaluated and approved by the Project Soils Engineer prior to utilization. If onsite and imported soils are utilized to backfill the existing UST excavation, the fill soils should be mixed uniformly to create a homogeneous fill soil. If available, native onsite soils should be utilized to backfill the existing UST and building excavation. Excavated soils from the proposed building pad excavation, if available, are a preferred source of fill soils for the existing UST excavation. Gravel should not be used to backfill any excavations, without the approval of the Project Soils Engineer. Building Pad: To provide uniform and firm support for the proposed building, removal of the existing soils will be required to a minimum depth of 1.5 feet below the bottom of the building footings. The removed soils may be placed back in the subexcavation as compacted fill, in accordance with the recommendations of Section 7.9.3. Removal and recompaction should be completed laterally at least five feet beyond the outside edge of the building footings. The continuous footing along any subexcavation that does not extend at least five feet beyond the outside edge of the footing should be designed as a grade beam or with sufficient rebar to reduce the potential for differential settlement. Pavement Areas: To provide uniform and firm support for the proposed pavement areas, removal of the existing soils will be required to a minimum depth of 1.0 feet below the existing or final subgrade elevation, whichever is lower. The removed soils may be placed back in the subexcavation as compacted fill, in accordance with the recommendations of Section 7.9.3. Scarification and recompaction for pavement areas should extend horizontally at least two feet beyond the rear curb face or as property line constraints dictate. If pavement area recompaction results in substandard relative compaction as a result of unsuitable subsurface conditions, unsuitable areas should be removed to a minimum depth of one foot. Depending on the condition of the subexcavation bottom, additional removal depth may be required. Once a suitable subexcavation bottom is achieved, the exposed surface at the bottom of the subexcavation should be moisture conditioned and surface compacted to the specified density. The removed soils should be placed back in the subexcavation as compacted fill, in accordance with the recommendations of Section 7.9.3. Required Inspection of Subexcavation: It is imperative that the Project Soils Engineer inspect the bottoms of all subexcavations. As a general rule, a suitable subexcavation bottom should have a minimum dry density of 85 percent of the maximum dry density. Final determination of a suitable subexcavation bottom is at the discretion of the Project Soils Engineer. Should any deeper artificial fill or relatively loose soils, not in conformance with the above described conditions, be encountered within the exposed bottom of the subexcavations, the depth of removal may be extended in accordance with the professional judgment of the Project Soils Engineer. 7-5 7.7.3 Placement of Compacted Fill General guide specifications for placement of fill and backfill are provided in Appendix C. The bottom of subexcavations and areas to receive fill should be scarified to a depth of six inches, moisture conditioned to near-optimum moisture content and then surface compacted to the relative compaction specified below. Placement of compacted fill should be performed in thin lifts at near-optimum moisture content using mechanical compaction equipment. Unless specified otherwise, all fill should be compacted to a minimum of 90 percent relative compaction based upon the maximum density obtained in accordance with ASTM Standard D 1557. Gravel should not be used to backfill any excavations onsite without the approval of the Project Soils Engineer. If the Project Soils Engineer approves the use of gravel in excavations, vibratory compaction and "burrito wrapping" in a geosynthetic filter fabric may be required. During grading, frequent density testing should be performed by a representative of the geotechnical engineer to evaluate compliance with grading specifications. Where testing indicates insufficient relative compaction, additional compactive effort should be applied, with the adjustment of moisture content where necessary, until the required relative compaction is obtained. 7.8 POST INVESTIGATION SERVICES Post investigation services are an important and necessary continuation of this investigation, and it is recommended that SECOR be retained as the Project Soils Engineer to perform such services to assure adherence with the intent of the geotechnical recommendations presented herein. Final project grading and foundation plans, foundation details and specifications should be reviewed by SECOR, prior to construction, to confirm that the full intent of the recommendations presented herein have been applied to the designs. Following review of plans and specifications, sufficient and timely observation during construction should be performed to correlate the findings of this investigation with the actual subsurface conditions exposed during construction. The following should be inspected observed, and tested by the Project Soils Engineer to ensure compliance with the recommendations contained herein. • Rough Site grading, including the bottom of subexcavations (including the existing UST cavity). Footing excavations to confirm that the foundation elements are founded in the recommended materials. • Utility trench backfill. Subgrade preparation, base placement and compaction. All other items of work requiring an opinion of adequacy from the Project Soils Engineer to be included in a final geotechnical report. During construction, the Project Soils Engineer and/or their authorized representatives, are present at the Site to provide a source of advice to the client regarding the geotechnical aspects of the project and to observe and test the earthwork. Their presence should not be construed as an acceptance of responsibility for site safety or for the performance of the completed work since it is the sole responsibility of the contractor performing the work to ensure that the work complies with federal, state, and local safety procedures/regulations and with all applicable plans, specifications, ordinances, etc. 7-6 8.0 CLOSURE Our conclusions, recommendations and discussions presented herein are (1) based upon an evaluation and interpretation of the findings of the field and laboratory programs, (2) based upon an interpolation of subsurface conditions between and beyond the explorations, (3) subject to confirmation of the actual conditions encountered during construction, and (4) based upon the assumption that sufficient observation and testing will be provided by SECOR during construction. Any person using this report for bidding or construction purposes should perform such independent investigations as he deems necessary to satisfy himself as to the surface and subsurface conditions to be encountered and the procedures to be used in the performance of work on this project. This report contains information which is valid as of this date. However, conditions that are beyond our control or that may occur with the passage of time may invalidate, either partially or wholly, the conclusions and recommendations presented herein. The conclusions of this report are based on an interpolation of subsurface conditions encountered at the boring locations. The actual subsurface conditions at unexplored locations may be different. Consequently, the findings and recommendations of this report will require re-evaluation if subsurface conditions different than stated herein are encountered. Inherent in most projects performed in the heterogeneous subsurface environment, continuing subsurface investigations and analyses may reveal findings that are different than those presented herein. This facet of the geotechnical profession should be considered when formulating professional opinions on the limited data collected on this project. The findings and recommendations contained in this report were developed in accordance with generally accepted current professional principles and practice ordinarily exercised, under similar circumstances, by geotechnical engineers and geologists practicing in this locality. No other warranty, expressed or implied, is made. 8-1 9.0 REFERENCES California Department of Conservation, Division of Mines and Geology (CDMG), 1978, Geologic Map of California, Santa Ana Sheet, Scale 1:250,000. CDMG, 1994, Fault Activity Map of California and Adjacent Areas with Locations and Ages of Recent Volcanic Eruptions, Scale 1:750,000. CDMG, 1997, Special Publication 117, Guidelines for Evaluating and Mitigating Seismic Hazards in California. CDMG, 1998, Seismic Hazard Evaluation of the Templeton 7.5 Minute Quadrangle, San Luis Obispo County-California. International Conference of Building Officials (ICBO), 1997, Uniform Building Code and Maps of _ Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada. Martin, G.R. and Lew, M., 1999, Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Seismic Hazards in California. Seed, H.B. and Idriss, I.M., 1982, "Ground Motions and Soil Liquefaction During Earthquakes," ERE. Seed, H.B., Tokimatsu, K., Harder L.F., and Chung, R.M., 1985, "Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations," American Society of Civil Engineers, Journal of Geotechnical Engineering. Seed, R.B, et al., April 30, 2003, Recent Advances in Soil Liquefaction Engineering: A unified and Consistent Framework, College of Engineering, University of California, Berkley, Report No. EERC 2003-06. United States Geological Survey (USGS), 1971, Encinitas, California Quadrangle, 7.5 Minute Series (topographic), photorevised 1975, scale 1:24,000. 9-1 FIGURES J La •, �"+ '� -�jN4F''77P r 7111�1-' a 1 V 4 L F' • �/ I �. �k frailer i I , 1. Park `; `'?9 ' �Ponto J l Re • 3' , �; �, ). �•, .9, BAI-IQUITOS LAI COST Roepsrd �_ I l .'� X71 I x} ,• c L •j '' ' �' t 111111... + ti rat � �� I J�. t ��:• {�� \` 1• � 1 / } •• , 4� �, t•`r� r, m � lank "o � � '\ a � (•sS� I Reference:U.S.G.S.,1968,Encinitas Quadrangle-San Diego County California-7.5'Series(Topographic).Photorevised 1975. CALIFORNIA N I 0 2000 4000 finch=2000 feet QUADRANGLE LOCKnON PREPARED FOR: FIGURE: CHEVRON FACILITY NO.9-5664 SITE LOCATION MAP E C 0 R 540 LA COSTA AVENUE LEUCADIA,CALIFORNIA 25664-F BUSINESS CENTER DRIVE REDLANDS,CALIFORNIA 92374 JOB NUMBER: DRAWN BY: CHECKED BY: APPROVED BY: DATE: PH:(909)335-6116/FAX:(909)335-6120 04CH.95564.00 JEF JEF JEF 1216/2005 Fib Path—k al Tama•Y-0l64 ak m 9—aW4 fW.W 09 — Lgwk RWMI I216-030-69-00 \ a ISB4 0 • SB1 • CALTRANS 0 R.O.W. • O D _ .4• — —•ICI---� • SB3 - • B2 216-030-67-00 216-030-51-00 • B LA COSTA AVENUE N EXPLANATION ❑ APPROXIMATE LOCATION OF EXISTING STRUCTURES 0 4o eo ❑ APPROXIMATE LOCATION OF 0_ PROPOSED CONVENIENCE STORE mmoTm SB4 APPROXIMATE SOIL BORING LOCATION APPROXIMATE SCALE(FEET) PREPARED FOR: FIGURE: CHEVRON FACILITY NO.9-5664 SITE PLAN 540 LA COSTA AVENUE S R LEUCADIA,CALIFORNIA 25864-F BUSINESS CENTER DRIVE REDLANDS,CALIFORNIA 92374 JOB NUMBER: DRAWN BY: CHECKED BY: APPROVED BY: DATE: PH:(909)335-6116/FAX:(909)335-6120 04CH.95664.00 JEF JEF JEF 10/31105 Flo PaM—k drrren'= Ml w"M"FlOWp — Wyout RPM 2 APPENDIX A BORING LOGS SECOR lnremational 1 ri cm2)oi wrd Logged 13� Datc Dnffcd Drilling Contractor Project Name Met hod/I:quiPneni Bo:mg Number Drilling Method Onsite Engineer Driller Legend to Logs Drilling Equipment Legend Sec"Legend to Logs" for Boring Surface Groundwater Dep (fl ) Total Drive Drop sampling method, Dian (m ) Elev(I'l If Applicab'l'e Depth (ft 1 ��t(Ihs) Dist(III classifications and lahor for lestinp methods As Shown 20.0 140 30 wl y y � •J C C C C Boring = ,y E a Abandonment Description H v n o E 0 Surface Geotechnical Lab Testing Completion CNSL Consolidation CNSLI CRSN -Corrosion CRSN El -Expansion Index EI HA -Hydrometer Analysis HA MD -Moisture Density MD M -Moisture M 5 R-Val -R-Value R-Val SA -Sieve Analysis SA 0 DS -Direct Shear DS UC -Unconfined Compression UC AL -Atterberg Limits AL 4200 -#200 Sieve Wash #200 MP -Modified Proctor MP Environmental Lab Testing Backfill 8015M-Volatile and/or extractable petroleum 8015 Description 10 hydrocarbons 8260 -Halogenated volatile organic compounds with 8260 oxygenates 8270 -Semi-volatile organic compounds 8270 8081 -Organochlorine pesticides 8081 Hand Auger Sample 15_X 10 Driven sample,blows per 6 inches,2.5 inch ID California 11 Modified Sample Interval 15 20 Driven sample,blow per 6 inches-SPT Sample Interval 22 23 20 The substrata descriptions above are generalized representations and based upon visual/manual classification of cuttings and/or samples obtained during drilling. Predominant material types shown on the log may contain different materials and the change f+om one predominant material type to another could be different than indicated. Descriptions on this log apply only at the specific location at the time of drilling and may not be representative of subsurface conditions at other locations or times. . Project No Legend to Logs Date Date Log of Boring NEWLGND GPJ Figure LOG OF BOREHOLE A-# (sheet I of I) The terms and symbols usea on the Lug of Borings to summarize the resuits o' T,e field investigation and subsequent laboratory tesung are described in the, follo"Ing It should be noted that materials, boundaries, and conditions have been established onl ,- at The boring locations, and are not necessarily representative of subsur+ace conditions e!sev,,here across the site A- PARTICLE SIZE DEFINITION (ASTM D2487 and D422 Boulder — larger than 1 2-inches Sand, medium IJo 40 to Nc- 10 sieves Cobble 3-inches to 12-inches Sand, fine No 200 to No. 40 sieves Gravel, coarse 3/4-inch to 3-inches Slit 5p m to No. 200 sieves G(avel, ime No. 4 sieve to 3i4-inch Clay smaller than 5 p m Sand, coarse No. 10 to No. 4 sieve B. SOIL CLASSIFICATION Soils and bedrock are classified and described according to their engineering properties and behavioral characteristics. The soil of each stratum is described using ASTM D2487 and D2488. The following adjectives may be employed to define percentage ranges by weight of minor components: trace — 1-10% little — 10-20% some — 20-35% "and" or "y" -- 35-50% The following descriptive terms may be used for stratified soils: parting -- 0 to 1/16-in. thickness; seam -- 1/16 to 1/2-in. thickness; layer -- 1 12-in. to 12-in. thickness; stratum -- greater than 12-in. thickness. C. SOIL DENSITY AND CONSISTENCY The density of coarse grained soils and the consistency of fine grained soils are described on the basis of the Standard Penetration.Test: COARSE GRAINED SOILS FINE GRAINED SOILS SPT SPT Estlmated Range cf Blows Estimated Blows _Unconfined Compressive Density ep r foot Consistency per foot Strength Itsf) very loose less than 4 very soft less than 2 less than 0.25 loose 4 to 10 soft 2 to 4 0.25 to 0.50 medium 10 to 3C firm (medium) 4 to 8 0.50 to 1.0 dense 30 to 50 stiff 8 to 15 1.0 to 2.0 very dense over 50 very stiff 15 to 30 2.0 to 4.0 hard over 30 over 4.0 S EC O R EXPLANATION OF TERMS International Incorporated AND SYMBOLS 2 of 3 SOIL CLASSIFICATION SYSTEM (ASTM D2487) LABORATORY MAJOR DfVlSION GROUP GRAPHIC TYPICAL. DESCRIPTION CLASSIFICATION SYMBOL SYMBOL CRITERIA Strong color or odor and often HIGHLY ORGANIC SOILS Pt Peat and other highly organic sails fibrous lexlure WeU graded Gravels,Gravel Sand 060 �, GW mixtures(<5%fines) Crr D10 6 C� GO xD601 103 m o N T c CLEAN GRAVELS o °t o •� r• • Poorty-graded Gravels and Gravel- Not meeting all above 0 requirements Sand mxe fi m w m "x c=° •� A Silly Gravels,Gravel-Sand-Sill mixtures Alterberg limils below'A'line GM (>12%fines) or 1 p<( z 0 c yr •i •• a O n z DIRTY GRAVELS or i x Clayey Graves,GravalSand-Clay Anerberp limits above'A•line GC mixtures(>12%fines) or Ip�7 z ;, P m SW ° ' •r• •�; Wetlyraded Sands,Gravelly Sands C� 060 .4 C� (D30) X1103 Lb ,�� ( 5%fines) Dt0 D10 x D60 m CLEAN SANDS poorly-graded Sands or Gravelly Sands Not meeting all above U r o SP { (c5%fines) requirements L o m Silty Sands,Sand-Sill mixtures Aiterberg limits below•A'line SM (s12%fines) or I Pv z DIRTY SANDS i5 - Clayey Sands,Sand-Clay mixtures Alterberg Omits above•A'line SC 0-12%Ones) or 1 P3.7 Inorganic Sills and very lure Sands.Rode SOTS Pkxx.Silty Sands of slight plasticity W L` Below•A•fine on plan" o chart: negligible horganlc bets micaceous of W La 50 organic content diatomaceous,fine Sandy or SMY coils kxwganic Clays of low PlastichY. We 30 p CIL Gravelly,Sandy,or 62Y Clays,ban Clays CLAYS kwrgank:Crays of medium Plasticity, W s�,�r Sea chart Above'A'One on plastidty d Silly Clays L below Chad: "gnome organic content inorpnio Clays*(high Plasttdly. W L'60 a r (21 CLIP ORGANIC SILTS& r i i i I. Organic Sft and organic Silty Clays icy c 60 ORGANIC CLAYS OL i i i r r of low pla�� L Below'/:line on OH . .' . Organic Clays of high plasd* W L>60 play chart The saII or each strum is described using ASTM D2487 PLASTICITY Cf=T and D2488 nwddled•lightly•d tmt an kwrgmllo day of �nedrun p(astk3ty is reoogn(md ' ADDITIONAL SOIL CLASSIFICATION Toughness( n i p Index when C" FE Soil IL oornparkng saga al equal ig(tid GtIr1I Sc Sandstone a •,rJ Mti 1 or I 20 CL Cs Clayslone g 1 0- 10 7 --- A Lis Siilstone a 0 0 10 20 30 •0 fro so 70 so 00 - v v v Jsp Undilrerenlialedr✓,etavelcanirs UQUID OMIT W L c C C O R EXPLANATION OF TERMS �7 C AND SYMBOLS International Incorporated 3 . af. 3 S ECOR Logged By: Date Drilled: Drilling Contractor Project Name: Method/Equipment: Boring Number: Chevron 9-5664 Hollow Stem Auger SIPS 11/18/05 Cascade Encinitas,CA CME-75 SB-1 See"Legend to Logs"for Boring Surface Groundwater Depth(ft.): Total Drive Drop sampling method rDiam.(in.): Elev.(ft.): Not Encountered Depth(ft.): wt.(Ibs.): Dist.(in.): classifications and laboratory 8 21.5 140 30 testin methods y C T Q Soil V Description Boring o 3 Ca cl ✓; a7 Concrete Cap 23 Silty SAND(SM)-medium brown,fine to medium grained 0 SBl-2 26 sand, little fines,damp,dense,no hydrocarbon odor(hco) 27 5 11 ...same as above,organic smell,staining 0 CNSL SB I-5 12 14 T ___________________________ Hydrated - Bentonite 10 Granules 14 Poorly Graded SAND(SP)-light orangish yellow,fine to 0 CNSL SB1-10 18 medium grained sand,slightly moist,medium dense,no hco—x 32 T 15 10 ...same as above 0 SBI-15 16 23 20 24 ...same as above, light yellowish orange 0 SB1-20 27 34 Total Depth=21.5 feet below ground surface(bgs) Groundwater Not Encountered The substrata descriptions above are generalized representations and based upon visual/manual classification of cuttings and/or samples obtained during drilling. Predominant material types shown on the log may contain different materials and the change from one predominant material type to another could be different than indicated. Descriptions on this log apply only at the specific location at the time of drilling and may not be representative of subsurface conditions at other locations or times. Project No. 04CH.95664.00 Date November 2005 Log of Boring t:\CHEVRON TEXACO\9-5664\9-5664 LOGS.GPJ Figure LOG OF BOREHOLE A-1 (sheet 1 of 1) 6 SECOR Logged By: Date Drilled: Drilling Contractor Project Name: Method/Equipment: Boring Number: Chevron 9-5664 Hollow Stem Auger SPS 11/18/05 Cascade Encinitas,CA CME-75 SB-2 See"Legend to Logs"for Boring Surface Groundwater Depth(ft.): Total Drive Drop sampling method, Diam.(in.): Elev.(ft.): Not Encountered Depth(fl.): wt.(]bs.): Dist.(in.): classifications and laboratory 8 51.5 140 30 testing methods d Soil Description x Boring Q o o q -C co a zn rt1 Concrete Cap 4 Silty SAND(SM)-medium brown, fine to medium grained 0 MD SB2-2 5 sand,some fines, loose,moist,no hco 5 5 4 ...same as above,dark brown 0 SB2-5 4 9 T 11 - 0 CNSL SB2-7 15 17 Hydrated Bentonite Granules 10 14 ...same as above, fine to coarse grained sand, moist, medium 0 SB2-10 17 dense,no hco T 28 ----------------------------- 15 17 Poorly Graded SAND(SP)-light yellowish orange,fine to 0 NID SB2-15 -24 medium grained sand,moist,dense,no hco 37 The substrata descriptions above are generalized representations and based upon visual/manual classification of cuttings and/or samples obtained during drilling. Predominant material types shown on the log may contain different materials and the change from one predominant material type to another could be different than indicated. Descriptions on this log apply only at the specific location at the time of drilling and may not be representative of subsurface conditions at other locations or times. Project No. 04CH.95664.00 Date November 2005 Log of Boring 1:\CHEVRON TEXACO\9-5664\9-5664 LOGS.GPJ Figure LOG OF BOREHOLE A-2 (sheet 1 of 3) 6 SECOR Logged By: Date Drilled: Drilling Contractor Project Name: Method/Equipment: Boring Number: Chevron 9-5664 Hollow Stem Auger SPS 11/18/05 Cascade Encinitas,CA CME-75 SB-2 See"Legend to Logs"for Boring Surface Groundwater Depth(ft.): =(ft.): NkI.(Ibs.):e Drop sampling method, Diam.(in.): Elev.(ft.): Not Encountered De Dist.(in.): classifications and laboratory 8 0 30 testin methods � � y ❑ 'T D c v Soil Ei V Description Boring o a E a 17 ...same as above,yellowish orange,rust staining 0 SB2-20 25 34 T f 25 43 ...same as above,fine to coarse grained 0 MD SB2-25 50/6" T Hydrated Bentonite Granules 30 16 ...same as above,medium dense 0 SB2-30 18 25 35 14 ...same as above 0 SB2-35 16 19 The substrata descriptions above are generalized representations and based upon visual/manual classification of cuttings and/or samples obtained during drilling. Predominant material types shown on the log may contain different materials and the change from one predominant material type to another could be different than indicated. Descriptions on this log apply only at the specific location at the time of drilling and may not be representative of subsurface conditions at other locations or times. Project No. 04CH.95664.00 Date November 2005 Log of Boring L•\Cl LEVRON TEXACO\9-5664\9-5664 LOGS.GPJ Figure LOG OF BOREHOLE A-2 (sheet 2 of 3) 10 SECOR Logged By: Date Drilled: Drilling Contractor Project Name: Method/Equipment: Boring Number: Chevron 9-5664 Hollow Stem Auger SPS 11/18/05 Cascade Encinitas,CA CME-75 SB-2 See"Legend to Logs"for Boring Surface Groundwater Depth(ft.): Total Drive Drop sampling method, Diam.(in.): Elev.(ft.): Not Encountered Depth(ft.): wt.(lbs.): Dist.(in.): classifications and laboratory 8 51.5 140 30 testing methods > C cJ N Soil J Description Boring ° a 3 q � Vn q o a V) L 20 Well Graded SAND(SW)-light gray,fine to medium 0 SB2-40 25 grained,moist,medium dense 36 T Hydrated Bentonite Granules 45 14 ...same as above 0 SB2-45 17 22 T 50 10 ...same as above,yellowish orange,no hco 0 S132-50 14 17 Total Depth=51.5 feet bgs Groundwater Not Encountered 55 The substrata descriptions above are generalized representations and based upon visual/manual classification of cuttings and/or samples obtained during drilling. Predominant material types shown on the log may contain different materials and the change from one predominant material type to another could be different than indicated. Descriptions on this log apply only at the specific location at the time of drilling and may not be representative of subsurface conditions at other locations or times. Project No. 04CH.95664.00 Date November 2005 Log of Boring 1:\CI-IEVRON TEXACO\9-5664\9-5664 LOGS.GPJ Figure LOG OF BOREHOLE A-2 (sheet 3 of 3) S ECOR Logged By: Date Drilled: Drilling Contractor Project Name: Method/Equipment: Boring Number: Chevron 9-5664 Hollow Stem Auger SPS 11/18/05 Cascade Encinitas,CA CME-75 SID '2 See"Legend to Logs"for Boring Surface Groundwater Depth(ft.): Total TEP Drop sampling method, Diam.(in.): Elev.(ft.): Not Encountered Depth(ft.): Dist.(in.): classifications and laboratory 8 31.5 30 testin methods Q c M ro v Soil Description x Boring a 3 Ca �°, M Q E rn m Concrete Cap 12 Silty SAND(SM)-medium brown,fine to medium grained 0 SB3-2 12 sand,some fines, loose,moist,no hco 12 5 14 ...same as above,yellowish orange,little fines,fine grained 0 CNSL SB3-5 16 sand,moist,medium dense,no hco r 24 T Hydrated Bentonite Granules 10 12 Well Graded SAND(SW)-yellowish orange,fine to coarse 0 SB3 10 14 : grained sand,moist,medium dense,no hco 17 T 15 17 Poorly Graded SAND(SP)-yellowish orange,fine to 0 CNSL SB3-15 22 coarse grained sand,moist,medium dense,no hco —x 25 The substrata descriptions above are generalized representations and based upon visual/manual classification of cuttings and/or samples obtained during drilling. Predominant material types shown on the log may contain different materials and the change from one predominant material type to another could be different than indicated. Descriptions on this log apply only at the specific location at the time of drilling and may not be representative of subsurface conditions at other locations or times. Project No. 04CH.95664.00 Date November 2005 Log of Boring 1:\CHEVRON TEXACO\9-5664\9-5664 LOGS.GPJ Figure LOG OF BOREHOLE A-3 (sheet 1 of 2) 6 S ECOR Logged By: Date Drilled: Drilling Contractor Project Name: Method/Equipment: Boring Number: Chevron 9-5664 Hollow Stem Auger SPS 11/18/05 Cascade Encinitas,CA CME-75 SB-3 See"Legend to Logs"for Boring Surface Groundwater Depth(ft.): Total Drive Drop sampling method, Diam.(in.): Elev.(ft.): Not Encountered Depth(ft.): w2.(Ibs.): Dist.(in.): classifications and laboratory 8 31.5 140 30 testin methods > C � N Soil Description E Boring v; m 17 ...same as above 0 SB3-20 20 25 r T Hydrated Bentonite Granules 25 11 ...same as above,light yellowish orange 0 SB3 25 14 19 T ------------------------------ 30 14 Well Graded Sand(SW)-yellowish orange,fine to coarse 0 SB3 30 16 grained,moist,dense,no hco 19 Total Depth=31.5 feet bgs Groundwater Not Encountered 35 The substrata descriptions above are generalized representations and based upon visual/manual classification of cuttings and/or samples obtained during drilling. Predominant material types shown on the log may contain different materials and the change from one predominant material type to another could be different than indicated. Descriptions on this log apply only at the specific location at the time of drilling and may not be representative of subsurface conditions at other locations or times. Project No. 04CH.95664.00 Date November 2005 Log of Boring I:\CHEVRON TEXACO\9-5664\9-5664 LOGS.GP1 Figure LOG OF BOREI IOLE A-3 (sheet 2 of 2) S ECOR Logged By: Date Drilled: Drilling Contractor Project Name: Method/Equipment: Boring Number: Chevron 9-5664 Hollow Stem Auger SPS 11/18/05 Cascade Encinitas,CA CME-75 SB-4 See"Legend to Logs"for Boring Surface Groundwater Depth(ft.): Total Drive Drop sampling method, Diam.(in.): Elev.(ft.): Not Encountered Depth(ft.): wt.(Ibs.): Dist.(in.): classifications and laboratory 8 21.5 140 30 testing methods c a Soil co U Description U Boring a Ca V, Concrete Cap 10 Silty SAND(SM)-medium brown,fine to medium grained 0 SB4-2 12 sand,some fines,trace organic matter,slightly moist, 17 medium dense,no hco 5 20 ...same as above, light brown 0 DS SB4-5 24 29 T --------------------------- Hydrated Bentonite 10 Granules 6 Poorly Graded SAND(SP)-yellowish orange, fine to 0 SB4-10 11 medium grained sand,trace gravel,moist,medium dense, 12 no hco T 15 15 ...same as above,light gray 0 DS SB4-15 18 25 20 12 ...same as above 0 SB4-20 15 25 Total Depth=21.5 feet bgs Groundwater Not Encountered The substrata descriptions above are generalized representations and based upon visual/manual classification of cuttings and/or samples obtained during drilling. Predominant material types shown on the log may contain different materials and the change from one predominant material type to another could be different than indicated. Descriptions on this log apply only at the specific location at the time of drilling and may not be representative of subsurface conditions at other locations or times. Project No. 04CH.95664.00 Date November 2005 Log of Boring 1:\CHEVRON TEXACO\9-5664\9-5664 LOGS.GPJ Figure LOG OF BOREHOLE A-4 (sheet 1 of 1) APPENDIX B LABORATORY TEST RESULTS 151 Converse Consultants qVOver 60 Years of Dedication in Geotechnical Engineering and Environmental Sciences December 12, 2005 Mr. Jaret Fischer SECOR 25864-F Business Center Drive Redlands, CA 92374 Subject: LABORATORY TEST RESULTS SECOR PROJECT — CHEVRON 9-5664 Converse Project No. 05-81-116-27 Dear Mr. Fischer: Enclosed are the laboratory test results that you requested for the above-referenced project. We received twenty-five (25) ring and two (2) bulk samples from your office on November 21, 2005. The following tests were performed in accordance with the relevant standards: In situ moisture contents and dry densities (ASTM Standard D2216) ♦ Expansion Index (ASTM Standard D4829) Soil corrosivity tests (Caltrans 643, 422, 417, and 532) ♦ R-value (ASTM Standard D2844) ♦ Maximum dry density and optimum-moisture content relationship (ASTM Standard D1557) Direct shear (ASTM Standard D3080) ♦ Consolidation (ASTM D2435) We appreciate the opportunity to be of continued service to SECOR. If you should have any questions or need additional information, please feel free to contact us at (909) 796-0544. CONVERSE CONSULTANTS f: Genrrady Tsarev, P.E. Project Engineer Encl: Drawing No. 1 , Moisture-Density Relationship Results Drawings No. 2 and 3, Direct Shear Test Results Drawings No. 4 through 8, Consolidation Test Results � 10391 Corporate Drive, Redlands,California 92374 p•=Y=•a Telephone:(909)796-0544 ♦ Facsimile:(909)796-7675 ♦ e-mail:rediands@conversecoiisultants.com Pap•r Laboratory Test Results SECOR PROJECT - CHEVRON —9-5664 December 12, 2005 Page 2 Table No. 1 In-Situ Moisture Content and Dry Density Sample Sample Soil Description Dry Density, pcf Moisture Content, No. Depth, ft SB_2 2 Silt Sand SM 106 7.4 SB-2 15 Sand SP 100 4.0 SB-2 25 Sand SP 100 4.3 Table No. B-2, Ex an ion Index Test Results ffSPB No. Depth Soil Description Expansion Index Expansion Potential feet 1 0-5 Silty Sand (SM) 0 Very Low Table No. B-3, Corrosivity Test Results Soluble Sulfate Soluble Chlorides Saturated Sample pH (CA 417) (CA 422) Resistivity No./Depth (CA 643) (ppm) (ppm) Ohm-cm SB-1/0-5 7.0 29 49 3,066 Table No. B-4, R-value Test Result Measured Sample No. Depth (feet) Soil Classification R-value SB-2 0-5 Silty Sand (SM) 29.1 Converse Consultants CCIENT\OFFICE\JOBFILE\05116-27_lab.doc 150 Curves of 100%Satl.ration for Specific Gravity E ual to: 145 z.80 2.70 260 140 135 130 125 U }a F- z 120 W ° r ° 115 110 105 100 95 90 0 5 10 15 20 25 30 WATER CONTENT,% ASTM OPTIMUM MAXIMUM DRY SYMBOL BORING NO. DEPTH(ft) DESCRIPTION TEST METHOD WATER,% DENSITY,pcf • SB-1 0-5' SILTY SAND(SM),brown A 7.5 128.5 MOISTURE-DENSITY RELATIONSHIP RESULTS CHEVRON 9-5664 Project No. Drawing No. Converse Consultants For:Secor 05-81-116-27 1 Protect ID:D5-81-116-27.GPJ,Template COMPACTION 5,000 4,000 N i 3,000 c� z w 0_ LO 0= w U) 2,000 1,000 0 0 1,000 2,000 3,000 4,000 5,000 SURCHARGE PRESSURE, psf BORING NO. SB-4 DEPTH(ft) 5' DESCRIPTION SILTY SAND(SM) COHESION(psf) 600 FRICTION ANGLE(degrees) 28 MOISTURE CONTENT(%) 9.3 DRY DENSITY(pcf) 115.4 NOTE: Ultimate Strength. DIRECT SHEAR TEST RESULTS CHEVRON 9-5664 Project No. Drawing No. Lam' Converse Consultants For:Secor 05-81-116-27 2 Project ID 05-81-116-27.GPJ,Template.DIRECT SHEAR 5,000 I 4,000 3,000 af H 0 z w ry Q w 2,000 1,000 I 0 0 1,000 2,000 3,000 4,000 5,000 SURCHARGE PRESSURE, psf BORING NO SB-4 DEPTH(ft) 15' DESCRIPTION SAND(SP) COHESION(psf) 300 FRICTION ANGLE(degrees) 32 MOISTURE CONTENT(%) 5.8 DRY DENSITY(pcf) 96.9 NOTE: Ultimate Strength. DIRECT SHEAR TEST RESULTS CHEVRON 9-5664 Project No. Drawing No. For:Secor 05-81-116-27 3 16^ Converse Consultants Project ID:05-81-116-27.GPJ.Template:DIRECT SHEAR i 2 I i 4 � o z 6 i i i 8 10 100 1,000 10,000 105 STRESS, psf BORING NO. SB-1 DEPTH(ft) 2' DESCRIPTION : SILTY SAND(SM) MOISTURE DRY DENSITY PERCENT VOID CONTENT(%) (pcf) SATURATION RATIO I INITIAL 7.8 119.1 54 0.385 FINAL 12.5 122.4 100 0.348 NOTE: Solid Circles Indicate Readings After Addition of Water CONSOLIDATION TEST RESULTS CHEVRON 9-5664 Project No. Drawing No. Converse Consultants For: Secor 05-81-116-27 4 'roject ID 05-81-116-27.GPJ,Template.CONSOLIDATION I 2 4 ' 0 z I 6 I I 8 10 5 100 1,000 10,000 10 STRESS, psf BORING NO. SB-1 DEPTH(ft) 10, DESCRIPTION: SILTY SAND(SM) MOISTURE DRY DENSITY PERCENT VOID CONTENT(%) (pcf) SATURATION RATIO INITIAL 5 106.2 24 0.553 FINAL 18.6 108.7 100 0.517 NOTE Solid Circles Indicate Readings After Addition of Water CONSOLIDATION TEST RESULTS CHEVRON 9-5664 Project No. Drawing No. Converse Consultants For:Secor 05-81-116-27 5 'roject ID:05-81-116-27.GPJ;Template.CONSOLIDATION I 2 4 0 z i l � I 6 i i 8 i i 10 100 1,000 10,000 105 STRESS, psf i I BORING NO SB-2 DEPTH(ft) 7' I DESCRIPTION: SILTY SAND(SM) MOISTURE DRY DENSITY PERCENT VOID CONTENT(%) (pcf) SATURATION RATIO INITIAL 5 106.2 24 0.553 FINAL 18.6 108.7 100 0.517 NOTE: Solid Circles Indicate Readings After Addition of Water CONSOLIDATION TEST RESULTS CHEVRON 9-5664 Project No. Drawing No. isak Converse Consultants For:Secor 05-81-116-27 6 i 'roject 10:05-81-116-27.GPJ.Template:CONSOLIDATION 2 i I 4 0 z Q Ir I— 6 8 I 1000 1,000 10,000 105 STRESS, psf BORING NO. SEI-3 DEPTH(ft) 5' lDESCRIPTION : SILTY SAND(SM) MOISTURE DRY DENSITY PERCENT VOID CONTENT(%) (pcf) SATURATION RATIO INITIAL 6.9 119 47 0.386 FINAL 13.5 121.3 100 0.360 I NOTE Solid Circles Indicate Readings After Addition of Water CONSOLIDATION TEST RESULTS CHEVRON 9-5664 Project No. Drawing No. Converse Consultants For:Secor 05-81-116-27 7 70ject ID:05-81-116-27.GPJ,Template CONSOLIDATION i i 2 4 0 z Q 6 � I 8 I -I 1000 1,000 10,000 105 iSTRESS,psf BORING NO. SB-3 DEPTH(ft) 15, DESCRIPTION : SAND(SP) MOISTURE DRY DENSITY PERCENT VOID CONTENT(%) (pcf) SATURATION RATIO INITIAL 4.2 93.6 15 0.762 FINAL 27.4 96.2 100 0.715 NOTE: Solid Circles Indicate Readings After Addition of Water CONSOLIDATION TEST RESULTS CHEVRON 9-5664 Project No. Drawing No. IVra Converse Consultants For:Secor 05-81-116-27 8 rojecl ID.05-81-116-27.GPJ,Template CONSOLIDATION APPENDIX C GENERAL EARTHWORK AND GRADING SPECIFICATIONS APPENDIX C GENERAL EARTHWORK AND GRADING SPECIFICATIONS These general earthwork and grading specifications are for the grading and earthwork shown on the approved grading plan(s) and/or as indicated in this geotechnical report(s). These specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these general specifications. However, observations of the earthwork by the Project Soils Engineer during the course of grading could result in new or revised recommendations that could supersede these specifications or the recommendations of the geotechnical report(s). PROJECT SOILS ENGINEER The owner shall contract with the Project Soils Engineer of Record. The Project Soils Engineer shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of grading. During the grading and earthwork operations, the Project Soils Engineer shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Project Soils Engineer, shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of overexcavation areas, all key bottoms, and benches made on sloping ground to receive fill. The Project Soils Engineer shall observe the moisture conditioning and processing of the areas to receive fill materials and the fill materials themselves, and perform compaction testing of fill to determine the level of compaction. The responsibility of achieving soil compaction is that of the Contractor. The Project Soils Engineer shall provide the test results to the owner and the Contractor on a routine and frequent basis to assist the Contractor in determining the best means to achieve the required soil compaction. The Project Soils Engineer shall schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing as informed by Contractor of the anticipated schedule. The purpose of these specifications, the term Project Soils Engineer includes workman working under the authority of the Project Soils Engineer. EARTHWORK CONTRACTOR The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture conditioning, processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. If requested by the Owner, the Contractor shall prepare and submit to the owner and the Project Soils Engineer a work plan that indicates the sequence of earthwork grading and the estimated quantities of daily earthwork contemplated for the Site prior to commencement of grading. The Contractor shall inform the Owner and the Project Soils Engineer of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Project Soils Engineer is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Project Soils Engineer, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Contractor shall rectify the unsatisfactory conditions to the satisfaction of the Project Soils Engineer. If the unsatisfactory conditions cannot be rectified to the satisfaction of the Project Soils Engineer, the Owner should stop construction until an adequate plan to remedy the conditions can be established. GUIDE SPECIFICATIONS The following items of these guide specifications should be regarded as the minimum requirements for general earthwork and grading operations. On a Site specific basis, local governmental agencies may have more stringent requirements than specified herein. 1. All filling and backfilling operations should conform with applicable local building and safety codes and to the rules and regulations of those governmental agencies having jurisdiction over the subject construction. The earthworks contractor is responsible to notify governmental agencies, as required, and the Project Soils Engineer at the initiation of grading, and any time that grading operations are resumed after an interruption. Each step of the grading should be approved in a specific area by the Project Soils Engineer and, where required, by the applicable governmental agencies before proceeding with subsequent work. 2. Prior to the start of grading, the Site shall be cleared and grubbed of all debris, vegetation, deleterious materials, surface obstructions and loose unapproved fill shall be removed and disposed offsite. Any existing irrigation, drainage or utility lines, or other abandoned subsurface structures shall be removed, destroyed or abandoned in compliance with specifications and recommendations from the Project Soils Engineer, owner or local governing agencies. The Project Soils Engineer shall evaluate the extent of these removals depending on Site specific conditions. No fill material or soil supporting structural fill material shall contain more than five percent organic materials (by volume). As allowed by the Owner, unsuitable materials may potentially by utilized in non-structural fill areas. 3. Existing ground that has been declared satisfactory to support fill by the Project Soils Engineer shall be scarified a minimum depth of six inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 4. In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, uncontrolled artificial fill, soft, loose, dry, saturated, spongy, organic-rich, highly fractured, porous, collapsible or otherwise unsuitable ground shall be overexcavated to competent ground, as evaluated by the Project Soils Engineer during grading. Competent ground may include dense, non-porous natural deposits of soil. 5. If potentially hazardous materials are encountered, the Contractor shall stop work in the area and the Project Environmental Engineer or Project Soils Engineer shall be informed immediately for proper evaluation and handling of these materials prior to continuing work in that area. 6. Where fill is placed on a sloping ground that is steeper than 20 percent, the ground to receive fill shall be prepared by proper keying and benching. The Project Soils Engineer shall determine the vertical and horizontal sizes of the keys and benches. In general, the lowest keyway shall be constructed under the toe of the fill at least 15 feet in width and at least two feet deep, into competent material, as evaluated by the Project Soils Engineer. Subsequent benches shall be excavated a minimum height of four feet into competent material or as otherwise recommended by the Project Soils Engineer. Fill placed on sloping ground that is flatter than 20 percent shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 7. All areas to receive fill, including processed areas, overexcavation bottoms, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested to evaluate if geotechnically suitable materials have been exposed. 8. Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan or as recommended by the Project Soils Engineer. The Project Soils Engineer may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on the actual subsurface conditions encountered during grading. A registered land surveyor/civil engineer shall survey all subdrains after installation and prior to burial for line and grade. 9. Material to be used as fill shall be approved by the Project Soils Engineer and shall be essentially free of organic matter and other deleterious substances. Soils of poor quality, such as those with unacceptable gradation, expansive potential (import soils with an expansion index greater than 20), or low strength shall be placed in areas acceptable to the Project Soils Engineer and/or mixed with other soils to achieve satisfactory fill - material. 10. Oversize material defined as rock, or other irreducible material with a maximum dimension greater than three inches, shall not be buried or incorporated in the fill unless the Project Soils Engineer specifically accepts the placement methods. If approved by the Project Soils Engineer, placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. 11. If importing of fill material is required for grading, proposed import material shall meet the requirements specified herein. The potential import source shall be given to the Project Soils Engineer at least two working days before importing begins so that its suitability can be determined and appropriate tests can be performed. 12. Approved fill material shall be placed in areas prepared to receive fill in near-horizontal layers not exceeding eight inches in loose thickness. The Project Soils Engineer may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture content throughout. Thinner layers of soil may be necessary if the Contractor is unable to achieve the required compaction. 13. Fill soils shall be moisture conditioned (e.g. watered, dried back, blended, and/or mixed, as necessary) to attain a relatively uniform moisture content near the optimum. The maximum dry density and optimum soil moisture content of fill materials shall be performed in accordance with ASTM Test Method D 1557. 14. After each layer has been moisture-conditioned, mixed, and evenly placed, the soil shall be uniformly compacted to not less than 90 percent of maximum dry density, unless otherwise specified in the approved geotechnical report(s). The contractor shall utilize equipment that is sized to efficiently achieve the specified level of compaction in a uniform manner. The contractor's earthwork operations should not result in movement or damage to completed work. 15. Field tests for moisture content and relative compaction of the fill soils shall be performed by the Project Soils Engineer in accordance with ASTM standards or as required by local governmental agencies. The location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Tests shall be taken at intervals not exceeding two feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. The Contractor shall allow the Project Soils Engineer a safe means to adequately test fill construction. If the Contractor achieves substandard compaction, the contractor shall adjust the earthwork operations (which may include additional compactive energy, adjustment of moisture content, thinner soil lifts, uniform soil placement, etc.) to meet the project specifications. 16. Wherever, in the opinion of the Project Soils Engineer or Owner, an unstable condition is being created by cutting or filling, the work shall not proceed in that area until an investigation has been made and the grading recommendations revised, if necessary. Drainage Report for Chevron Station #9-5664 - - -_ 540 La Costa Avenue t Encinitas, Ca June 20, 2007 fi Prepared For No 30560 Exp. 03/31108 - RHL Design Group CIV1\- �P 2401 E. Katella Ave. �Te of Cap`F0 Anaheim, CA 92806 Prepared By CONSULTING ENGINEERS/SURVEYORS/PLANNERS 4100 Newport Place Drive-Suite 200 Tel(949)756-6440 Newport Beach,California 92660 Fax(949)756-6444 ATTESTATION This report has been prepared by, and under the direction of, the undersigned, a duly Registered Civil Engineer in the State of California. Except as noted, the undersigned attests to the technical information contained herein, and has judged to be acceptable the qualifications of any technical specialists providing engineering data for this report, upon which findings, conclusions, and recommendations are based. James . Kawamura, P.E. Date: June 18, 2007 Registered Civil Engineer No. C30560 QupF ESSIpN N.KAWq� (� No. 10560 Exp. 03/31 J08 TABLE OF CONTENTS Introduction ....................................................................................................................... 1 ExistingConditions............................................................................................................ 1 ProposedProject............................................................................................................... 1 HydrologyStudy Guidelines.............................................................................................. 1 RainfallRunoff................................................................................................................... 2 Timeof Concentration....................................................................................................... 2 CatchBasins..................................................................................................................... 2 Calculations....................................................................................................................... 3 Priority Project and Bio-Swale size calculations................................................................ 3 "Triton" Filter Insert............................................................................................................ 6 "DrainPac" Filter Insert...................................................................................................... 7 Table I — Hydrology/Hydraulic Calculations -i- Drainage Report for Prepared by Chevron Station-Encinitas KHR Associates Introduction This report documents a Hydrology Study for a proposed Chevron Station project in the City of Encinitas, San Diego County, California. The purpose of the study was to identify and assess site hydrology and the design of drainage facilities to accommodate run-off. This study was commissioned by RHL Design Group, Anaheim, California, and independently prepared by KHR Associates, Newport Beach, California, the project civil engineer. The site is located on the northwest corner of the intersection of La Costa Avenue and Interstate 5, in the city of Encinitas, California. The site is bounded by La Costa Avenue followed by single family residences to the south, Interstate 5 followed by vacant land to the east, a nursery to the west, and vacant land followed by Batiquitos Lagoon to the north. Existing Conditions The site is irregularly shaped, is approximately 1.3 acres in size, and is occupied by an existing Chevron retail gasoline facility and vacant land. The retail gasoline facility includes a convenience store and mechanic shop building, one fuel dispenser island canopy, four underground storage tanks, asphalt paved parking and driving areas, and several small landscaped areas. Proposed Project RHL Design Group (RHL) of Anaheim, California, provided the preliminary development layout for the proposed project. The proposed development will consist of a new single-story Chevron convenience store building. The existing convenience store will be razed and removed from the site. The existing fuel dispenser islands and canopy, and the three underground storage tanks will remain and will not be removed or replace. The site location are shown on figure 1 . There will be PCC Pavement and AC pavement through out the site that will replace existing and undesirable site conditions to accommodated for new truck and vehicle paths. Hydrology Study Guidelines The following hydrology guidelines were followed: -1- Drainage Report for Prepared by Chevron Station-Encinitas KHR Associates 1) The San Diego County Hydrology Manual (SDCHM) (July 2003) procedures and standards were used in assessing local storm drain needs and design. 2) SDCHM Rational Method used to compute peak rainfall runoff (Q) for 100- year storm. 3) Non-pressurized, uniform, steady state flow assumed for all systems. 4) All site drainage to be routed through site into existing storm drain facilities of sufficient capacity to handle existing storm run-off. 5) Storm drain system will be private. 6) The project site is not within a burned or debris producing area, and therefore requires no special consideration for debris volumes, debris bulked flow, or watershed erosion. Rainfall Runoff Rainfall runoffs for the site was calculated as follows: Peak Discharge (Qmax) _ C•1-A (Rational Method); where C = coefficient of runoff; I = intensity of rainfall (inches per hour); and A = area (acres). Time of Concentration The times of concentration (Tc) for full flow conditions were calculated as follows: Tc = Tt(sheet) + Tt(concentrated) + Tt(channel), where Tt(sheet) = travel time for areas with sheet flow; Tt(concentrated) = travel time for areas of shallow concentrated flow; and Tt(channe,) = travel time in channel flow. For sub-area surface flow it was assumed that Tc= Tt(concentrated)since both sub-areas exceeded 300 feet of surface flow and surface runoff is largely collected into roof drains, drop inlets and drainage pipes throughout the apartment complex. Catch Basins Catch basins were designed for Q,00 full intercept of flow, with a safety factor of 2 times the calculated required length of curb opening. -2- Drainage Report for Prepared by Chevron Station-Encinitas KHR Associates Calculations Hydrology and hydraulic calculations are provided in Table I. This data was used to compute rainfall runoff and storm drain design for the subject project. Table I includes: calculations for the rate of flow (in cubic feet per second) for a 100 year storm for all drainage areas and sub-areas. - Priority Proiect and Bio-Swale size calculations Using the Urban Runoff Quality Management ASCE/WEF Manual guidelines for Selection and Design of Passive Treatment Controls: Using the Rational Method Q = CIA to solve for Q and using a 1% of the 50-year design flow rate. Where Q = Flow (cubic feet/second, cfs) C = Runoff Coefficient I = Rainfall Intensity (inch/hour) A = Total Site Area (acres) Runoff Calculation Single Lateral from the west side Q = CIA = 0.89 x 6.2 inches/hour x 0.34 acre = 1.87 cubic feet/second 10% of 1.87 cubic feet/second = 0.19 cfs for BMP design Single Lateral from the east side Q = CIA = 0.89 x 7.1 inches/hour x 0.34 acre = 2.15 cubic feet/second 10% of 2.15 cubic feet/second = 0.22 cfs for BMP design Manifold laterals from west and east including landscape runoff Q = CIA = 0.89 x 7.9 inches/hour x 0.50 acre = 3.52 cubic feet/second 10% of 3.52 cubic feet/second = 0.35 cfs for BMP design *See attached calculation sheet for calculations for 50-year and 100-year storms. -3- Drainage Report for Prepared by Chevron Station-Encinitas KHR Associates Swale slope Used 0.50% or 0.0050 Vegetation Cover grass-lined swale Vegetation height Assumed 2 inches or 0.17 feet Mannin is n value Manning's n = 0.25, for routinely mowed grass-lined channels Cross-sectional shape of swale Trapezoidal shape was used. Swale width Swale widths used were 6-foot for single laterals on either side and then manifold into an 8-foot bottom wide swale. Flow Velocity Velocity = Runoff/Cross-sectional Area of flow = Q/A Single Lateral from the west side = 0.19 cfs/(1.3774 ft2) = 0.14 feet/second Single Lateral from the east side = 0.22 cfs/(1.5138 ft2) = 0.15 feet/second Manifold laterals from west and east including landscape runoff = 0.35 cfs/(2.2154 ft2) = 0.16 feet/second Swale Length Single Lateral from the west side Length =Velocity x Deterntion Time -4- Drainage Report for Prepared by Chevron Station-Encinitas KHR Associates = 0.14 feet/second x 600 seconds = 84 feet required = 84 feet provided Single Lateral from the east side Length =Velocity x Deterntion Time =0.15 feet/second x 600 seconds = 90 feet required = 72 feet provided Detention time not met=2.00 minutes Manifold laterals from west and east including landscape runoff Length = Velocity x Deterntion Time = 0.16 feet/second x 600 seconds = 96 feet required = 122 feet provided -5- Drainage Report for Prepared by Chevron Station-Encinitas KHR Associates "Triton" Filter Insert -6- TRITON FILTEW M �ntal hf� s°°� a�� Product CATCH BASIN FILTER INSERT a � Spe+cifica, on THE TRITON FILTER • Non-reactive High Density Poly- ethylene (HDPE) plastic construc- tion,with U.V.inhibitors. • Round,Square,Rectangular,Low Profile and Custom models. • Dual Stage and Dual Capacity Filters are also available. • Quick and easy servicing made �y i available by replaceable Media-Paks. • Filter Media-Pak available for the removal of hydrocarbons,metals, sand,silt,and litter. • Disposable Filter Media-Pak is constructed from durable geotextile, polyproplene fabric. 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The DrainPac is available in four styles: Grate Top, Curb, and round configurations as well as new styles designed for outfall, or"end of pipe"applications,and drop-in drain applications. Each insert is equipped with a choice of two overflow systems,the hydraulic bypass and the new uninhibited bypass,both of which accommodate heavy rains and potential flooding. The insert is a low cost,Best Management Practice(BMP)to aid in meeting NPDES requirements.Utilizing the DrainPac in Strom Water Pollution Prevention Plans(SWPPP)can reduce the need for scheduling drain clean-outs by eliminating the amount of solids in drainage systems.The insert can be fabricated to fit any drain size and type. PacTec,Inc. is an industry leading manufacturer. Since 1989,PacTec has provided product solutions to meet the challenges of the ever-changing environmental industry. APPLICATIONS ADVANTAGES ©2002 PacTec,Incorporated No information my be reproduced without the prior consent of PacTec,Incorporated. HOME PRODUCT STATISTICS MEDIA SALES LINKS REQUEST SITEMAP EMAIL 1 of 1 6/20/2007 10:45 AN San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial T; values based on average C values for the Land Use Element are - also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION T; Element* DU/ .5% 1% 2% 3% 5% 10% ® Acre LM T; LM I T; LM T; LM T; LM I Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 1 100 6.9 LDR 1 1 50 12.2 70 11.5 85 10.0 100 1 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 1 9.6 80 1 8.1 95 7.8 100 1 6.7 100 5.3 MDR 7.3 50 1 9.2 65 8.4 80 7.4 95 7.0 100 6.0 1 100 4.8 MDR 10.9 50 1 8.7 65 7.9 80 6.9 90 6.4 100 5.7 1 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 43' 100 3.5 HDR 1 43 50 5.3 65 1 4.7 75 1 4.0 85 1 3.8 95 3.4 100 1 2.7 N. Corn 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. 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