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2005-9294 G/I City O fENGINEERING SER VICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering December 7, 2007 Attn: First National Bank 6110 El Tordo Rancho Santa Fe, California 92067 RE: North Coast Health Center, LLC 477 N. El Camino Real APN 257-470-04,05 Case No. 03-235 Improvement Permit 9294-G Final release of security Permit 9294-G authorized earthwork, storm drainage, and erosion control, all needed to build the described project. The Field Operations Division has approved the grading and finaled the project. Therefore, a full release of the security is merited. Letter of Credit FNB 53-111, in the amount of$294,286.00, is hereby released in its entirety. The document original is enclosed. Should you have any questions or concerns, please contact Paul M. Dupree at (760) 633- 2808 or in writing, attention this Department. Sincerely, 7 Paul M. upree J em ach Engineering Technician mane Manager Subdivision Engineering Financial Services CC: Jay Lembach,Finance Manager North Coast Health Center,LLC 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 ENGINEERING SER VICES DEPARTMENT City of Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering December 7, 2007 Traffic Engineering Attn: INSCO Insurance Services 17780 Fitch Suite 200 Irvine, California 92614 RE: North Coast Health Center, LLC 477 N. El Camino Real APN 257-470-04,05 Case No. 03-235 Grading Permit 9294-G Final release of security Permit 9294-G authorized earthwork, storm drainage, and erosion control, all needed to build the described project. The Field Operations Division has approved the grading and finaled the project. Therefore, a full release of the security deposit is merited. Performance Bond 7251755, in the amount of$1,177,144.00, is hereby fully exonerated. The document original is enclosed. Should you have any questions or concerns, please contact Paul M. Dupree at(760) 633- 2808 or in writing, attention this Department. Sincerely, i Paul M. Dupree J Le ach Engineering Technician Subdivision Engineering inance Manager Financial Services Cc: Jay Lembach, FinanceManager North Coast Health Center, LLC Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 40 recycled paper City OlENGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering September 12, 2007 Attn: First National Bank 6110 El Tordo Rancho Santa Fe, California 92067 RE: North Coast Health Center, LLC 477 N. El Camino Real APN 257-470-04,05 Case No. 03-235 Improvement Permit 9294-I Final release of security Permit 9294-I authorized the installation of public improvements fro public road and drainage improvements, all as necessary to build the described project. The Field hnspector has approved the construction and finaled the project. Therefore, a full release of the security deposited is merited. Letter of Credit FNB 53-104, in the amount of$31,657.00, is hereby released in its entirety. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Y Debra Geish Le ach Engineering echnician inance Manager Subdivision Engineering Financial Services CC: Jay Lembach,Finance Manager North Coast Health Center,LLC Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 (!�N recycled paper Q SOIL & TESTINGat , t . a San Diego Office Indio Office 9 P H O N E P.O. Box 600627 (619)280-4321 P H O N E 83-740 Citrus Avenue a S C San Diego CA 92160-0627 (760)775-5983 u TOLL F R E E , z (877)215-4321 6280 Riverdale Street T O L L F R E E Suite G 77)215-4321 _ T r A x San Diego, CA 92120 Indio, CA 92201-3438 c (619)280-4717 www.scst.com x n )775-8362 www.scst.com n � X006 May 23, 2006 SCS&T No. 0511230 Mr. Greg Petree ° Report No. 3 Americare 140 Lomas Santa Fe Drive, Suite 103 Solana Beach, California 92075 Subject: BUILDING PAD VERIFICATION NORTH COAST HEALTH CENTER, BUILDING B 477 NORTH EL CAMINO REAL ENCINITAS, CALIFORNIA Reference: "Preliminary Geotechnical Investigation, North Coast Health Center, Proposed Building D"; prepared CTE, Inc.; dated July 14, 2004. Dear Mr. Petree: The building pad at the subject site was cut to a that dense formational sandstone is exposed ar t grade throughout the u entire footprint nofcthe Proposed structure. The sandstone is suitable to support the proposed structure in its present condition, and no processing or compaction of the pad subgrade is required. It is our opinion that the pad is suitable for its intended use. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN,,�LIFORNIA SOIL & TESTING, INC. Da .,Adler, R.C.E. ,436037 Vice Pre$ident , DBA:MF:kv (3) Addressee (2) Davy Architecture (1) Jim O'Dell CONSTRUCTION TESTING & ENGINEERING, INC. SAN DIEGO,CA RIVERSIDE,CA VENTURA,CA TRACY,CA 1441 Montiel Road 12155 Magnolia Ave. 1645 Pacific Ave. SACRAMENTO,Ave. N.PALM SPRINGS,.CA Suite 115 242 W.Larch 3628 Madison ve 19020 N.Indian Ave. Suite 6C Suite 107 Suite F Suite 22 Escondido,CA 92026 Riverside,CA 92503 Oxnard,CA 93033 Tracy,CA 95376 Suite 2-K (760)746-4955 (951)352-6701 (805)486-6475 Y (9 Highlands,CA 95660 (7 N.Palm Springs,CA 92258 (760)746-9806 FAX (951)352-6705 FAX (209)839-2890 (916)331-6030 (760)329-4677 (805)486-9016 FAX (209)839-2895 FAX (916)331-6037 FAX (760)328-4896-FAX May 26, 2005 —� I (� ®,��, 10-6982G Eric Davy Archictects � DEC 8 �5 � l` 1 Attention: Mr. Eric Davy � � �--, 811 Tenth Avenue San Diego, California, 92101-6503 Z_ —_ "777777 Subject: Review of Grading Plans and Update Keystone Wall Design Recommendations North Coast Health Center Proposed Building "D" 477 North El Camino Real Encinitas, California Reference: Grading Plans for: North Coast Health Center City of Encinitas Engineering Department Drawing No.: 9294-G Preliminary Geotechnical Investigation North Coast Health Center Proposed Building "D" 477 North El Camino Real Encinitas, California CTE Job No.: 10-6982G, dated May 26, 2005 Mr. Davy: At your request, Construction Testing & Engineering, Inc. (CTE) has reviewed the referenced grading plans for the subject project. The object of our review was to identify with e recommendations presented in our referenced geotechnical report. It is our conclusion that the reviewed grading plan is in general conformance with recommendations presented in our referenced soils report. As required, CTE has also reviewed the proposed retaining wall along the east margin of the site. Based on our review and the information provided by the project architect and civil engineer,a maximum 37-foot high Keystone-type segmental block retaining wall is proposed. Our original investigation performed only shallow,hand-dug test pit excavations on the side of the existing slope where the wall is proposed. Due to the size of the proposed backcut for wall construction,as well as the desire to create an over-steepened backcut, CTE performed the excavation and observati test additional test pits along the proposed wall alignment. The ti on of five mounted excavator. p ts were created using a 20-ton track- GEOTECHNICAL I ENVIRONMENTAL I CONSTRUCTION INSPECTION AND TESTING I CIVIL ENGINEERING I SURVEYING Review of Grading Plans and Update Keystone Wall Design Recommendations North Coast Health Center, Proposed Building "D" Page 2 477 North El Camino Real, Encinitas, California May 26, 2005 CTE Job No.: 10-6982G Based on our observations of the test pits,the existing materials of the slope consist of massive,very dense and cemented Torrey Sandstone. Chunk samples of the materials were obtained for laboratory observation and testing, as necessary. 1.0 Tem ora Slo a Recommendations for Keystone Wall Area Based on the materials observed, the following temporary backcuts are considered appropriate for the subject site. These slope inclinations indicated below are anticipated to be appropriate during construction without revision. However, our personnel shall be onsite during excavation to assured conditions are as anticipated. If necessary, additional recommendations will be made during construction. Sloping recommendations for unshored temporary excavations are provided herein. The recommended slopes should be relatively stable against deep-seated failure, but may experience localized sloughing. Recommended slope ratios are set forth in Table 1. However, additional recommendations and/or restrictions may be necessary during construction. TABLE,1 RECOMMENDED TEMPORARY SLOPE!W40,S k KEYSTQNE WALL AIM SOILS TYPE SLOPE RATIO MAXIMUM HEIGHT (Horizontal: Vertical) & MAXIMUM LENGTH Tertiary Torrey Sandstone 3/4:1 (MAXIMUM) UNLIMITED UNLIMITED Tertiary Torrey Sandstone 1/2:1 (MAXIMUM) 35 FEET & 85 FEET In addition, the above sloping recommendations do not allow for potential water seepage, or surcharge loading at the top of slopes by vehicular traffic, equipment or materials. Appropriate surcharge setbacks must be maintained from the top of all unshored slopes. If significant seepage is observed durin excavation, additional restrictions to height and length of temporary excavations may be required. g \\Cte_server\projects\10-6001 to 10-7000 Projects\10-6982\Ltr Grading Plan Rev,Update Walls Recs.doc Review of Grading Plans and Update Keystone Wall Design Recommendations North Coast Health Center, Proposed Building "D" Page 3 477 North El Camino Real, Encinitas, California May 26, 2005 CTE Job No.: 10-6982G 2.0 Update Keystone Wall Design Parameters 2.1 STRENGTH AND UNIT WEIGHT Provided in the table below are modified soil parameters considered suitable for design of the Proposed walls. The parameters provided for the reinforced zone soils assume that on-site soils will be processed p p sed prior to use as backfill. It is our understanding that processing of on-site soil will consist of thoroughly breaking down the cemented sandstone materials for use as compacted fill material and screening remove all irreducible material greater than approximately four inches in dimension. ng to The design internal angle of friction Qfor the reinforced zone has been confirmed by our laborat ory. However, we reserve the right to perform additional testing to confirm that on-site soil processing consistent throughout the duration of the project. Suitability and soil properties of any proposed imported soils must also be verified by this office,prior to use at the site as compacted fill. TABLE 2. . RECOMMENDED GEOTECHNICAL DESIGN T'ARAME IERS FOR KEYSTONE WA ET Internal Angle of Soil Zone Friction, de reel Apparent Cohesion, c Soil Unit Weight, ❑ (pcfl Reinforced Zone 33 ) sf) Retained Soil 33 0 125 Foundation 0 125 33 0 125 Based on the anticipated conditions, the above parameters are considered suitable for analysis of the wall system. 2.2 SEISMIC DESIGN Due to the anticipated height of the proposed Keystone wall, a horizontal seismic coefficient of 0.15 s be utilized in design/evaluation of the wall. hall 2.3 WALL DRAINAGE In all cases,the walls should include a foundation drain located immediately behind the base of the bottom wall block,per Keystone's standard design. In addition, we recommend a similar drain placed along th base of the backcut,per Keystone's typical details. Processed on-site soils proposed for use as backf e l m the reinforced zone are anticipated to have moderate to high permeability rates and will therefore should not require"chimney-type"back-drains. However,if seepages observed during construction,alternative recommendations maybe provided. In addition,it appears that a concrete swale is needed along the to of all segmental walls as per the civil engineer of record and the referenced grading plan. P \\Cte_server\projects\10-6001 to 10-7000 Projects\10-6982\Ltr Grading Plan Rev, Update Walls Recs.doc Review of Grading Plans and Update Keystone Wall Design Recommendations North Coast Health Center, Proposed Building "D" Page 4 477 North El Camino Real, Encinitas, California May 26, 2005 CTE Job No.: 10-6982G 2.4 SETBACKS Though not anticipated to be a factor, foundations for structures should be setback from walls a minimum of 10 feet or 1.25 times the height of the wall, whichever is greater. In addition, excavations less than 10 feet away from the wall face shall not be performed within an imaginary 1:1 plane extended down from the bottom of the wall. The additional recommendations presented in the referenced soils report also remain valid. The geotechnical consultant shall provide continuous observation and testing during site excavation,grading, and/or construction. As explicitly indicated herein,additional recommendations and/or limitations may be required during construction based on the actual conditions observed or encountered. 2.5 GLOBAL STABILITY Due to the height of the proposed wall,the geotechnical consultant shall perform a global stability of the proposed site conditions. Therefore, the preliminary wall sections and plans shall be submitted to the geotechnical consultant (in both paper and electronic formats) for evaluation. We appreciate the opportunity to be of service on this project. Should you have any questions or need further information please do not hesitate to contact this office. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. QROFESS/�N Q N\ELT. 9� CO OP 9�y a _ 2 _ No.2665 z Dan ath, GE# 2665 w 'rn `� Exp: 12/31/06 m Exp' 12/31/06 t� Senior Geotechnical Engineer * T \ Ne P q ECKN \P* sir �FOT \GQ� q ECHN�P�\ rFCF CALIFS Op CALIF cc: Geogrid Retaining Wall Systems, Attn.: Forrest, Via Fax: 760.509.0078 Pacific Building Group, Attn.: Jeff, Via Fax: 858.552.0604 \\Cte_server\projects\10-6001 to 10-7000 Projects\10-6982\Ltr_Grading Plan Rev,Update Walls Recs.doc Recording Requested By: ) City Engineer ) - 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. 257-062-32 Project No. 03-235 CDP W.O.No.: 9294-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 NORTH COAST HEALTH CENTER LLC A CALIFORNIA LIMITED LIABILITY COMPANY (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 managementBMP 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 have executed this Agreement This Cj day ( , 2007. Develope North County e er, LLC avid Petree, President Signature of DEVELOPER must be notarized. Attach the appropriate acknowledgement. 5 Exhibit `A' Legal Description of Real Property APN 257-062-32 THE NORTHERLY 510.00 FEET (MEASURED ALONG THE WESTERLY LINE) OF THAT PORTION OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 11, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO MERIDIAN, ACCORDING TO THE OFFICIAL PLAT THEREOF LYING EASTERLYOF THE EASTERLY LINE OF COUNTY ROAD SURVEY NO. 682 (60.00 FEET) WIDE AS DESCRIBED IN DEED TO COUNTY OF SAN DIEGO, RECORDED OCTOBER 26, 1951 IN BOOK 4264, PAGE 305 OF OFFICIAL RECORDS. EXCEPTING THEREFROM THAT PORTION LYING WESTERLY OF THE EASTERLY BOUNDARY OF THAT PORTION OF COUNTY ROAD SURVEY NO. 1800-1 (KNOWN AS EL CAMIINO REAL)AS DESCRIBED IN PARCEL 67073-A IN DEED TO COUNTY OF SAN DIEGO, RECORDED JUNE 6, 1968 AS FILE NO. 94884. 6 Its in cilRf �l�i�p�l• �LAM� F At •�� , ME' _ _• WON Lit MEMO I tip CRY OF ENCINITAS 478-sciptat.dwg 2-8-07 7:30;53 am EST . 111r- Iluu � •_ -'�.-- =^'s=AFB-mss•- . _.tea=16,• 1 � I � • I• . . ACKNOWLEDGMENT State of Calif,�nia County of � ti On W � before me, (here insert name an title of the offi er) personally appeared personally known to me (or 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 acknowledged to me that&/she/they executed the same in 9/her/their authorized capacity(ies), and that b hi her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS m hand and official seal. ANNE MARIE BOSSE �- COMM. #1505393 n NOTARY PUBLIC CALIFORNIA N GO Signature SAW DIEGO COUNTY n r My Commission Expires AUGUST 3,2008 (Seal) Recording Requested By: ,a City Engineer ) E ; 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. 257-062-32 Project No. 03-235 CDP W.O.No.: 9294-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 NORTH COAST HEALTH CENTER LLC A CALIFORNIA LIMITED LIABILITY COMPANY (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: I. 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 pa gties have executed this Agreement Phis_ Cj day ( , 2007. Develope North County e er, LLC avid Petree, President Signature of DEVELOPER must be notarized. Attach the appropriate acknowledgement. 5 Exhibit `A' Legal Description of Real Property APN 257-062-32 THE NORTHERLY 510.00 FEET (MEASURED ALONG THE WESTERLY LINE) OF THAT PORTION OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 11, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO MERIDIAN, ACCORDING TO THE OFFICIAL PLAT THEREOF LYING EASTERLYOF THE EASTERLY LINE OF COUNTY ROAD SURVEY NO. 682 (60.00 FEET) WIDE AS DESCRIBED IN DEED TO COUNTY OF SAN DIEGO, RECORDED OCTOBER 26, 1951 IN BOOK 4264, PAGE 305 OF OFFICIAL RECORDS. EXCEPTING THEREFROM THAT PORTION LYING WESTERLY OF THE EASTERLY BOUNDARY OF THAT PORTION OF COUNTY ROAD SURVEY NO. 1800-1 (KNOWN AS EL CAMIINO REAL) AS DESCRIBED IN PARCEL 67073-A IN DEED TO COUNTY OF SAN DIEGO, RECORDED JUNE 6, 1968 AS FILE NO. 94884. 6 sup �,� �! -ar0� X111/11 ,II �R Won r" i �'V�- fff .I . fly y Ai =^Itil►�71 riHl IA �. � ,;.,_...... ,OR - � Iii/� �3iR� IIIII��;•` �� \i�'►\\��_ _ — v 1,-. :._.•. � �... .��.":- � -fir �. IRA y CITY OF ENCINITAS /• /I .. . . am EST I ACKNOWLEDGMENT State of Califpmia County of �� l On a befo re� y re me, e e (here insert name an title of the offs er) personally appeared_ D JI personally known to me (or 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 acknowledged to me that /she/they executed the same in dQ/her/their authorized capacity(ies), and that b hi her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS m hand and official seal. ...�.,..d �...°' ANNE MARIE BOSSE COMM. #1505393 n NOTARY PUBLIC-CALIFORNIA 0 Signature �, "� � SAN DIEGO COUNTY My Commission Expires AUGUST 3,2008 (Seal) Recording Requested By: �VA iA iJUhaP F. )NTY When Recorded, Mail To: D E ME 4 01 City Clerk CITY OF ENCINITAS 505 South Vulcan Avenue Encinitas, California 92024 For the benefit of the Citv SPACE ABOVE FOR RECORDER'S USE IRREVOCABLE OFFER TO DEDICATE REAL PROPERTY FOR EASEMENT FOR CITY HIGHWAY OF APPROVAL OF CASE NO. 01-132 MUP/MOD/DR/CDP/EIA Assessor's Parcel 2 Project No: 9294-1 No. 257-062-32 Planning Case No: 03-235 North Coast Health Center LLC, a California Limited Liability Company ("OWNER" hereinafter) is the owner of real property described as follows: SEE EXHIBIT "A' ATTACHED HERETO AND MADE A PART HEREOF BY THIS REFERENCE, Which is commonly know as 477 North El Camino Real, A.P.N. 257-062-32 ("PROPERTY" hereinafter). In consideration of the approval of Planning Case No. 03-235 MUP/DR by the City of Encinitas ("CITY" hereinafter), OWNER (S) hereby make(s) an Irrevocable Offer of Dedication, for the benefit of CITY, of the hereinafter described real property for an Easement for City Highway, together with the right to extend slopes beyond said easement, provided, however, that the City will restore any landscaping and related improvements, and there will be no modifications to the existing parking. The real property referred to above is situated in the City of Encinitas, County of San Diego, State of California, and is more particularly described as follows: SEE EXHIBIT "B" ATTACHED HERETO AND MADE A PART HERETO BY THIS REFERENCE. OWNER, for himself, his successors and assigns, hereby waives claim for any and all damages to OWNER'S remaining property contiguous to the Easement for City highway hereby conveyed by reason of the location, and any reasonable use of said Easement for City Highway. This Offer of Dedication is made pursuant to Section 7050 of the Government Code of the State of California and may be accepted at any time by CITY. This Offer of Dedication may be terminated and the right to accept the offer may be abandoned in accordance with the summary vacation procedures in Section 8300 et seq. of the Streets and Highways Code of the State of California. The termination and abandonment may be made by CITY. This Offer of Dedication shall be irrevocable and shall run with the land and be binding upon and inure to the benefit of future owners, encumbrances, successors, heirs, personal representatives, transferees, and assigns of the respective parties. OWNER agrees that OWNER'S duties and obligations under this Offer of Dedication are a lien upon the property. Upon notice and opportunity to respond, CITY may add to the tax bill of OWNER any past due financial obligation owing to CITY by way of this Offer of Dedication. 2 If either OWNER or CITY is required to incur costs to enforce the provisions of this Offer of Dedication, the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorney's fees, from the other party. CITY may assign to persons impacted by the performance of this Offer of Dedication the right to enforce this Offer of Dedication against OWNER. Own oast Health Ce ter, LLC q a Cali 1 �iasility Company Dated David � J i ent Dated Stuart A. Tanz, resident Signature of OWNERS must be notarized. Attach the appropriate acknowledgement. I 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 Irrevocable Offer of Dedication and consents to recordation thereof by ' s duly authorized officer. Date: — By: Peter Cota-Robles Director of Engineering Services CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT i� State of California ss. County of Sac-\ P�V 12 On �• ��'�� before me, 1 ll r, ,(1 Date t Name and Title of Officer e. ( g.,"Jane Doe,Notary Public") personally appeared C"VZ_ Name(s)of Signer(s) r G personally known to me ❑ proved to me on the basis of satisfactory evidence i to be the person(&) whose name(s4 is r� ERIN BLAIR subscribed to the within instrument and _ Commission#1515356 acknowledged to me th� executed NOS -C ° O the same in ( authorized1 ' MV COMM. capacity(4ec), and that by Expiressep25' signature(s)on the instrument the person(e), or j the entity upon behalf of which the personfs) i acted, executed the instrument. WITNESS my hand and official seal. tl Signature of Notary Public I 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. ;4 escription of Attached Document Title or of Document: �I Document Date: Number of Pages: � Signer(s) Other Than Named Abo Capacity(ies) Claimed by Signer Signer's Name: � El Individual Top of thumb here ❑ Corporate Officer — Title(s): ❑ Partner — ❑ Limited ❑General � ❑ Attorney-in-Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: ' Signer Is Representing: ' 't 1999 National Notary Association•9350 De Soto Ave.,P.O.Box 2402-Chatsworth.CA 91313-2402•www na0onalnotary.org Prod.No 5907 Reorder:Call Toll-Free 1-800-876-6827 CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT I State of California I County of SO-V-\`1D«qb ss. i On before me, Date (ice I �dLl �e and Title of Officer(e.g., ane Doe,Notary Public") i personally appeared I, Names)of Signer(s) ❑personally known to me Proved to me on the basis of satisfactory r evidence EM BlAW Commbsion#1515356 to be the person(R) whose name(e) i� Noillory pLMc.Cawomila subscribed to the within instrument and Scan Diego County — acknowledged to me �sk►ekfre -executed MVCommEVIliesSel the same in is thorized capacity(�il and that by eNt#heiF signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. �� h, WITNESS my hand and official al. f Signature of Notary Public "> I 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. rJ escription of Attached Document i I� Title or of Document: r3 Y; Document Date: Number of Pages: i Signer(s)Other Than Na Above: i I Capacity(ies) Claimed by Si er `� Signer's Name: �* ❑ Individual i a ❑ Corporate Officer — Title(s): Top of thumb here ❑ Partner — ❑ Limited ❑General ❑ Attorney-in-Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: T.1999 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402•www.nationalnotary.org Prod No,5907 Reorder:Ca Jdl-Free 1-800-876-6827 EXHIBIT "A" PROPERTY DESCRIPTION PARCEL A: (ASSESSORS PARCEL NO. 257-062-32) THE NORTHERLY 510.00 FEET (MEASURED ALONG THE WESTERLY LINE) OF THAT PORTION OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 11, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNADINO MERIDIAN, ACCORDING TO THE OFFICIAL PLAT THEREOF LYING EASTERLY OF THE EASTERLY LINE OF COUNTY ROAD SURVEY NO. 682 (60.00 FEET WIDE) AS DESCRIBED IN DEED TO COUNTY OF SAN DIEGO, RECORDED OCTOBER 26, 1951 IN BOOK 4264, PAGE 305 OF OFFICIAL RECORDS. EXCEPTING THEREFROM THAT PORTION LYING WESTERLY OF THE EASTERLY BOUNDARY OF THAT PORTION OF COUNTY ROAD SURVEY NO. 1800-1 (KNOWN AS EL CAMINO REAL) AS DESCRIBED IN PARCEL 67073-A IN DEED TO COUNTY OF SAN DIEGO, RECORDED JUNE 6, 1968 AS FILE NO. 94884. PARCEL B: A PERPETUAL NON-EXCLUSIVE EASEMENT FOR THE INGRESS AND EGRESS OF MOTOR VEHICLES AND PEDESTRIANS TO PERMIT THE FREE FLOW OF VEHICULAR AND PEDESTRIAN INGRESS AND EGRESS TO AND FROM, AND OVER AND ACROSS THOSE CERTAIN PROPERTIES AS GRANTED, SET FORTH AND DESCRIBED IN THAT CERTAIN RECIPROCAL EASEMENT AGREEMENT DATED MAY 4, 1995, BY AND BETWEEN HSP EL CAMINO.SOUTH, INC. , A CALIFORNIA CORPORATION AND NORTH COAST HEALTH CENTER, A CALIFORNIA GENERAL PARTNERSHIP, UNDER THE TERMS AND AGREEMENTS CONTAINED THEREIN, RECORDED MAY 31, 1995 AS FILE NO. 1995-0226419 OF OFFICIAL RECORDS. EXHIBIT `B' LEGAL DESCRIPTION FOR 5' PUBLIC RIGHT—OF—WAY PR THAT PORTION OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 11, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO MERIDIAN PER OFFICIAL MAP THEREOF, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, SAID EASEMENT IS MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWESTERLY CORNER OF PARCEL 1 OF PARCEL MAP NO. 17536, BEING A POINT ON A 3427 . 00 FOOT RADIUS CURVE CONCAVE EASTERLY, ALSO BEING CALLED THE TRUE POINT OF BEGINNING; THENCE ALONG THE NORTHERLY BOUNDARY THEREOF 1. NORTH 88 042' 42" WEST 5. 17 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING 2. NORTH 88 042' 42" WEST 5. 17 FEET TO THE BEGINNING OF A NON-TANGENT 3, 437 FOOT RADIUS CRUVE CONCAVE EASTERLY, A RADIAL FROM SAID POINT BEARS NORTH 76°34' 00" EAST, BEING ALSO A POINT ON THE EASTERLY RIGHT-OF-WAY OF EL CAMINO REAL, A PORTION OF AS DEDICATED PER DOCUMENT RECORDED AUGUST 7, 1986 AS FILE/PAGE NO. 86-336295, OF OFFICIAL RECORDS IN SAID COUNTY OF SAN DIEGO; THENCE ALONG THE ARC OF SAID CURVE AND RIGHT-OF-WAY 3. NORTHERLY 508. 18 FEET THROUGH A CENTRAL ANGLE OF 08 028' 18" TO A POINT ON THE SOUTHERLY BOUNDARY OF CITY OF ENCINITAS TRACT NO. 4255, ACCORDING TO MAP THEREOF NO. 11909, FILED IN THE OFFICE OF SAID COUNTY RECORDER; THENCE ALONG SAID SOUTHERLY BOUNDARY THEREOF 4 . SOUTH 89 004' 15" EAST 5.03 FEET TO THE BEGINNING OF A NON-TANGENT 3, 432 FOOT RADIUS CURVE CONCAVE EASTERLY, A RADIAL FROM SAID POINT BEARS NORTH 85°01' 47" EAST, BEING 5. 00' EASTERLY AND CONCENTRIC WITH SAID EASTERLY RIGHT-OF- WAY OF EL CAMINO REAL THENCE ALONG THE ARC OF SAID CURVE Page 1 of I 5. SOUTHERLY 508.25 FEET THROUGH A CENTRAL ANGLE OF 08 029' 06" TO THE TRUE POINT OF BEGINNING. SAID PARCEL CONTAINS 2, 541 SQUARE FEET, MORE OR LESS. THIS LEG DESCRIPTION HAS BEEN PREPARED BY ME, OR UNDER MY DIRECTION, IN CONFOR E WITH THE PROFESSIONAL LAND SURVEYOR ACT. d� MI EL A. MARTINEZ P.L.S. 7443 ATE Mly ~, 5�M,y cc CL J LS.7443 * � #r Exp.06/30/06 S FOFCP � Page 2 of 2 row.prn.txt NORTH COAST HEALTH CENTER page 1 Project: 478 Lot Map Check Mon Sep 12 13:08: 54 2005 --------------------------------------------------------------------------- Lot name: 2 North: 1965655. 5865 East: 6251540.2597 Line Course: N 88-42-42 w Length: 5.17 North: 1965655.7028 East: 6251535.0911 Curve Length: 508.18 Radius: 3437.00 Delta: 8-28-18 Tangent: 254. 55 Chord: 507.72 Course: N 09-11-50 w Course In: N 76-34-01 E Course out: S 85-02-18 w RP North: 1966454.1491 East: 6254878.0617 End North: 1966156.8856 East: 6251453.9408 Line Course: S 89-04-15 E Length: 5.03 North: 1966156.8041 East: 6251458.9702 Curve Length: 508.25 Radius: 3432.00 Delta: 8-29-06 Tangent: 254. 59 Chord: 507.78 Course: S 09-12-45 E Course In: N 85-01-47 E Course out: S 76-32-42 w RP North: 1966454.1489 East: 6254878.0651 End North: 1965655.5857 East: 6251540.2633 Perimeter: 1026.62 Area: 2, 541.055 sq.ft. 0.06 acres Mapcheck Closure - (uses listed courses, radii , and deltas) Error Closure: 0.0036 Course: S 77-11-27 E Error North: -0.00081 East: 0.00355 Precision 1: 282,082. 50 rc �2 1 S. ' OF GAO�4Z� �B l Page 1 ' LEGEND: PROPERTY EXHIBIT 'B' --— LINE BASIS OF BEARINGS: 5'PUBLIC RIGHT—OF—WA Y THE SASJS CF BEARINGS IS THE NCRTHERL Y " AREA= 2,541 SF 0.058 AC) PRXERTY LINE OF P.M. 17536; I.E. N88'4242"W �N890612 WJ = RECORD DATA PER MAP 11909 N85 02'18'E 5.0 JVAR IYJDJ L07' IJ N89V4'15"W 897.44 6'�J1,-- [N89706'12"WJ �N85'Ol'47"E (R� I o00 zol Ns t's tiI X68' —/ I -10 r /3 J R 4 YY 333IV .p v V N Zo l ° EX. 18' WIDE PUBLIC HWY. ESM'T GRANTED 1 TO THE COUNTY OF SAN DIEGO PER DOCUMENT 1 RECORDED 8107186 AS FILE NO. 86-336295, O.R. 6 ` n 1 �aP' L ANO o PARTNERS � �� P Mq,�T sG Planning and Engineering 17 15938 Bernardo Center Drive ``� `" P O.B San Diego, CA. 92127 N Ph. (858)376-3444 Exp. L.S.6 7443 0 06 BASIS OF BEARINGS * * N88-477727W Fax (858)376-3555 809.89 -1r-- ��qTF OF CAL\F��\P 5.17' PAFlcrl j N76 34'00'E (R , PARCrL MAP NO YI536 THIS AT WAS PREPARED BY ME 1 EX. 18' WIDE ESM'T FOR PUBLIC RIGHT-OF-WAY OR ER MY RECTTOW PER DOC. RECORDED 4-13-1995 0� AS F/P N0. 1995-0155303, O.R. Z _ MIGUEL A. MAR77NEZ P.L.S. 7443 D 1F CITY OF ENCINITAS DATE: 08-25-05 DRAWN BY.• 5' PUBLIC RIGHT-OF-WAY PARTNERS ENG'G. SCALE. I' = 80' NW 1/4 SE 1/4 SECTION 11 PR A.P.N. 257-062-32 1 13 S R 4 W SBBM SHEET. 1 OF 1 178-row.dwg 8-25--05 10;1615 am EST STORM DRAIN REPORT FOR NORTH COAST HEALTH CENTER ENCINITAS, CALIFORNIA July 25, 2005 Prepared By: PARTNERS Planning and Engineering 15938 Bernardo Center Drive San Diego, CA 92127 (858) 376-3444 DWG No. 9294-G oQ�oF�ss�on\ m 121 m `r�qT CIVIL OF CAUL Brent C. Moore., P.E., RCE 59121 Registration Expires 6-30-2007 TABLE OF CONTENTS PROJECT DESCRIPTION page 1 METHODOLOGY page 1 EXISTING CONDITIONS page I DEVELOPED CONDITIONS page 1 EXISTING RUNOFF ANALYSIS page 1 DEVELOPED RUNOFF ANALYSIS page 3 GRASS-LINED CHANNEL DESIGN AND ANALYSIS page 3 RESULTS AND CONCLUSIONS page 3 LIST OF FIGURES FIGURE 1: VICINITY MAP page 2 FIGURE 2A: EXISTING HYDROLOGY MAP attached FIGURE 213: PROPOSED HYDROLOGY MAP attached LIST OF APPENDICES Appendix 1: Runoff Coefficients Appendix 2: Urban areas Overland Time of Flow Nomograph Appendix 3: Gutter and Roadway Discharge—Velocity Chart Appendix 4: 100-Year, 10-Year and 2 Year Rainfall Isopluvial Maps Appendix 5: Intensity—Duration Design Chart Appendix 6: King's Handbook of Hydraulics Tables 7-4, 7-11 & 7-14 PROJECT DESCRIPTION: This storm drain report has been prepared as part of the Grading Permit submittal requirements for the proposed expansion of the North Coast Health Center located at 477 - North El Camino Real. The majority of the site of the proposed expansion area is currently being utilized for parking for the existing center. The remainder of the expansion area is undeveloped. The site is located east of Interstate 5 and north of Encinitas Boulevard in Encinitas, California. See Figure No. 1 for location. See Figures 2A and 2B Existing and Proposed Hydrology Map attached at the end of this report for the drainage basin limits. A Storm Water Pollution Prevention Plan (SWPPP) and a Storm Water Management Plan (SWMP)will be prepared as separate documents and included with the plan submittal to address both pre-and post-construction BMPs. METHODOLOGY: This drainage report has been prepared in accordance with current City of Encinitas - regulations and procedures. The Modified Rational Method was used to compute the anticipated runoff for the 100-year storm. The following references have been used in preparation of this report: (1) San Diego County Hydrology Manual, June, 2003 (2) Handbook of Hydraulics, E.F. Brater& H.W. King, 6t" Ed., 1976. (3) Open Channel Hydraulics, V.T. Chow, 1959. EXISTING CONDITIONS: The majority of the site of the proposed expansion area is currently being utilized for parking for the existing center. The remainder of the expansion area is undeveloped. Storm water runoff from the site is conveyed by the private on-site storm drain system to the northwest corner of the site where it connects to the existing public storm drain system located within the right-of-way for El Camino Real. The runoff is ultimately conveyed to the Batiquitos Lagoon. DEVELOPED CONDITIONS: The proposed expansion of the North Coast Health Center includes the construction of one building with additional parking facilities and associated landscaping and hardscape. The improvements include the construction of a grass-lined channel along the northerly property line for water quality purposes. EXISTING RUNOFF ANALYSIS: The majority of the surface runoff is directed towards the existing on-site private storm drain system. The remainder of the water sheet flows onto El Camino Real. The runoff coefficients utilized for this site include 0.45 for all landscaped areas, 0.65 for the areas F CL d' Q 4z 1 -__j LLl Q� Q 0 •� cn Q) Q Z z m v V � m -7,9b'77 O Q = 0 � � W U � 7d-7bY ONIAYVO 73 GARDEN m v Q o Q W � z H WY 1 o1 U w 0 C E A N � C P of DG pavement, 0.95 for all paved areas and 0.85 (commercial) for basins that did not require weighting of the runoff coefficient. DEVELOPED RUNOFF ANALYSIS: The runoff coefficients for the site were based on soil group D and the ultimate improvements for the proposed site. A coefficient of 0.45 was used for all landscaped areas and runoff coefficient of 0.95 was used for all paved areas if the runoff coefficient was weighted within an individual basin. A runoff coefficient of 0.85 (commercial) was utilized if weighting of the runoff coefficient was not required. GRASS-LINED CHANNEL DESIGN AND ANALYSIS: The grass-lined channel within this project was sized using King's Handbook (Ref. 3) Table 7-11. For rectangular channels: K' = Qn/[b^(8/3)s^(1/2)] where K' = Discharge Factor Q =Runoff Discharge (cfs) n =Manning's Coefficient b = Channel Bottom Width (ft) s = Channel Slope (ft/ft) Natural, vegetated lined channels are capable of withstanding erosion for velocities up to 5 fps. The grass-lined channel was designed with the minimum length required to meet the minimum residence time for the 85`h percentile storm and at the same time provide the necessary capacity to convey the 100-year storm. RESULTS AND CONCLUSIONS: The existing site generates 54.1 cfs based upon a time of concentration 6.0 minutes during the 100-year storm. The proposed developed site generates 49.3 cfs based upon a time of concentration of 7.3 minutes during the 100-year storm. The reduction in the on- site runoff between the developed site and the existing site is due to the increased time of concentration generated by the proposed expansion of the private on-site storm drain system. The attached calculations illustrate the fact that the existing on-site private storm drain system is undersized for the 100-year storm with the majority of the underground conduits experiencing pressure head. Both the existing and proposed on-site inlets will be fitted with Fossil Filter Inserts for water quality purposes. A Storm Water Management Plan will be prepared separately to address the post construction Best Management Practices that will be utilized for the site. See the attached calculations for 100-year, 10-year, 2-year and 85`h percentile storm events. APPENDIX Ater t-k acwt f-'Yl S 7-11✓6� C01VJ17 70,,V y'7,rr,0 d / �3y gp s�n� X41 � z Dys r s,0 tit i n cx� /�°� �!s.ti.a.-+1 110 G - 25 �b -7 5 _ 7- c S.0 M►rvt"rrs ('M/rv1mst;v^l� 1/00 -7 /1 '^' -'('(oU'y' 7 , 3 C f . w'(� � = a�, o fit r 1°✓N ?��, Po--51- s A-A k4 Z Y14 Cr" 17 r .- 2 //�� !`� IU� ,�� . �-!- �—.i-:.. )1}.^•r4 f,/ .' fps^'' � ad /Ifor!'1. �sasTf t l AA- eGl/'cY- .B �*7k. 0 ,�-jeom Ki NGS 7"hr3l.-,ff 7- / y, 7- (aN a, Zo�y V, Q� //.o C�s/0,6asp 1iMc5 /iV /Ji TC 14 = Z 50//j,3 pfS 14,NU Ti�3 A D• � 2 �4 L C : Said (o. 95� So i- (0•i/�'"� D. 7v GfA= �0, y2Ac� (0.70) Cf.a ti /, g yr 4D-rms.r > 77/4 = S.v Nwr s f O n e 5,3,-f,Nkr ��bo 7. yy�Z•�)(s3J-°"�'�s'- la•�s""L'/r{'Z. z 4; C p, q-I- � C/A = ( o . 7 S) l 7/I�'v/' rr (�,T1 •Al G A C �' ' . F�► . " Off- i N__s' rat' I 7-9�2-! XA Y ; rx ti S,o , . S Tc x,4,-3 - T 14 A"±�r L xK -Lion YA 1- VcX,A,,-a '� CXXti/ C rxa�i� ^ 12.6t'�s t 3,/ PPS Tc j,CM y79,vo LON C—lH- o r iVExI-- Rg4 C14 -ti Z 50 ' IF /ect? 6L0 FYZT. ShvE /, 7 qo f "- h L .4,vD, acOr �1 J54 C4 ( e, 0 13 Q, SZ F-12 o M </ry d-S T,-+/3Ga 71N, %1 = Ac) 7 6 5_ / Ca 2` ( O, 7s-5 ,( /, 5-) ' — /i 7-7 ,5-yo OIA 15,6 C-t s A 7 2 -5- • 7- a 2,9 ' /4f1�^Jvrr'c� e 1A /Vv r Y�- (o--s'TT ly" y7��UD �A9/os' CUN�LkGr�C� F'fi�/n3� XA / TAIL k*S OX,of,-q - 15, 6 (:!f5 C, x.*s= / Tc.xAr-N = -51,F- A41 >vu Ter T-X.46- r,S /7c- xA S l % , 7 14 TA13Le 7- 1-/ Cam, 4,7 5 aXAr-5'- /�y X ro G o t f-4-�i (J C-K Lf-7&,06 .w. G = D, gs TG = o /Vl 1 M,,7-JW-S C/u/A4 An tf yv ) 4110v "' 31 7c- L'9 -7 QCCn !6 el �4' - 17 -7 0 f^S f OXA- e 7-, DG L yzo 9 _T100 (2, � �� J� _� GyS 24 o 4-117c- gC44-1_ rn GTH off' ke)c7- ,eFA-c� !Z pv L CU L vey 7 V csnnr�� Sri-v 913 z,� 6 S / AeL 7 A-3`7 7- N, Ga Z,lvcsA,�s � -po i 0 y TiV (7 / jd►�loAl c . Af, a � zlglos- ? ,9 3 y G4N rLuwrvG,:F7 133-51/JS )(,81 _ �, 2 ens �- Z,�c�S ( �&�t,•vu�"s/ �• y�� Z6;Var11 o P .vt yT- t2e-A C /2 PL,/C- C 44 L Ik 57)( L U= O/A = �o. o�cgs = 0 3, y _W T/,C 1A C-+�.sar Norl11 Cons%t (Af-, y 2s -va A-G Der oo $Oo �= 2 z s- Ze T X�3 = 7-c. T x3: -_ _ 10, � e {'S �- !,G' cis / G,o �-'�ti��,1.�•ti� C rc -7 61,v, f , �1'79-,®v 2 l Flo� x I wu r7 s ��I f✓e.Yc w� 2, ,w yo c yC = '5�/D l � 2! ". / ! /a ,� C, e5J 47 77 f�"�c o,� /��n�G s �/3�= 7 i �� .➢�� o ( /�resskTe �°�,.��. �,�f �-.�c LET = �7 j;�, n� ;- ©, 2 1 kS x13,e = / y(3 ors Palri-tCoasTHrA� - 13 C"A- 1179-d0 loo ='G 12 ",Pvc- EGA l vL�'n k c rfk;�rt T X16°/9 7 ._ � Q.V.D► P,G�''t CON rLarx7ee 5"1,,v_5 XD I XZ� Z 7 G XD2= S.O - Z , .Expz 7, 11 ,- XD2 �'^,� ' UC,SD Z � xfl, 4c- k a, y C;s g,o 41j�A-f cIS -G- X5 G - �l Z M tr.w' � T XD C y on c4s w/ T� _ tla,z .KPn !!Z7 W7k,00 X1'9/0,T"' /L � 3:I `Jot 1.d C P,-essw� flow, A- /t 7'7sie t� QXS�D Tom = XA- -7-1-60-k >(O �xaGD = 2 y 3 cs a Xi4. ; Silo UCX�G7� XA/7c ��C 1 3�) 3 I, o 0 Ps mw Oil jethr1v7 7/u1�r C = e Tcc 5d M iV1 fiJW - l � L4rN DTI/ o P krx-r 1..)OA.IV 3417 d pr3si L / )'F 13 //)Ilz F^A L /-''' Y 5'/S•3 , 1 !4 I ry f L NGT�°i o N 97K7'laaju,nos S. G ,odw is 3s l3 oGa�' rjz C�, Z LZ � w• Lo/_ IoS y 3'! rA A /,o! A--c- f- A& = A y5 Ac- ,9A TG = S,c),m wh�t + o, M rte.. -r- D:6 wr fel = S.'7 ."41 wgrfj lov vo = q, 7 C T = 57,7 m �w � 7.7 IA-111 � � 23 Qrod 3. S c 'S T Qq�► �z = �j,7�s C�3 = 3.s �� TG = 5, S ,�3 ��7c S 3•s 14,70 i �•f i's.µ SLoP� Ti RTAc-A a3 - Q - tR w /T-� �t- I C�l-s t G = 0, Tc = 5,0 441.vu- S CM ltm Li.yrt Z,,, = 7,// INViIC- 11s l Lro TG Si0 /ul it/wT p VC 6,,�t L tice r- SLOPG-- n �,o cr's,) a. o i � 3 �8 \�13 � ot5'..) S/O,So -" 6,0 PP- m /74 = 713' /. 0 /u C e�f x or t2,,-wAlr- �lZz��s I�V �it/a DTIf cj p, .O©Z F 2d m /�� L d � �� ) �' = � � � tz)�a�►�� )�o,�� ) = 1,G� s� N 6- '1� s A35 ra 331v (o ,szI ) , � z_ otsZ- 13 , S�'/0 "r Nt 5,0 q p,6 N.f" GO 7—c- T� y- 6 ,1M TK 5- -7k I'�/ - aq -f-mss-- = 3,o e,, 'f �3► y G-,� '' l6,V ay w/ T2- = 7, S A--Sj NS A-i-3 2A-N �k5 �-s OA 1-3 /f l £A/-� /17•'� C�S f Fri 1 G�S / S.G/G 19'"'�.� �an� = G1q-/-f 2 '• Fr �-A!S' cv� Tc. - 7, l Nt ►tit � 7 ��P�c 1 LX vo ly L�N�nf o �' ,c�►�,c r �i�,.�s r�2, m ,2�>4 e - /4",f ' uto C�tLv�2i Q h (23-€ sic O.o�3� O✓ cle Sr,z - CI s�8,3 o z J11z. Vz 01A, 7? 13" pPS -riy✓] ��✓ /2�iG/t= IG� ��3-N �S = D ,Z -r� rv►� -ccS- --------------------------------- -Tt-- 77 I ' a,a- 23,f- C,AS w/ 7 7, 3 -A-e-ff r 13 A,;.7r �-� 6" 5��A / P7- (,O,q ([-) 0"?-1- - of 7Q- Ito ' 7, /1 '"'/rte o• = 3. 3 CAS JoAj 23 •�- T = 7. -s Al ►N'4 rs Tz- Z34- cis 3 , 3 e-15 V-7,11 ) Coors l cam � 3y 1"'// oloo = 1. 7 T L►y�f �t�- c Nov r �dwov s r2C�� = v/8 7 �. 5 ) (0. 0�3� ��3 S'�� I � �� f'v , 0 3 q �l �►Z. P-12-Dev\ iC,nvXs r21-13IX 7— /1/ 0,3� = l� 7 t.4S/0 Aei $Prs 5 2 A- c-- G = o' er G 5 7o ' / 1,,,w 3,2 s �. � 3 3 c�- y7U,oU 7 li�N bra N�v r" pQwiv s : R�tr✓l Z,, *c 17q _1Z, 10 e- GKtv�-r FnU-.YN t1tv 6,S T A-SPF- 7 CAt 'Z�- 0. 6& A,-- C-41 d y (Q.6&►") (r S '-= 0,6F S f' U -Q/A- 7r2 e9510,G � T'(w►�f- /;v -F-A-c ft= l7 y'�,►o-6 ��s = D, 3 ,�r 0Mt 7i li NRi O(vn � r�sG-rat ® ' Ne�c ►- VZr�'a etf = 38 Z " PV C__ C-v" Vey- - iXl S 17 oVfr-) Ic --,4-iSLrr- -7-1 am 64r)1►re- ►y_ y�P-oo 7 l2 los A-- Ca or L ��•5s)C � ) �= Q. 5S 5 4 U =Sk -7 C /0,55 sF / 5,F PPJ T 9A-S 1 N 73 3, 4 G 2 A-C- 0 1 -F S- - I to& = 7 11 /Z- A-3 r IV-S 0131-z = Y,,-7 Qc33 3,7 CPs afan % �s3l• Z 4 633 C r3r-z / x8 17 tits C-As 5"13/7.0 613 J_3 �li 5 "S ti/� %L- l ti, &T74 ?10 tie`f..- _powry 01,5 /� Arl, - F'/zc� �G� �vGS T�h3GG 7—i y� D)tit A rcre, Ff 'r y Lx ?-y, 6t O' 7-e S r5 y G= 0 419, 4c at o o % /. 3 CAS A-/ TG = 5,U A-t r,,Vl //115 ��s QQ H- A -3- �S Gem / y-7,rr-00 7/Z 5/0. -- , /100(o, CS lv/ /- 5, o Al i 7E A6 eft l�yd►�toy f.,�/, _ CU Cl'�- 7-l"E7 /.,v C� 0v �s�o � 3y T- Ca w� yG0 CuLVev c �/:Y,snu�- Sovvc ^ y D %o :� Oki -OIL C 3. co) �o. 3-7 z ?V I) ' - U G1/�4 = 3,G r--Ps/0,3 ?s P 's' 9. 7 �= o . 8-s 6�4-59(7 �/ % CUN t"Llrr�nlee� Sit-si nrs �� .�1� 2,- C1r�, ye r l 7 It"Al-1114 c o2-) $�O Alin' �GG�I '(7&, oo -7lz�/a Z6y SG Lac Logy+ �'" �O I xr-,� C pv L Cu vG►-%—C d r S f �Zf S ) �• 0 13;� F120 i�-� —ice; °% = /,tZ. /& /n 64Ive t T = /0 "CD TC- A;V114911— Z� o �lo,•i.R = �p� GOr 'J — CYO} 3 Q BG[-j C� �� Irc c Pe!mac. tcz -��= Z6. N e S �- ZS,.y as � 1,31P Q p EVLIe�-�= y 9► 3 C�L_S k// 7-� - 73,�c; ?. ,,Xtg-rIN� `ONDI?7�/7! PJ �fNl U -�eR rr� 2 y-e•t r S-S Ca /C S 2/g`oy 2 /^,,vc 1- �j = 19.5ci's = /3, & c a 0, 1Z,2 C-45 c p A4,n u rocs gz '"/1,4f2_ T v = 3, 9 8.wlcr j2 '"'//7W p is: 2 No r+�k Coa5.i �XcS%ry G C r ZO s- 2� � 3y go,fi?v X Aldo= Z- 117, L '5 -r> A-) % lie : y, Ik11v1#-re_ _T Cf",17'ChS fY(S-r7rr-6-- �-GNDi 77ell SP.�(_ 10 -yea r, r'k LG ics- g7�oU Z�91a� ._ 3o �3y , lST7/� �v �4LL; acv = �y•l CP5 o o 7'z z 7, TO � A = i, c05 t/7f o0 16 -yGa 2 yca Frs 0� iAv 1 iao - 3-,S 7 '"'/�"� r7/Z Or 13A s t.711 o = I'.� 5 0 �s ?'c. = -, 9- .'rip D, K�F1/7o,) c .5 c,, Q,o=-�05 C,r-O la >vo rrt_ y7�,vo / L 1/0 ` 3,DC-P-S A5.11v' 01494) = /1, S cl- /'' 5, I CPS LXgsf�- = D� 3 z cis' aGl� 3,s I -V/Oa Qtd� /rte - y9.3eS FC,WL y7�.od 7/zs/os 3y� 3� 5A-51 ass"-k 1/�ivrr-TN' Die /vim k`J- �D w/E1 .� -r►?". /�--��' P,-e-/Y 8 5' �y7'L�S�Li�v2iJ Gl�x�N�vr �i (a. rig /c/ rAs L�p- -7-i�, l b p,o Ar- b 4,9-tf) Y r (q ap-s ge V ' 9 of 09 'S 0 , II O)a_S /,J r2 rv�p,eat--- S;- S'/,o.I I pp-C = 12 , 9 A4 f27 � �t}/iJ"!. �� > Si v �t�!w4l!L �1�11�Y1-LLN�'C • � �'�, �, APPENDIX as O, r 0o 00 00 00 y O O O G O O O O O O O O � 0. y N > 4-0 O �D N V1 00 7 (- O O, 00 00 •-- V' R l� () M M tt Vl h "q 't� r- 00 00 00 v O O C O O O O O O O O O O O O y L'0 O d w C VJ G0.. U M 3 N M M h V1 � n n 00 w w 00 O c: O O O O O O O O O O O O O O O — y a. U � O Q U O O w O - 00 00 N V1 b O M M n U4.) h kn �.o ^ r- 00 00 00 00 N . O O O O O O O O O O O O O O O 27 ca to z aQa E U O r.-�" W � •o vi o kn o o vi o u 0 O O ••» N N M T tn �o 00 00 00 O, 01 O, w C B Z H U c 0., ° n rGrw m = c CA fA W Vf Q d 0 0 0 V O O O O p O O O c aci o o cA O MA a, v� o o �j o .7a ; 4° .° ai is is ^f i0 �t is ie is itt .°c o U „ - a[i aci v O U (U O w aci -n aj U v V1 y y C u u �u a cl a ° O R A A A A .. E a a °_ti y >, z y A A A A A o o o a a_ a � _ x x U U � o y oE ca o a�ci ayci v O v V 3 y Z v W E E b :_ a a ai c M U a'+ y y y w y y Vl Vi Vi y y •U ° y _ Z Z y' •�x y' •y° A c A c A c A c •�_y` a'' c 5 c c c o o a U wU U " Z c o 'y .�° cc ca c0 co y .•C 3 co E E E rn Q c o 0 o 0 0 u � moo 0 0 0 0 0 ° °�' ° � U a x x U U U U U +� c°� .^ A Z A- I W a cl S31f1NIW N1 3W11 MOId OMd12 AO ■ m N G .�r O �U u o v 1 A u $ v E 0 0 00 1 LL o v i F c J a OHO n �n p oil c LL C, R o m S > U. a 1 a U c e'nc" 1 a 3cnQ' 0' 1 c m c i UJI � G o 1333 NI 30NH1SI(I 3sHno3831VM as iii U D O U) .015—► 2% I .n=.0175 2% Concrete Depth Paved Gutter 0.13 RESIDENTIAL STREET ONE SIDE ONLY 20 18 16 l0 ` 7�f 14— Ip S AS 12 V� - 10 8f 9 DS ES: 8 0� 7 C� ti O' 6 m V,6 f ryh 4 "s f CD p S 0 3 00 d mQ O m w o a 2 O ° 1.8 1.6 �` 00 O Co 1.2 O _. 1.0 ?S!p O�� o 0.9 s 5 0.8 OmQ 0.7 �\2 0.6 t S 0.5 V` _. �Sf p•S. 0.4 1 2 3 4 5 6 7 8 9 10 20 30 40 50 Discharge(C.F.S.) EXAMPLE: Given:Q=10 S-2.5% Chart gives:Depth-0.4,Velocity=4.4 f.p.s. SOURCE:San Diego County Department of Special District Services Design Manual F I G U R E Gutter and Roadway Discharge -Velocity Chart A -3 3-6 W-4 1; 03 of 4.4 42 n t X11 5 O It' ll d o g Imperial County _ o LP O N N :Q• r _ rJ 4 _.. ,osstt : • as _ , .oe t P1 S.5- 9� ' c U d •, r Q ,1 I ,00.tu T _ �•• i•y� U t.. w " oceavN ,oc.ctt c oe.tu OU A A. � � N m t7 N VL1�J y u 0 0 9 { C � N ° M ,Q $ Imperial County b N fV - .. . . : E r : bfl` �I �ti' sl .06.9LL zP > cfl X Qf Cr: ^ .. ,, _ 9' ` '•x, .$4.911 • , N , „ 1 ' H'• '• 6 .00.L L L c c _ o _ O U A. y,Z t 0 Qcz Mt V) �3 & 0 V Uj � r rO �•4� x �r tir Asa$Ei ? f Imperial County a r r r • {-- J ,/• : b ' L. 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SAN DIEGO,CA RIVERSIDE,CA VENTURA,CA TRACY,CA SACRAMENTO,CA N.PALM SPRINGS,CA 1441 Montiel Road 12155 Magnolia Ave. 1645 Pacific Ave. 242 W.Larch 3628 Madison Ave. 11902e02N.Indian Ave. Suite 115 Suite 6C Suite 107 Suite F Suite 22 Suit Escondido,CA 92026 Riverside,CA 92503 Oxnard,CA 93033 Tracy,CA 95376 N.Highlands,CA 95660 N.Palm Springs,CA 92258 (760) Escondido, River 352-6701 A9 (805)486-6475 (209)839-2890 (916)331-6030 (760)329-4677 (760)746-9806 FAX (951)352-6705 FAX (805)486-9016 FAX (209)839-2895 FAX (916)331-6037 FAX (760)328-4896-FAX PRELIMINARY GEOTEC1 NICAL INVESTIGATION NORTH COAST HEALTH CENTER PROPOSED BUILDING "D" 477 NORTH EL CAMINO REAL _ ENCINITAS, CALIFORNIA �j � DEC � PREPARED FOR ERIC DAVY ARCHICTECTS ATTENTION: MR. ERIC DAVY - 811 TENTH AVENUE SAN DIEGO, CALIFORNIA, 92101-6503 PREPARED BY: CONSTRUCTION TESTING & ENGINEERING, INC. 2414 VINEYARD AVENUE, SUITE G ESCONDIDO, CALIFORNIA 92029 CTE JOB NO. 10-6982 JULY 14, 2004 GEOTECHNICAL I ENVIRONMENTAL I CONSTRUCTION INSPECTION AND TESTING I CIVIL ENGINEERING I SURVEYING TABLE OF CONTENTS Section Page 1.0 EXECUTIVE SUMMARY....................................................................................................... 1 2.0 INTRODUCTION AND SCOPE OF SERVICES.................................................................... 1 2.1 Introduction................................................................................................................... 1 2.2 Scope of Services.......................................................................................................... 2 3.0 BACKGROUND INFORMATION.......................................................................................... 2 3.1 Site Location and Description....................................................................................... 2 3.2 Proposed Improvements................................................................................................ 3 4.0 FIELD AND LABORATORY INVESTIGATION.................................................................. 3 _ 4.1 Field Investigations....................................................................................................... 3 4.2 Laboratory Investigation ............................................................................................... 3 5.0 GEOLOGY ............................................................................................................................... 4 5.1 General Setting.............................................................................................................. 4 5.2 Geologic Conditions ..................................................................................................... 4 5.2.1 Undocumented Fill:.............................................................................................. 4 _ 5.2.2 Tertiary Torrey Sandstone:................................................................................... 4 5.3 Groundwater Conditions............................................................................................... 5 5.4 Geologic Hazards.......................................................................................................... 5 5.4.1 Local and Regional Faulting................................................................................ 5 5.4.2 Site Near Source Factors and Seismic Coefficients............................................. 6 5.4.3 Tsunami and Seiche Damage............................................................................... 6 5.4.5 Compressible and Expansive Soils...................................................................... 6 5.4.6 Liquefaction Evaluation....................................................................................... 7 5.4.7 Seismic Settlement Evaluation ............................................................................ 7 5.4.8 Corrosive Soils..................................................................................................... 8 6.0 CONCLUSIONS AND RECOMMENDATIONS.................................................................... 8 6.1 General.......................................................................................................................... 8 6.2 Site Preparation............................................................................................................. 8 6.2.1 General................................................................................................................. 8 6.2.2 Site Excavations................................................................................................... 9 6.2.3 Fill Placement and Compaction......................................................................... 10 6.2.4 Fill Materials...................................................................................................... 10 6.3 Temporary Construction Slopes.................................................................................. 11 6.4 Foundations and Slab Recommendations................................................................... 12 6.4.1 General............................................................................................................... 12 a 6.4.2 Spread Foundations............................................................................................ 12 6.4.3 Slabs-On-Grade.................................................................................................. 13 6.4.4 Foundation Settlement and Setback................................................................... 13 6.5 Lateral Resistance and Earth Pressures....................................................................... 14 6.6 Exterior Flatwork........................................................................................................ 15 6.7 Vehicular Pavements................................................................................................... 16 6.8 Drainage...................................................................................................................... 17 6.9 Slopes.......................................................................................................................... 18 F:\10-6982\Rpt_Geotechnical 2.doc 6.10 Construction Observation ......................................................................................... 18 6.11 Plan Review.............................................................................................................. 19 7.0 LIMITATIONS OF INVESTIGATION.................................................................................. 19 FIGURES FIGURE 1 INDEX MAP FIGURE 2 EXPLORATION MAP APPENDICES APPENDIX A REFERENCES CITED APPENDIX B EXPLORATION LOGS APPENDIX C LABORATORY METHODS AND RESULTS APPENDIX D STANDARD SPECIFICATIONS FOR GRADING F:\10-6982\Rpt_Geotechnica1 2.doc Preliminary Geotechnical Investigation Page 1 North Coast Health Center Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 1.0 EXECUTIVE SUMMARY Construction Testing and Engineering,Inc. (CTE)has prepared this preliminary geotechnical report for the proposed improvements at 477 North El Camino Real in Encinitas, California(Site). Based on the preliminary results of CTE's investigation, the proposed development is feasible from a geotechnical viewpoint, contingent upon the recommendations presented herein. In general, the earth materials encountered at the site consist of undocumented fill and Tertiary Torrey Sandstone. At the northeastern part of the site, undocumented fills were encountered to depths up to 1.5 feet below grade (fbg). All other borings encountered Tertiary Torrey Sandstone from 0.5 to 19.5 fbg.No groundwater was encountered during CTE's field investigation. Based on the results of CTE's reference review, no active earthquake faults are known to traverse the site. The results of this preliminary report should be considered tentative based on the explorations presented herein. Additional recommendations and/or modifications to the recommendations herein may be necessary based on the conditions observed during construction. 2.0 INTRODUCTION AND SCOPE OF SERVICES 2.1 Introduction CTE has prepared this geotechnical engineering report for the site;the purpose of this investigation was to determine the feasibility of the proposed development from a geotechnical viewpoint. The F:\10-6982\Rpt_Geotechnical 2.doc Preliminary Geotechnical Investigation Page 2 North Coast Health Center Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 site is a grassy area described as Proposed Building"D"in the North Coast Health Center,Encinitas, N California(see Figure 1, Site Index Map). The proposed improvements consist of the construction of a three-story building and associated improvements. 2.2 Scope of Services Our scope of services included: • Review of pertinent references including maps, reports, and aerial photographs, relative to the site and adjacent areas (Appendix A contains a list of cited references). • Field investigation: consisting of site reconnaissance, and the excavation and sample collection from eleven test pits. • Laboratory testing of representative samples collected during the field investigation to identify geotechnical design characteristics of the proposed foundation. • Definition of the general geology and evaluation of potential geologic hazards at the site. • Preparation of this report summarizing the findings, conclusions and geotechnical engineering recommendations for design and construction of the proposed structure. 3.0 BACKGROUND INFORMATION 3.1 Site Location and Description The site is located at 477 North El Camino Real in Encinitas, California. The proposed improvements consist of construction of a three-story building. Figure 1 is a map showing the approximate location of the site. Figure 2 shows the approximate location of the proposed improvements. Land use near the site consists generally of commercial properties. Currently,an existing three-story building is located just north of the proposed construction. Topographically,the site generally slopes F:\10-6982\Rpt_Geotechnical 2.doc Preliminary Geotechnical Investigation Page 3 North Coast Health Center Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 gradually to the west with elevations ranging from approximately 165 to 175 feet above mean sea level (msl). 3.2 Proposed Improvements CTE understands that the proposed improvements will include the construction of a three-story building and associated improvements, including, utilities, and landscaping areas. 4.0 FIELD AND LABORATORY INVESTIGATION 4.1 Field Investigations CTE conducted field investigations at the site on May 17, 2004. Four borings were drilled with a limited access hollow stem drill rig. Borings were explored to a maximum depth of 19.5 fbg. In addition,three test trenches were excavated manually. These shallow explorations were advanced to a maximum depth of 1.0 fbg. Earth materials encountered were logged in accordance with Unified Soil Classification System. Field descriptions have been modified,where appropriate,to reflect the results of laboratory tests. Figure 2 depicts the approximate locations of the borings, test trenches and layout of the site. The Excavation Logs, including descriptions of the soil, in situ field-testing data, and supplementary laboratory data, are included in Appendix B. 4.2 Laboratory Investigation Specific laboratory tests conducted for this investigation included: Particle Size Analysis,Chemical Analysis and Consolidation. Test method descriptions and laboratory results are presented in Appendix C. FA10-6982\Rpt_Geotechnica1 2.doc Preliminary Geotechnical Investigation Page 4 North Coast Health Center Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 5.0 GEOLOGY 5.1 General Setting The site lies on the flank of an uplifted marine terrace in northern San Diego County. Topographically,the area is generally characterized by westward sloping terraces incised by streams draining toward the Pacific Ocean. 5.2 Geologic Conditions Based on field observations and mapping by Tan and Kennedy (1996), soils at the site consist of: Undocumented Fill soils and Tertiary Torrey Sandstone. The soil descriptions below are based on qualitative description of the soils at the site. 5.2.1 Undocumented Fill: Undocumented fill was encountered in only one of our borings to a maximum depth of 1.5 feet below existing grade. However,slightly deeper fills may be encountered at the northeast end of the site. These materials were observed to consist primarily of loose to medium dense, slightly moist, light gray brown, silty fine SAND with some concrete debris. These materials are not considered suitable for support of proposed improvements. 5.2.2 Tertiary Torrey Sandstone: Tertiary Torrey Sandstone was observed underlying the topsoils/undocumented fill, to a maximum depth of nineteen and a half fbg. The Torrey Sandstone consists generally of slightly moist, very dense, light yellowish grey SANDSTONE with occasional light orange F:\10-6982\Rpt_Geotechnical 2.doc Preliminary Geotechnical Investigation Page 5 North Coast Health Center Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 streaks. These materials are considered suitable for support of proposed improvements as recommended herein. 53 Groundwater Conditions Groundwater was not encountered during our explorations to 19.5 fbg.Although groundwater levels may fluctuate, groundwater is not expected to affect the proposed improvements if proper drainage is maintained. 5.4 Geologic Hazards From our investigation it appears that geologic hazards at the site are primarily limited to those caused by violent shaking from earthquake generated ground motion waves. The potential for damage from displacement or fault movement beneath the proposed structures should be considered low. The site is not within a State of California-designated Alquist-Priolo Special Studies Zone for earthquake faults. 5.4.1 Local and Regional Faulting Based on our site reconnaissance, evidence from our explorations, and a review of appropriate geologic literature, it is our opinion that the site is not on known active fault traces. According to the California Division of Mines and Geology, a fault is active if it displays evidence of activity in the last 11,000 years (Hart and Bryant, 1997). The Rose Canyon Fault Zone, approximately four miles to the west, is the closest known active fault(Jennings, 1987). Other principal active regional faults include: The Coronado Banks, San Jacinto, Palos Verdes, San Andreas, and Elsinore Faults. F:\10-6982\Rpt_Geotechn ical 2.doc Preliminary Geotechnical Investigation Page 6 North Coast Health Center Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 5.4.2 Site Near Source Factors and Seismic Coefficients In accordance with the California Building Code 2001 edition, Volume 2, Figure 16-2,the referenced site is located within seismic zone 4 and has a seismic zone factor of Z=0.4. The nearest active fault,the Rose Canyon Fault Zone,is approximately four miles to the west and is considered a Type B seismic source. Based on the distance from the site to the Rose Canyon Fault Zone,near source factors of Nv=1.2 and N,,1.0 are appropriate. Based on the shallow subsurface explorations and our knowledge of the area,the site has a soil profile type of Sc and seismic coefficients of Cv=0.72 and C,=0.40. 5.4.3 Tsunami and Seiche Damage The potential for tsunami damage at the site is negligible due to the site's elevation(greater than 170 feet above sea level) and distance from the ocean (greater than 2.25 miles). Damage caused by oscillatory waves (seiche) is considered unlikely, as the site is not down slope from any significant bodies of water. 5.4.4 Landsliding or Rocksliding According to Tan and Giffen (1995), the site lies within a zone that is considered generally susceptible to landsliding. However, no active landslides have been mapped in the general vicinity of the proposed development, nor was evidence of active landslides or rockslides seen at the site. Therefore, the potential for landsliding or rocksliding to affect the site is considered remote. 5.4.5 Compressible and Expansive Soils Based on geologic observation and laboratory testing,Tertiary Torrey Sandstone materials, exhibit very low compressibility and low expansive characteristics. Therefore, these F:\10-6982\Rpt_Geotechn ical 2.doc Preliminary Geotechnical Investigation Page 7 North Coast Health Center Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 materials are considered suitable for support of fill and improvements. Surficial materials may be locally dry or compressible in nature. As a result,these materials should be prepared according to the recommendations provided in this report. The prescribed preparatory grading and design recommendations herein have been developed to effectively mitigate any minor potentially compressible materials on site. 5.4.6 Liquefaction Evaluation Liquefaction occurs when saturated fine-grained sands or silts lose their physical strength during earthquake-induced shaking and behave as a liquid. This is due to loss of point-to- point grain contact and transfer of normal stress to the pore water. Liquefaction potential varies with groundwater level,soil type,material gradation,relative density,and the intensity and duration of ground shaking. Due to the absence of shallow groundwater condition and the very dense nature of the underlying native soils, it is our opinion that the potential for liquefaction should be considered low in all areas of the project. 5.4.7 Seismic Settlement Evaluation Seismic settlement occurs when loose to medium dense granular soils densify during seismic events. We anticipate that topsoils and/or loose or soft surficial soils will be mitigated during grading. The underlying formational materials were generally found to be very dense and are not considered likely to experience significant seismic settlement. Therefore,in our F:\10-6982\Rpt_Geotechn ical 2.doc Preliminary Geotechnical Investigation Page 8 North Coast Health Center Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 opinion,the potential for seismic settlement resulting in damage to site improvements should be considered negligible. 5.4.8 Corrosive Soils Based on chemical testing, onsite materials have low concentrations of soluble sulfates and a low corrosion potential to buried concrete. Based on resistivity testing, soils are moderately corrosive to buried metals. 6.0 CONCLUSIONS AND RECOMMENDATIONS 6.1 General We conclude that the proposed construction on the site is feasible from a geotechnical standpoint, provided the recommendations in this report are incorporated into the design and construction of the project. Based on our subsurface investigation and engineering analysis,the proposed improvements can be supported on spread foundations designed and constructed as recommended herein. Specific recommendations for the design and construction of improvements at the subject site are included in the subsequent sections of this report. 6.2 Site Preparation 6.2.1 General Before grading, the site should be cleared of any existing improvements, debris and other deleterious materials. In areas to receive structures or distress-sensitive improvements, F:A10-6982\Rpt_Geotechnical 2.doc Preliminary Geotechnical Investigation Page 9 North Coast Health Center Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 expansive, surficial eroded, desiccated, burrowed, or otherwise loose or disturbed soils should be removed to the depth of competent native materials. Organic and other deleterious materials not suitable for structural backfill should be disposed of offsite at a legal disposal site. We anticipate all proposed improvements will be founded entirely in competent mative materials. Therefore, after clearing the site surface of unsuitable materials, the proposed building area shall be ripped and recompacted to competent native materials(approximately 18 to 24 inches below grade). An engineer or geologist from this office, before the placement of compacted structural fill, should evaluate the exposed subgrade in order to assure that competent materials have been exposed. All fill should be compacted to a minimum 90% relative compaction (as per ASTM 1557) at moisture contents between optimum and four percent above optimum. 6.2.2 Site Excavations Based on exploratory data, site excavations can generally be accomplished using heavy-duty construction equipment. Design recommendations for temporary construction slopes are provided in a subsequent section of this report. Site excavations should be observed by CTE. Such observations are essential to identify field conditions that differ from those identified during our subsurface investigation and to adjust designs to actual field conditions encountered. F:\1 0-6982\Rpt_Geotechnical 2.doc Preliminary Geotechnical Investigation Page 10 North Coast Health Center Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 6.2.3 Fill Placement and Compaction As stated, an engineer or geologist from CTE should be called upon to verify that the proper site preparation has occurred before fill placement begins. Following any necessary removals, areas to receive fills should be scarified,moisture conditioned to near or slightly above optimum moisture content, and properly recompacted. General fill and backfill should be compacted to a minimum relative compaction of 90%as - evaluated by ASTM D-1557(except in pavement areas)at moisture contents near or slightly above optimum. The optimum lift thickness for backfill soil will be dependent on the type of compaction equipment used. Generally, backfill should be placed in uniform lifts not exceeding eight inches in loose thickness. Although not anticipated,sloping backfill shall be properly keyed and benched. Kervay backdrains could also be required based on the conditions observed during grading. Backfill placement and compaction should be done in overall conformance with geotechnical recommendations and local ordinances. 6.2.4 Fill Materials Soils derived from on-site materials are considered suitable for reuse on the site as fill, provided they are screened of significant organic materials and materials greater than three inches in maximum dimension, if encountered. Imported fill beneath structures, pavements and walks should have an expansion index less than or equal to 30 (per UBC 18-1-13)with less than 35%passing the no.200 sieve. Imported F:\10-6982\Rpt_Geotechnical 2.doc Preliminary Geotechnical Investigation Page 11 North Coast Health Center - Proposed Building"D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 fill soils for use in structural or slope areas should be evaluated by the soils engineer to determine strength characteristics before placement on the site. _. 6.3 Temporary Construction Slopes Sloping recommendations for unshored temporary excavations are provided herein. The recommended slopes should be relatively stable against deep-seated failure, but may experience localized sloughing. Recommended slope ratios are set forth in Table 1. TABLE 1 RECOMMENDED TEMPORARY SLOPE RA'IOS SOILS TYPE SLOPE RATIO MAXIMUM HEIGHT (Horizontal: Vertical) B (Tertiary Torrey Sandstone) 1:1 (MAXIMUM) 10 FEET C (Fills) 1.5:1 (MAXIMUM) 10 FEET Actual field conditions and soil type designations must be verified by a "competent person" while excavations exist according to Cal-OSHA regulations. In addition, the above sloping recommendations do not allow for potential water seepage,or surcharge loading at the top of slopes by vehicular traffic, equipment or materials. Appropriate surcharge setbacks must be maintained from the top of all unshored slopes. FA 10-6982\Rpt_Geotechnical 2.doc Preliminary Geotechnical Investigation Page 12 North Coast Health Center -° Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 6.4 Foundations and Slab Recommendations 6.4.1 General The following recommendations are for preliminary planning purposes only. These foundation recommendations should be reviewed after completion of earthwork. We anticipate all foundations for the proposed structure will be founded entirely in competent native materials. 6.4.2 Spread Foundations Continuous and isolated spread footings are suitable for use at this site. We anticipate that all building footings will be founded entirely in competent formational materials as recommended herein. Foundation dimensions and reinforcement should be based on allowable bearing values of 3,500 pounds per square foot (psf) for footings embedded a minimum of 24 inches below proposed grade and bearing in competent formational materials. The allowable bearing value may be increased by 500 psf for each additional six inches of embedment up to a maximum value of 5,000 psf. The allowable bearing value may be increased by one third for short duration loading which includes the effects of wind or seismic forces. Minimum footing reinforcement for continuous footings should consist of four No. 4 reinforcing bars;two placed near the top and two placed near the bottom or as per the proj ect structural engineer. The structural engineer should design isolated footing reinforcement. F:U0-6982\Rpt_Geotechnical ldoc Preliminary Geotechnical Investigation Page 13 North Coast Health Center -" Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 All shallow foundations shall be deepened to bear beneath an imaginary 1:1 plane extended up from adjacent subterranean improvements(i.e.,basement improvements)in order to avoid surcharging. 6.4.3 Slabs-On-Grade Lightly loaded concrete slabs should be a minimum of 4.5 inches thick. Minimum slab reinforcement should consist of#3 or#4 reinforcing bars placed on 18- or 24-inch centers, each way, at mid-slab height. In moisture sensitive floor areas, a vapor barrier of ten-mil visqueen overlying a two-inch layer of compacted aggregate base should be installed. A one- - to two-inch layer of similar material may be placed above the visqueen to protect the membrane during steel and concrete placement. Slabs subjected to heavier loads may require thicker slab sections and/or increased reinforcement. 6.4.4 Foundation Settlement and Setback Based on the preliminary plans as well as the conditions observed at the site,the maximum total static settlement is expected to be on the order of one inch and the maximum differential settlement is expected to be on the order of 0.50 inches. Due to the generally very dense nature of underlying native materials, dynamic settlement is not expected to adversely effect the proposed improvements. Footings for structures should be designed such that the horizontal distance from the face of adjacent slopes to the outer edge of the footing is a minimum of 10 feet. F:\10-6982\Rpt_Geotechnical 2.doc Preliminary Geotechnical Investigation Page 14 North Coast Health Center - Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 6.5 Lateral Resistance and Earth Pressures Foundations placed in competent native materials may be designed using a coefficient of friction of 0.35 (total frictional resistance equals the coefficient of friction times the dead load). A design passive resistance value of 300 pounds per square foot per foot of depth(with a maximum value of 1,500 pounds per square foot)may be used. The allowable lateral resistance can be taken as the sum of the frictional resistance and the passive resistance,provided the passive resistance does not exceed two-thirds of the total allowable resistance. Walls below grade up to ten feet high and backfilled using granular soils may be designed using the equivalent fluid weights given in Table 2 below. If segmental block or soil nail walls are proposed at the site, our office shall be contacted and additional design and construction recommendations will be provided upon request. TABLE 2 EQUIVALENT FLUID UNIT WEIGHTS (pounds per cubic foot) WALL TYPE LEVEL BACKFILL SLOPE BACKFILL 2:1 (HORIZONTAL:VERTICAL) CANTILEVER WALL 35 60 (YIELDING) RESTRAINED WALL 55 80 The above values assume non-expansive backfill and free draining conditions. Measures should be taken to prevent a moisture buildup behind all walls below grade. Drainage measures should include FA10-6982\Rpt_Geotechnica1 2.doc Preliminary Geotechnical Investigation Page 15 North Coast Health Center Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 free draining backfill materials and perforated drains. As per the project architect. Drains should discharge to an appropriate offsite location. The use of a relatively flat composite drain system should be used along the exterior of any basement walls. Waterproofing of walls below grade should be designed by the project architect. In addition to the recommended earth pressure, the upper 10 feet of subterranean walls adjacent to streets or other traffic loads should be designed to resist a uniform lateral pressure of 100 psf. This is the result of an assumed 300-psf surcharge behind the walls due to normal street traffic. If the traffic is kept back at least 10 feet or a distance equal to the retained soil height from the subject walls, whichever is less, the traffic surcharge may be neglected. We recommend that all walls be backfilled with soil having an expansion index of 20 or less. The backfill area should include the zone defined by a 1:1 sloping plane, extended back from the base of the wall. Retaining wall backfill should be compacted to at least 90 percent relative compaction, based on ASTM D1557-91. Backfill should not be placed until walls have achieved adequate structural strength. Heavy compaction equipment, which could cause distress to walls, should not be used. 6.6 Exterior Flatwork To reduce the potential for distress to exterior flatwork caused by minor settlement of foundation soils, we recommend that such flatwork be reinforced and installed with crack-control joints at appropriate spacing as designed by the proj ect architect. All subgrade should be prepared according F:\10-6982\Rpt_Geotech n ical 2.doc Preliminary Geotechnical Investigation Page 16 North Coast Health Center Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 to the earthwork recommendations previously given before placing concrete. Subgrade moisture shall be maintained until improvement placement. Flatwork shall be a minimum 4.5 inches thick. Flatwork shall be reinforced with minimum #3 rebar spaced at 18 inches, on center, both ways. Reinforcing shall be located at near mid-height of the concrete section. 6.7 Vehicular Pavements The proposed development will include the construction of pavement areas. Presented in Table 3 below are recommended pavement sections. Two options are presented.Option 1 is for construction of asphalted concrete pavements; Option 2 is for construction of full-depth concrete pavements. Please note that these pavement sections should be reviewed and modified or approved, as appropriate, by the governing authority, especially, if proposed in public improvement areas. The pavement sections presented are based on estimated traffic indices Resistance"R"-Values. The upper 12 inches of subgrade and all base materials shall be compacted to 95% of laboratory determined maximum dry density,as per ASTM D 1557,at moisture contents between zero and four percent above optimum. F:\10-6982\Rpt_Geotechn ica1 2.doc Preliminary Geotechnical Investigation Page 17 North Coast Health Center Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 TABLE 3 PRELIMINARY RECOMMENDED PAVEMENT THICKNESS Option 1: Option 2: Preliminary Asphalt Pavements Full Traffic Area Assumed Traffic Subgrade AC Class II Depth Index "R"-Value Thickness Aggregate Base Concrete (inches) Thickness Pavements (inches) (inches) Moderate Light 5.5 24 3.5 8.0 6.5 Truck Areas Auto Drive and 4.5 24 3.0 6.0 5.5 Parking Areas y Upon completion of preparatory grading in the proposed pavement areas, additional subgrade sampling and testing for "R" Value determination may be conducted. This additional testing will enable us to modify the pavement sections based on the as-graded conditions, if necessary. 6.8 Drainage Surface runoff should be collected and directed away from improvements by means of appropriate erosion reducing devices and positive drainage should be established around the proposed improvements. Positive drainage should be directed away from improvements at a gradient of at least two percent for a distance of at least five feet. Surficial contours within the area should keep water from affecting the foundations provided planter areas are not over watered. The project civil engineer should evaluate the on-site drainage and make necessary provisions to keep surface water from affecting the site. r F:\10-6982\Rpt_Geotechnical 2.doc Preliminary Geotechnical Investigation Page 18 North Coast Health Center Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 6.9 Slopes If proposed, slopes should be constructed at 2:1 (horizontal: vertical) or flatter. Although graded slopes on this site will be grossly stable (i.e., factor of safety greater than 1.5), the soils will be somewhat erodible. Therefore, runoff water should not be permitted to drain over the edges of slopes unless that water is confined to properly designed and constructed drainage facilities. Erosion resistant vegetation should be maintained on the face of all slopes. As previously stated, all slopes shall be properly keyed and benched. Typically, soils along the top portion of a fill slope face will tend to creep laterally. We do not recommend that distress sensitive landscape improvements be constructed within five feet of slope crests in fill areas. 6.10 Construction Observation The recommendations provided in this report are based on preliminary design information for the proposed construction and the subsurface conditions found in the exploratory boring locations. The interpolated subsurface conditions should be checked in the field during construction to verify that conditions are as anticipated. Recommendations provided in this report are based on the understanding and assumption that CTE will provide the observation and testing services for the project. All earthwork should be observed and tested to verify that grading activity has been performed according to the recommendations F AI O-6982�Rpt_Geotechnical 2.doc Preliminary Geotechnical Investigation Page 19 North Coast Health Center Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 contained within this report. All foundation excavations shall be evaluated by the project engineer before reinforcing steel placement. 6.11 Plan Review CTE,should review all project grading and foundation plans before the start of earthworks to identify potential conflicts with the recommendations contained in this report. 7.0 LIMITATIONS OF INVESTIGATION The recommendations provided in this report are based on the anticipated construction and the subsurface conditions found in our explorations. The interpolated subsurface conditions should be checked in the field during construction to verify that conditions are as anticipated. Recommendations provided in this report are based on the understanding and assumption that CTE will provide the observation and testing services for the project. All earthworks should be observed and tested to verify that grading activity has been performed according to the recommendations contained within this report. The project engineer should evaluate all footing trenches before reinforcing steel placement. The field evaluation, laboratory testing and geotechnical analysis presented in this report have been conducted according to current engineering practice and the standard of care exercised by reputable geotechnical consultants performing similar tasks in this area. No other warranty, expressed or implied, is made regarding the conclusions,recommendations and opinions expressed in this report. F:\10-6982\Rpt_Geotechnical l doc Preliminary Geotechnical Investigation Page 20 North Coast Health Center Proposed Building "D" 477 North El Camino Real, Encinitas, California July 14, 2004 CTE Job No. 10-6982 Variations may exist and conditions not observed or described in this report may be encountered during construction. Our conclusions and recommendations are based on an analysis of the observed conditions. If conditions different from those described in this report are encountered,our office should be notified and additional recommendations, if required, will be provided upon request. We appreciate this opportunity to be of service on this project. If you have any questions regarding this report,please do not hesitate to contact the undersigned. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. QRpFESS11A Dan T. Math, RCE #61013 �� EL L Mqj�F� Jay F. Lynch, CEG #1890 Senior Engineer NO. 6 Senior Geologist W 61013 * UP. \� 12/31/06 A Ep GFO TAT CIVIL • CERTIFIED ENGINEERING ° FlOFE8g� v'� GEOLOGIST.. �•O�1EL T. J w Na 2665 z M °C EXP.12131106 ^' � c a F�F CALIFOP� F:\10-6982\Rpt_Geotechnical 2.doc TOR01 :'nap printer' n.06.1`03/04-corn Caiitorna tpo and Untitled t{x3 117'17.000' MN 117° vu W M t_ C14 1115-000 W w �✓� at > 5 v f a R..�" 3,11— ry '* � •� .r. sl ��'"` -' ci Li " � �„ t �`� •' �� s ro { 3 .=` x,.s--� Ott -o 11W ji Fs .y, r '" jy 7F dry' 7 ' ': ) �i SITE , AIV ix g v x { Cy 7 Ys S ! `',l.5•�' `r r ^; IV 7F , Y.- C A ♦ 7�•w WIS. q 1{ 5 t .3i Yl Fis �.. ___ 3A t ,Py�''fy +��+':!s?.. e'. 'a '" _ °' ��''"av"jtl'.�Y-x � r'�•r �?^F` s �t- tn 3 b 4 .�:� h :�f& .yw• YN _ 21 J;(_,�y.',r' Y'� - ' y >k. •' i : �Y�S5,, ie,x. 'N yT`�.'� (( 4S:w tti M S f{y .tN 1 : q ( A.. [¢'• t pF { ^ v 7. [ .K %,. � �S'rl�k'1 t a :u1K Y;1. � � i'h4lt i�Y s•t>�,: �q� .-,+'r•4 , ��*`�' �,� �; ''� 'L r %; �t'w{t'1+. n ,2'y�r r. !t. L.� t PIN.; E: s !Y5''R�.� r v t i ty rY ri r N l"' f xY:"r`� t' '.""•'. t �'� 'QL U � :.. a u�r �. 3 1-YE - �y y +�.N:w• g _'\ 7-.�. C .�. >; ;e�.l [ -+ p 1I S 'i 'k I, .2 a �, d ,rte• �` ,ta �i/ n)I �. - >�'•'r ziA. s .Y.?f. 1 �b '- ♦t�.�' y -�G. l'A r � ja. Cf SZ•) F �"�- ? .lM'[ S A ij 4 I •-.. i - F Y '4 ^° , .j� C 4'. :Y1 x x' x S 44?� SY1,@ : {; ; 7 i �� '1 t :i t 117'17.ClGG' W' 1171116.000' W WGSe,4 117°15.000' W+/ �nr c J1 FM Fn ted fk..TOPO!0 20M WiY1t4 wnr ProdwtlO (W W W.NIP-COW JS CONSTRUCTION TESTING&ENGINEERING, INC. GE01'EC ifNIC'AL ANDC'ONSTRUCCION ENGINEERING TESTL•NGAND INSPECTION 2414 VINEYARD AVENUE,STE G ESCON'DDOCA.921129(760)7464955 13rfOMb'NBMU,I1tiC. SITE INDEX MAP 10-6982 4(1 FOOT CONTOUR ELEVATIONS NORTH COAST'HEALTH CENTER,PROPOSED BUILDING"D" - AS SHOW N 477 NORTH EL C:AMINO REAl, DA�E� FIGURE: ENCINITAS,CALITORNIA !6AA 1 APPENDIX A REFERENCES CITED F:\10-6982\Rpt_Geotechnical 2.doc REFERENCES CITED 1. Geotechnical Exploration Inc., "Final Report of Grading Observation and Field Density Testing, Storm Drain Trench Backfill, Water&Sewer Line Backfill,Utility Trench Backfill, Building Retaining Wall Backfill, Final Building Pad Preparation and Final Subgrade Preparation of Paved Areas,North Coast Health Center Project, 1800 North El Camino Real, Encinitas, California, Job No. 85-3969, Dated 23 January 1987." [Consultant Report] - 2. Hart,Earl W. and Bryant, W.A., 1997, "Fault-Rupture Hazard Zones in California,Alquist- Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps,"California Division of Mines and Geology, Special Publication 42. 3. Jennings, C. W., 1987, "Fault Map of California with Locations of Volcanoes, Thermal Springs and Thermal Wells." 4. Tan, S. S.,and Giffen,D.G., 1995,"Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California: Landslide Hazard Identification Map", California Department of Conservation, Division of Mines and Geology, Open-File Report 95-04, State of California, Division of Mines and Geology, Sacramento, California. 5. Tan, S. S., and Kennedy M., 1996, "Geological Map of the Encinitas and Rancho Santa Fe 7.5' Quadrangles", Geological Maps of the Northwestern Part of San Diego County, California, California Department of Conservation, Division of Mines and Geology. 6. Uniform Building Code, 1997, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada. F:\10-6982\Rpt_Geotechnical 2.doc APPENDIX B EXPLORATION LOGS F:\10-6982\Rpt_Geoteclinical 2.doc ONSTRUCTION TESTING & ENGINEERING, INC . GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION - :� 2414 VINEYARD AVENUE, SUITE G ESCONDIDO CA. 9?029(760)746-4953 II:C.RiEER[NG:^N: DEFINITION OF TE"S PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS GRAVELS WELL GRADED GRAVELS,GRAVEL-SAND MIXTURES CLEAN NIORE THAN GRAVELS 9W LE OR NO FINES ° s.�"'W'°• LITTLE !�* POORLY GRADED GRAVELS OR GRAVEL SAND MATURES, GP z HALF OF <5%FINES _�� s LITTLE OF NO FINES a y COARSE SILTY GRAVELS,GRAVEL-SAND-SILT MIXTURES, r FRACTION IS u N GRAVELS GM NON-PLASTIC FINES q v7 LARGER THAN z ¢ a WITH-FINES GC CLAYEY GRAVELS,GRAVEL-SAND-CLAY WXTURES, y NO.4 SIEVE z Q w PLASTIC FINES SANDS EAN '= WELL GRADED SANDS,GRAVELLY SANDS,LITTLE OR NO CL FINES ry MORE THAN SANDS .? w POORLY GRADED SANDS,GRAVELLY SANDS,LITTLE OR O z HALF OF <5%FINES SP : NO FINES z ¢ COARSE I SILTY SANDS,SAND-SILT MIXTURES,NON-PLASTIC FINES w V FRACTION IS SANDS SM SMALLER THAN WITH FINES CLAYEY SANDS,SAND-CLAY MIXTURES,PLASTIC FINES NO.4 SIEVE S� 1 - INORGANIC SILTS,VERY FINE SANDS,ROCK FLOUR,SILTY rn w N SILTS AND CLAYS "' OR CLAYEY FINE SANDS,SLIGHTLY PLASTIC CLAYEY SILTS INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, LIQUID LIMIT IS u' % LESS THAN 50 GRAVELLY,SANDY,SILTS OR LEAN CLAYS q ,_ W ORGANIC SILTS AND ORGANIC CLAYS OF LOW PLASTICITY OL z ° INORGANIC SILTS,MICACEOUS OR DIATOMACEOUS FINE ? MH SANDY OR SILTY SOILS,ELASTIC SILTS G SILTS AND CLAPS , S` F 7. LIQUID LIMIT 1S LIC INORGANIC CLAYS OF NIGH PLASTICITY,FAT CLAYS ? f Q Q Q z z GREATER THAN 50 - ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTY CLAYS HIGFIt'LY ORGANIC SOILS PEAT AND OTHER HIGHLY ORGANIC SOILS GRAIN SIZES BOULDERS COBBLES AVEL SAND FINE COARSE MEDIUM FINE SILTS AND CLAYS 12" 3" 3/4" 4 10 40 200 CLEAR SQUARE SIEVE OPENING U.S. STANDARD SIEVE SIZE ADDITIONAL TESTS (OTHER THAN TEST PIT AND BORING LOG COLUMN HEADINGS) MAX-Maximum Dry Density PIVI-Permeability PP-Pocket Penetrometer GS- Grain Size Distribution SG- Specific Gravity WA- Wash Analysis SE-Sand Equivalent HA-Hydrometer Analysis DS-Direct Shear El- Expansion Index AL-Atterberg Limits UC-Unconfined Compression CHM-Sulfate and Chloride RV- R-Value MD-1Vloisture/Density Conte-it, pH,Resistivity CN- Consolidation M-Moisture COR-Corrosivity SC-Swell Compression FIGURE: BL1 rJ �CONST.RUCTION TESTING & ENGINEERING; INC. n Z GE OTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION :�- 2414 VINEYARD AVENUE,SUITE G ESCONDIDO CA.97.U29 (760) 746-4933 . PROJECT: DRILLER: SHEET: of CTE JOB NO: DRILL METHOD: DRILLING DATE: LOGGED BY- SAMPLE METHOD: ELEVATION: o !4 U H BORING LEGEND Laboratory Tests a y 3 q J C-1 p G c7 DESCRIPTION t7 Block or Chunk Sample Bulk Sample 5 Standard Penetration Test 1 Modified Split-Barrel Drive Sampler(Cal Sampler) Thin Walled Armv Corp. of Envineers Sample IS Groundwater Table Formation Chance ((Avoroxnnate boundaries queried(?)1 2C � — Soil T-me or Classification Chance (Appro,�iinate boundaries queried011 Ouotes are placed around classifications where the soils J� txast in situ as bedrock f r FIGURE_ BL2 CONSTRUCTION TESTING & ENGINEERING, INC. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 2414 VINEYARD AVENUE.SUITE G ESCONDIDO CA.92029 (760)746-4955 ENGINEERING,AIC. PROJECT: NORTH COAST HEALTH CENTER DRILLER: PACIFIC DRILLING SHEET: I of I " CTE JOB NO: 10-6982G DRILL METHOD: LIMITED ACCESS:HOLLOW STEM DRILLING DATE: 5/17/2004 LOGGED BY: D.RIES SAMPLE METHOD: BULK,SPT,RING ELEVATION: — °' s BORING. B-1 Laboratory Tests E^ O G X > DESCRIPTION 0 0-1.5'UNDOCUMENTED FILL(Qudf): SM Light gray brown, loose to medium dense,slightly moist,silty fine SAND SM with concrete debris. 1.5'-19.25'TERTIARY TORREY SANDSTONE FORMATION(Tt): SP Light yellowish gray, very dense,slightly moist,SANDSTONE (SP),fine grained,massive, trace silt,occasional light orange rusty colored stained streaks. 50/6" 5 @ 5'-6'Cemented,gravelly bed. GM Light yellowish gray, very dense,slightly moist,SANDSTONE SP (SP),fine grained,massive, trace silt,occasional light orange rusty colored stained streaks. ---- --- -------------------------------------------------------- ----------------- 1 SM Becomes silty fine grained SANDSTONE(SM). 5016" 50/3" As above. SM 50/3" -20- Total Depth 19.25' No Groundwater Hole Backfilled with Bentonite Chips 2 Boring B-I �� CONSTRUCTION TESTING & ENGINEERING, INC. O GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION C� @ 2414 VINEYARD AVENUE,SUITE G ESCONDIDO CA.92029(760) 746-4955 ENMEERI:G.ING. PROJECT: NORTH COAST HEALTH CENTER DRILLER: PACIFIC DRILLING SHEET: I of I CTE JOB NO: 10-69826 DRILL METHOD: LIMITED ACCESS:HOLLOW STEM DRILLING DATE: 5/17/2004 LOGGED BY: D.RIES SAMPLE METHOD: BULK,SPT,RING ELEVATION: - U g BORING: B-2 Laboratory Tests U � x 3 Q U a a o 'a vi DESCRIPTION 0 0-0.2'ASPHALT 0.2'-19.5'TERTIARY TORREY SANDSTONE FORMATION(Tt): Light yellowish gray,very dense,slightly moist,fine grained SP SANDSTONE(SP), with silt,occasional rusty orange stained streaks, massive. 50/5" 5 I GM @ 10'-10.5'Gravel layer. 50/6" SP 1 18 50/6" As above. - 50/6" 2 Total Depth 19.5' No Groundwater Hole Backfilled with Bentonite Chips 2 �Eo CONSTRUCTION TESTING & ENGINEERING, INC. .v $ GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION G� 2414 VINEYARD AVENUE,SUITE G ESCONDIDO CA.92029 (760) 746-4955 PNGINEERWr'NC. PROJECT: NORTH COAST HEALTH CENTER DRILLER: PACIFIC DRILLING SHEET: I of I CTE JOB NO: 10-6982G DRILL METHOD: LIMITED ACCESS:HOLLOW STEM DRILLING DATE: 5/17/2004 LOGGED BY: D.RIES SAMPLE METHOD: BULK,SPT,RING ELEVATION: - U Q r s T o Laborator Tests BORING: B-3 y a ❑ o Z. •g v? DESCRIPTION 0 0-0.5'TURF and TOPSOIL 0.5'-19.5'TERTIARY TORREY SANDSTONE FORMATION(Tt): SP Light gray with abandant rusty orange stained specks, very dense, slightly moist,fine SANDSTONE(SP), with silt,massive. 20 5 50/6° ---- ---- ------------------------------------------------------- ------------------ 1 50/6" SM Light gray, very dense,ocassional rusty orange staining,slightly moist,silty SANDSTONE(SM),massive. 1 50/6" SM As above. SM As above. 50/6" 2 Total Depth 195 No Groundwater Hole Backfilled with Bentonite Chips 2 �y�� NCONSTRUCTION TESTING & ENGINEERING, INC. =q' GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION of 2414 VINEYARD AVENUE,SUITE G ESCONDIDO CA.92029 (760) 746-4955 ENGINEERINr,LNC. PROJECT: NORTH COAST HEALTH CENTER DRILLER: PACIFIC DRILLING SHEET: I of I CTE JOB NO: 10-6982G DRILL METHOD: LIMITED ACCESS:HOLLOW STEM DRILLING DATE: 5/17/2004 LOGGED BY: D.RIES SAMPLE METHOD: BULK,SPT,RING ELEVATION: - C. V a V, F s a BORING. B-4 Laboratory Tests DESCRIPTION 0 0-0.5'TURF and TOPSOIL 0.5'-19.5'TERTIARY TORREY SANDSTONE FORMATION(Tt): SP Light gray with abandant rusty orange stained specks, very dense, slightly moist,fine SANDSTONE(SP),with silt, massive. 50/6" 5 l 50/6" SP As above. SP As above. » so/s' 2 Total Depth 19.5' No Groundwater Hole Backfilled with Bentonite Chips 2 a � o y o � N U 0 u ° O F- O Q F J Q Q X a Z C o .' a G U n W o � 0 ° W o0 Z 0 Fr C p '-- q m CJ Z 01' u E W m b �° O bnr � w rr�-- � " z bA U o cd N 0 W _ ° o b Q Q Q a [� n X X Q un o ° � cn U, n 3 b T_ J o w z o o cz U r rJ, LL Q W ad�Cd, uanuQ Q oldumS �IIJ�B O ,I C,) (133j)gldoa o 0 � � W zo ilo-I oigdi3jq logLUXS.S.3.S.n zm (%)a�nlsioW 0.1 � O :7 O w U (jod) �jtsuaQ tiQ r1 F O o r� y W ui CIZ o C7 z > c w w Z j w cli 0 ° � T z � p Of) .O U T O w H o U Y ,.N cl w o � w a o a L ° o F z � - x x W w L s Z C ° �o CL c4 b 3 a t, z u v w adXj, uan[sa D[duieS �1u8 O (� D W (laad)gldaa o 0 a` `O cG o ao'7 aigdLiD [oquiXS S J S(l z (%) 01111SION C u (lad),CUSUaa tia c U a \ ® \ 3 / > ~ a / � « \ @ & \ / ~ z CA / \ � \ \ 7 g « M & z 2 g \ ) § m ^ \ ¥ { Q / / m < t / bf) ~ % \ ^ t \ \ 2 2 9 y / \ 2 % x / < z . y ? / a ± = a « \ : m § z ® © 2 2 ° ® S > � y = � t \ � § u _ \ mdms m+ \ / z m .1)ipdq o 6 ( � \ / \ / 2;g, 9 @!mG«2<n / \ ()emGw % _ \ \ \ mG 9®OC so APPENDIX C LABORATORY METHODS AND RESULTS F\10-6982\Rpt_Gcotcchnica]2.doc APPENDIX C LABORATORY METHODS AND RESULTS Laboratory tests were performed on representative soil samples to detect their relative engineering properties. Tests were performed following test methods of the American Society for Testing Materials or other accepted standards. The following presents a brief description of the various test methods used. Laboratory results are presented in the following section of this Appendix. Classification Soils were classified visually according to the Unified Soil Classification System. Visual classifications were supplemented by laboratory testing of selected samples according to ASTM D2487. Particle-Size Analysis Particle-size analyses were performed on selected representative samples according to ASTM D422. Chemical Analysis Soil materials were collected with sterile sampling equipment and tested for Sulfate and Chloride content, pH, Corrosivity, and Resistivity. Consolidation Consolidation testing was performed on selected samples in accordance with ASTM D 2435-90. F:\10-6982\Rpt_Geotechnical 2.doc 0.0°io 10% 2.0% 3.0% 4.0% o z O cn , w 5.0% a • O C) 6.0% - 1 . i 7.0% I 8.0% 9.0% _ 10.0% 1000 10000 100000 VERTICAL EFFECTIVE STRESS(pso SWELL/COMPRESSION TEST Sample Designation Depth(ft) Symbol Legend FIELD MOISTURE B-1 10' • ----------- SAMPLE SATURATED ——————— REBOUND Dry Density(before)=100.8 % Moisthu-e(before)-6.6 CTE JOB NO: 10-6982 Dry Density(After)=91.3 % Moisture(After)=17.8 FIGURE NO:C-1 CONSTRUCTION 'TESTING & ENGINEERING, INC. 1' GUI[I(IIN[(\I k\1)C).AS I RI C IIIN 1.VULAPI%RIA( „'SIICG A. D IN N P I C I IUF 1111) OR',1 It I I (f I SCON1)IUII C,.)3 12 9 1 71,11 1 91,..19 f:�fIVERI�'G.Ni_ 200 WASH ANALYSIS LOCATION DEPTH PERCENT PASSING CLASSIFICATION (feet) #200 SIEVE Boring B-I 5 16.6 SM Borma B-I 15 14.5 SM Boring B-2 4 16 SM Boring B-2 10.5 13.5 SM Boring B-3 5 15.7 SM SULFATE LOCATION DEPTH RESULTS (feet) ppm Boring B-2 4 71 CONDUCTIVITY CALIFORNIA TEST 424 LOCATION DEPTH RESULTS (feet) us/cm Boring B-2 4 97.3 RESISTIVITY CALIFORNIA TEST 424 LOCATION DEPTH RESULTS (feet) ohms/cm Boring 13-2 4 8430 LABORATORY SUMMARY CTE JOB NO. 10-6982 APPENDIX D STANDARD SPECIFICATIONS FOR GRADING F:\10-6982\Rpt_Geotechnical 2.doc Appendix D Page D-1 Standard Grading Specifications Section 1 - General The guidelines contained herein represent Construction Testing & Engineering's standard recommendations for grading and other associated operations on construction projects. These guidelines should be considered a portion of the project specifications. Recommendations contained in the body of the previously presented soils report shall supersede the recommendations and or requirements as specified herein. The project geotechnical consultant shall interpret disputes arising out of interpretation of the recommendations contained in the soils report or specifications contained herein. Section 2 - Responsibilities of Project Personnel The geotechnical consultant should provide observation and testing services sufficient to assure that geotechnical construction is performed in general conformance with project specifications and standard grading practices. The geotechnical consultant should report any deviations to the client or his authorized representative. The Client should be chiefly responsible for all aspects of the project. He or his authorized representative has the responsibility of reviewing the findings and recommendations of the " geotechnical consultant. He shall authorize or cause to have authorized the Contractor and/or other consultants to perform work and/or provide services. During grading the Client or his authorized representative should remain on-site or should remain reasonably accessible to all concerned parties ` in order to make decisions necessary to maintain the flow of the project. The Contractor should be responsible for the safety of the project and satisfactory completion of all grading and other associated operations on construction projects,including,but not limited to,earth work in accordance with the project plans, specifications and controlling agency requirements. Section 3 - Preconstruction Meeting A preconstruction site meeting shall be arranged by the owner and/or client and shall include the grading contractor, the design engineer, the geotechnical consultant, owner's representative and representatives of the appropriate governing authorities. Section 4 - Site Preparation The client or contractor should obtain the required approvals from the controlling authorities for the project prior, during and/or after demolition, site preparation and removals, etc. The appropriate approvals should be obtained prior to proceeding with grading operations. Clearing and grubbing should consist of the removal of vegetation such as brush, grass, woods, stumps, trees, root of trees and otherwise deleterious natural materials from the areas to be graded. Clearing and grubbing should extend to the outside of all proposed excavation and fill areas. F:\10-6982\Rpt_Geotechnical 2.doc Appendix D Page D-2 Standard Grading Specifications Demolition should include removal of buildings, structures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining shafts, -- tunnels,etc.)and other man-made surface and subsurface improvements from the areas to be graded. Demolition of utilities should include proper capping and/or rerouting pipelines at the project perimeter and cutoff and capping of wells in accordance with the requirements of the governing authorities and the recommendations of the geotechnical consultant at the time of demolition. Trees, plants or man-made improvements not planned to be removed or demolished should be protected by the contractor from damage or injury. Debris generated during clearing, grubbing and/or demolition operations should be wasted from areas to be graded and disposed off-site. Clearing, grubbing and demolition operations should be performed under the observation of the geotechnical consultant. Section 5 - Site Protection Protection of the site during the period of grading should be the responsibility of the contractor. Unless other provisions are made in writing and agreed upon among the concerned parties, completion of a portion of the project should not be considered to preclude that portion or adjacent areas from the requirements for site protection until such time as the entire project is complete as identified by the geotechnical consultant, the client and the regulating agencies. Precautions should be taken during the performance of site clearing, excavations and grading to protect the work site from flooding, ponding or inundation by poor or improper surface drainage. Temporary provisions should be made during the rainy season to adequately direct surface drainage away from and off the work site. Where low areas cannot be avoided,pumps should be kept on hand to continually remove water during periods of rainfall. Rain related damage should be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress and other adverse conditions as determined by the geotechnical consultant. Soil adversely affected should be classified as unsuitable materials and should be subject to overexcavation and replacement with compacted fill or other remedial grading as recommended by the geotechnical consultant. The contractor should be responsible for the stability of all temporary excavations. Recommendations by the geotechnical consultant pertaining to temporary excavations (e.g., backeuts) are made in consideration of stability of the completed project and,therefore, should not be considered to preclude the responsibilities of the contractor. Recommendations by the geotechnical consultant should not be considered to preclude requirements that are more restrictive by the regulating agencies. The contractor should provide during periods of extensive rainfall plastic sheeting to prevent unprotected slopes from becoming saturated and unstable. When deemed appropriate by the geotechnical consultant or governing agencies the contractor shall install checkdams, desilting basins, sand bags or other drainage control measures. In relatively level areas and/or slope areas,where saturated soil and/or erosion gullies exist to depths of greater than 1.0 foot;they should be overexcavated and replaced as compacted fill in accordance F:\10-6982\Rpt_Geotechnica1 2.doc Appendix D Page D-3 Standard Grading Specifications with the applicable specifications. Where affected materials exist to depths of 1.0 foot or less below proposed finished grade,remedial grading by moisture conditioning in-place,followed by thorough recompaction in accordance with the applicable grading guidelines herein may be attempted. If the desired results are not achieved, all affected materials should be overexcavated and replaced as compacted fill in accordance with the slope repair recommendations herein. If field conditions dictate, the geotechnical consultant may recommend other slope repair procedures. Section 6 - Excavations 6.1 Unsuitable Materials Materials that are unsuitable should be excavated under observation and recommendations of the geotechnical consultant. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic compressible natural soils and fractured, weathered, soft bedrock and nonengineered or otherwise deleterious fill materials. Material identified by the geotechnical consultant as unsatisfactory due to its moisture conditions should be overexcavated; moisture conditioned as needed, to a uniform at or above optimum moisture condition before placement as compacted fill. If during the course of grading adverse geotechnical conditions are exposed which were not anticipated in the preliminary soil report as determined by the geotechnical consultant additional exploration, analysis, and treatment of these problems may be recommended. 6.2 Cut Slopes Unless otherwise recommended by the geotechnical consultant and approved by the regulating agencies, permanent cut slopes should not be steeper than 2:1 (horizontal: vertical). The geotechnical consultant should observe cut slope excavation and if these excavations expose loose cohesionless, significantly fractured or otherwise unsuitable material, the materials should be overexcavated and replaced with a compacted stabilization fill. If encountered specific cross section details should be obtained from the Geotechnical Consultant. When extensive cut slopes are excavated or these cut slopes are made in the direction of the prevailing drainage, a non-erodible diversion Swale (brow ditch) should be provided at the top of the slope. 6.3 Pad Areas All lot pad areas, including side yard terrace containing both cut and fill materials, transitions, located less than 3 feet deep should be overexcavated to a depth of 3 feet and replaced with a uniform compacted fill blanket of 3 feet. Actual depth of overexcavation may vary and should be delineated by the geotechnical consultant during grading. For pad areas created above cut or natural slopes, positive drainage should be established away from the top-of-slope. This may be accomplished utilizing a berm drainage Swale F:\10-6982\Rpt_Geotechnica1 2.doc Appendix D Page D-4 Standard Grading Specifications and/or an appropriate pad gradient. A gradient in soil areas away from the top-of-slopes of 2 percent or greater is recommended. Section 7 - Compacted Fill All fill materials should have fill quality, placement, conditioning and compaction as specified below or as approved by the geotechnical consultant. 7.1 Fill Material Quality Excavated on-site or import materials which are acceptable to the geotechnical consultant may be utilized as compacted fill,provided trash,vegetation and other deleterious materials are removed prior to placement. All import materials anticipated for use on-site should be sampled tested and approved prior to and placement is in conformance with the requirements outlined. Rocks 12 inches in maximum and smaller may be utilized within compacted fill provided sufficient fill material is placed and thoroughly compacted over and around all rock to effectively fill rock voids. The amount of rock should not exceed 40 percent by dry weight passing the 3/4-inch sieve. The geotechnical consultant may vary those requirements as field conditions dictate. Where rocks greater than 12 inches but less than four feet of maximum dimension are generated during grading,or otherwise desired to be placed within an engineered fill,special handling in accordance with the recommendations below. Rocks greater than four feet should be broken down or disposed off-site. 7.2 Placement of Fill Prior to placement of fill material, the geotechnical consultant should inspect the area to receive fill. After inspection and approval,the exposed ground surface should be scarified to a depth of 6 to 8 inches. The scarified material should be conditioned(i.e.moisture added or air dried by continued discing) to achieve a moisture content at or slightly above optimum moisture conditions and compacted to a minimum of 90 percent of the maximum density or as otherwise recommended in the soils report or by appropriate government agencies. Compacted fill should then be placed in thin horizontal lifts not exceeding eight inches in loose thickness prior to compaction. Each lift should be moisture conditioned as needed, thoroughly blended to achieve a consistent moisture content at or slightly above optimum and thoroughly compacted by mechanical methods to a minimum of 90 percent of laboratory maximum dry density. Each lift should be treated in a like manner until the desired finished grades are achieved. The contractor should have suitable and sufficient mechanical compaction equipment and watering apparatus on the job site to handle the amount of fill being placed in consideration of moisture retention properties of the materials and weather conditions. When placing fill in horizontal lifts adjacent to areas sloping steeper than 5:1 (horizontal: vertical), horizontal keys and vertical benches should be excavated into the adjacent slope F:\10-6982\Rpt_Geotechnical 2.doc Appendix D Page D-5 Standard Grading Specifications area. Keying and benching should be sufficient to provide at least six-foot wide benches and a minimum of four feet of vertical bench height within the firm natural ground,firm bedrock or engineered compacted fill. No compacted fill should be placed in an area after keying and benching until the geotechnical consultant has reviewed the area. Material generated by the benching operation should be moved sufficiently away from the bench area to allow for the recommended review of the horizontal bench prior to placement of fill. Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes)may be created. When placing fill adjacent to a false slope, benching should be conducted in the same manner as above described. At least a 3-foot vertical bench should be established within the firm core of adjacent approved compacted fill prior to placement of additional fill. Benching should proceed in at least 3-foot vertical increments until the desired finished grades are achieved. Prior to placement of additional compacted fill following an overnight or other grading delay, the exposed surface or previously compacted fill should be processed by scarification, moisture conditioning as needed to at or slightly above optimum moisture content, thoroughly blended and recompacted to a minimum of 90 percent of laboratory maximum dry density. Where unsuitable materials exist to depths of greater than one foot, the unsuitable materials should be over-excavated. Following a period of flooding, rainfall or overwatering by other means, no additional fill should be placed until damage assessments have been made and remedial grading performed as described herein. Rocks 12 inch in maximum dimension and smaller may be utilized in the compacted fill provided the fill is placed and thoroughly compacted over and around all rock. No oversize material should be used within 3 feet of finished pad grade and within 1 foot of other compacted fill areas. Rocks 12 inches up to four feet maximum dimension should be placed below the upper 5 feet of any fill and should not be closer than 11 feet to any slope face. These recommendations could vary as locations of improvements dictate. Where practical, oversized material should not be placed below areas where structures or deep utilities are proposed. Oversized material should be placed in windrows on a clean, overexcavated or unyielding compacted fill or firm natural ground surface. Select native or imported granular soil (S.E. 30 or higher) should be placed and thoroughly flooded over and around all windrowed rock, such that voids are filled. Windrows of oversized material should be staggered so those successive strata of oversized material are not in the same vertical plane. It may be possible to dispose of individual larger rock as field conditions dictate and as recommended by the geotechnical consultant at the time of placement. The contractor should assist the geotechnical consultant and/or his representative by digging test pits for removal determinations and/or for testing compacted fill. The contractor should provide this work at no additional cost to the owner or contractor's client. F:\10-6982\Rpt_GeotechnicaI 2.doc Appendix D Page D-6 Standard Grading Specifications Fill should be tested by the geotechnical consultant for compliance with the recommended relative compaction and moisture conditions. Field density testing should conform to ASTM Method of Test D 1556-82, D 2922-81. Tests should be conducted at a minimum of 2 vertical feet or 1,000 cubic yards of fill placed. Actual test intervals may vary as field conditions dictate. Fill found not to be in conformance with the grading recommendations should be removed or otherwise handled as recommended by the geotechnical consultant. 7.3 Fill Slopes Unless otherwise recommended by the geotechnical consultant and approved by the regulating agencies, permanent fill slopes should not be steeper than 2:1 (horizontal: vertical). Except as specifically recommended in these grading guidelines compacted fill slopes should be over-built and cut back to grade,exposing the firm,compacted fill inner core. The actual amount of overbuilding may vary as field conditions dictate. If the desired results are not achieved,the existing slopes should be overexcavated and reconstructed under the guidelines of the geotechnical consultant. The degree of overbuilding shall be increased until the desired compacted slope surface condition is achieved. Care should be taken by the contractor to provide thorough mechanical compaction to the outer edge of the overbuilt slope surface. At the discretion of the geotechnical consultant,slope face compaction may be attempted by conventional construction procedures including backrolling. The procedure must create a firmly compacted material throughout the entire depth of the slope face to the surface of the previously compacted firm fill intercore. During grading operations,care should be taken to extend compactive effort to the outer edge of the slope. Each lift should extend horizontally to the desired finished slope surface or more as needed to ultimately established desired grades. Grade during construction should not be allowed to roll off at the edge of the slope. It may be helpful to elevate slightly the outer edge of the slope. Slough resulting from the placement of individual lifts should not be allowed to drift down over previous lifts. At intervals not exceeding four feet in vertical slope height or the capability of available equipment,whichever is less, fill slopes should be thoroughly dozer trackrolled. For pad areas above fill slopes, positive drainage should be established away from the top-of-slope. This may be accomplished using a berm and pad gradient of at least 2 percent. Section 8.- Trench Backfill Utility and/or other excavation of trench backfill should, unless otherwise recommended, be compacted by mechanical means. Unless otherwise recommended,the degree of compaction should be a minimum of 90 percent of the laboratory maximum density. Within slab areas,but outside the influence of foundations,trenches up to one foot wide and two feet deep may be backfilled with sand and consolidated by jetting, flooding or by mechanical means. If on-site materials are utilized,they should be wheel-rolled,tamped or otherwise compacted to a firm F:\10-6982\Rpt_Geotechnical 2.doc Appendix D Page D-7 Standard Grading Specifications condition. For minor interior trenches,density testing may be deleted or spot testing may be elected if deemed necessary, based on review of backfill operations during construction. If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, the contractor may elect the utilization of light weight mechanical compaction equipment and/or shading of the conduit with clean,granular material,which should be thoroughly jetted in-place above the conduit, prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review of the geotechnical consultant at the time of construction. In cases where clean granular materials are proposed for use in lieu of native materials or where flooding or jetting is proposed, the procedures should be considered subject to review by the geotechnical consultant. Clean granular backfill and/or bedding are not recommended in slope areas. Section 9 - Drainage Where deemed appropriate by the geotechnical consultant, canyon subdrain systems should be installed in accordance. Typical subdrains for compacted fill buttresses, slope stabilization or sidehill masses, should be installed in accordance with the specifications. Roof,pad and slope drainage should be directed away from slopes and areas of structures to suitable disposal areas via non-erodible devices (i.e., gutters, downspouts, and concrete swales). For drainage in extensively landscaped areas near structures, (i.e.,within four feet) a minimum of 5 percent gradient away from the structure should be maintained. Pad drainage of at least 2 percent should be maintained over the remainder of the site. Drainage patterns established at the time of fine grading should be maintained throughout the life of the project. Property owners should be made aware that altering drainage patterns could be detrimental to slope stability and foundation performance. Section 10 - Slope Maintenance 10.1 - Landscape Plants To enhance surficial slope stability,slope planting should be accomplished at the completion of grading. Slope planting should consist of deep-rooting vegetation requiring little watering. Plants native to the southern California area and plants relative to native plants are generally desirable. Plants native to other semi-arid and and areas may also be appropriate. A Landscape Architect should be the best party to consult regarding actual types of plants and planting configuration. 10.2 - Irrigation Irrigation pipes should be anchored to slope faces, not placed in trenches excavated into slope faces. F:\10-6982\Rpt_Geotechn ical 2.doc Appendix D Page D-8 Standard Grading Specifications Slope irrigation should be minimized. If automatic timing devices are utilized on irrigation systems, provisions should be made for interrupting normal irrigation during periods of rainfall. 10.3 - Repair As a precautionary measure,plastic sheeting should be readily available, or kept on hand,to protect all slope areas from saturation by periods of heavy or prolonged rainfall. This measure is strongly recommended, beginning with the period prior to landscape planting. If slope failures occur,the geotechnical consultant should be contacted for a field review of site conditions and development of recommendations for evaluation and repair. - If slope failures occur as a result of exposure to period of heavy rainfall,the failure areas and currently unaffected areas should be covered with plastic sheeting to protect against additional saturation. 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