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2006-187 G/PM r Fz = l NGINEERING SERVICES DEPARTMENT t city� Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering July 14, 2011 Attn: Insurance Company of the West 11455 El Camino Real San Diego, California 92130 RE: Harry and Sondra Petersen and John Lozito 1060 Urania Avenue TPM 05-007 APN 254-363-04 Grading Permit 187-G Final release of security Pen-nit 187-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The Field Operations Division has approved the grading and finaled the project. Therefore, a frill release in the remaining security deposit is merited. Performance Bond 220 69 07, (in the original amount of$210,717.00), reduced by 50% to $105,358.50, is hereby released in 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. A Sincerely, Debra Geisha y Lembach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC Jay Lembach, Finance Manager Harry Petersen 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 y City OPNGINEERING SERVICES DEPARTMENT Encinit7as Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering July 6, 2009 Attn: Insurance Company of the West 11455 El Camino Real San Diego, California 92130 RE: Harry and Sondra Petersen and John Lozito 1060 Urania Avenue APN 254-363-04 Grading Permit 187-G Partial release of security Permit 187-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The Field Operations Division has approved the rough grading. Therefore, a reduction in the security deposit is merited. Performance Bond 220 69 07, in the amount of$210,717.00, may be reduced by 50% to $105,358.50. The document original will be kept until such time it is fully exonerated. The retention and a separate assignment guarantee completion of finish grading. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geis rt Le bach Engineering Technician inance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Harry Petersen Debra Gei$hart File TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �� recycled paper ENGINEERING SERVICES DEPARTMENT city of Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering July 6, 2009 Attn: Insurance Company of the West 11455 El Camino Real San Diego, California 92130 RE: Harry and Sondra Petersen and John Lozito 1060 Urania Avenue TPM 05-007 APN 254-363-04 Grading Permit 187-G Partial release of security Permit 187-G authorized earthwork, storm drainage, and erosion control, all needed to build the described project. The Field Operations Division has approved the release of the undergrounding bond requirement. Therefore, release of the security deposit is merited. Performance Bond 220 69 08, in the amount of$69,584.00, is hereby fully exonerated. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Gei art AFinanece ch Engineering Technician anager Subdivision Engineering Financial Services Cc: Jay Lembach,FinanceManager Harry Petersen Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 J-D recycled paper C I T Y OF E N C I N I T A S ENGINEERING SERVICES DEP"n-MFrIP 505 S . VULCAN AVE. �y ENCINITAS, CA 92024 GRADING PERMIT �ERMI NO. : 187GI PARCEL NO. 254-363-0400 PLAN NO. : 0187-G JOB SITE ADDRESS : 1060 URANIA AVENUE CASE NO. : 05007 / TPM APPLICANT NAME PETERSEN, HARRY MAILING ADDRESS : 257 S . MOUNTAIN VIEW ROAD PHONE NO. : 760-784-0574 CITY: BISHOP STATE: CA ZIP: 93514- CONTRACTOR : BURTECH PIPELINE E..}K PHONE NO. : 760-634-2822 LICENSE NO. : 718202 LICENSE TYPE: A ENGINEER : TRIAD HOLMES ASSOC. PHONE NO : 760-934-7588 PERMIT ISSUE DATE: 4/17/07 PERMIT EXP. DATE: 9/03/07 PERMIT ISSUED BY: INSPECTOR: BEN OLIVER - -- --- - - - --- ----- ---- - -- PERMIT FEES & DEPOSITS -- ---- - - - -- ------- -- - -- ----- 1 . PERMIT FEE . 00 2 . PLAN CHECK DEPOSIT: . 00 3 . INSPECTION FEE 9, 901 . 88 4 . INSPECTION DEPOSIT: . 00 5 . PLAN CHECK FEE . 00 6 . SECURITY DEPOSIT 263 , 396 . 00 7 . FLOOD CONTROL FEE 1, 156 . 68 8 . TRAFFIC FEE . 00 - -- - -- - - - - - - - --- - - - DESCRIPTION OF WORK - - -- - - --- - - - - - - - -- - - - --- - -- - -- -- PERMIT TO PERFORM EARTHWORK, DRAINAGE, PRIVATE IMPROVEMENTS AND EROSION 'ONTROL PER APPROVED GRADING PLAN 187-G. CONTRACTOR MUST MAINTAIN TRAFFIC CONTROL AT ALL TIMES PER APPROVED TRAFFIC CONTROL PLAN OR PER W.A. T. C.H. STANDARDS . BOND AND FEE LETTER DATED FEB/ 15 , 2007 APPLIES . ---- INSPECTION ---- ----- ---- --- DATE - --- - --- INSPECTOR' S SIGNATURE ---- INITIAL INSPECTION 0 7 COMPACTION REPORT RECEIVED i 7 ENGINEER CERT. RECEIVED r 6 ROUGH GRADING INSPECTION FINAL INSPECTION ---- ----- ----- -- ------ -- --- - --------------------- ---------------- - -- ----------- I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF ANY PERMI ISSUED PURSUANT THIS APPLICATION. GNA. RE fATt SIGNED PRINT NAME T LEPHONE NUMBER CIRCLE ONE: 1 . OWNER (:�D AGENT 3 . OTHER _ CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION: PERMIT NUMBER: CONTRACTOR: 'TELEPHONE: l �o m�j- Zpm TXt nll�, 7u-6 GV4'� L I VEEP /fCmS Ct'iSCa /'1-ex-4 -tt-- D/W ,-i /3'611 C llevr r7c f, SG 1-7 6L . �f�-c✓tom � cy1 L !�-reds -ft, h-e /C ' 4�S w,-, on /S ll_ er os c u n-eec-1S Oe t a^ P� ` '�4uT �<L':G-� f?�+(PS n�uj�-� �afL h�Y.c�l `� wC(1 r lJ'✓'t'l uc.J IJC l./l S t CUC/� p� `I`�/(�C�� L►(� C�r -e/•, � K.-, a.�rvf s�l�e /Z,c�..� . �ctf�c�,•i� '-fp Q, c' . era w l�f ms Q (P �� p �/9•m AL-�� f}-C S/.0�� ff"Lo�L� u 2� q- �r9-S P/acerrr �n� �f-CcfiLcly Sc.h«<v/cr�' .mac✓. � Z3 /� ('o ZZ I O all l k'-N C3o 7 D slre7, Henvem- &Aao r, ) p C.et4ev b e/' a S-fa e .rt, 2-'m/, t e,-; 'ec1 /Ztrjlo 2-" ( IJOL-9L 4-wtD 77 jiff- r wd 6t 7v "tS Ci Snz-V-A)- l� "I/h U�C: (� n �LS 1 4EA-) j>o S�YLL'x4 M f he fl C COO rsf C V' fby✓t-ef' &-,-, hCs r,oryIer` &y�xiL stARdu(n'/ -ti)A*.jrrolr AjtA . A �=YL �ttxlS 5 GS .7 Z[ I lv oum u- �CCo,I��+�LT L-T < 1 '(Lr #,,1 rear rte P �- 5n cr �►la r �:k- --b rt min �Y. �4- ' m14429 CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: 'TELEPHONE: OL7- �- '7b6N''4-Z — rn C(u CC'r^`) b,iZ[u L=W A-(,s ENV ,iYtA-oE IzxLD24(,Q7 u4,/I X> v -7'L /GE (4" .AFC' CL CL-, L--1 "el-), Rxt- P)o-vliu '4-11 AC q0 kT I'/- SE-Z-pQ.j r1,4:U,. p7yv&v 7b tvwr- 1711414 C12 t ttoi- 12-f6vX_r(- c/-' tu.A�,, V r sn.PC S . tY►t� f "7V Sr r E AlJ /7i l)+2C= `/r S tr L TS H7L �Ziit1 �T -22 FiN,/3-L /l(v im. �� S Tz--" 4-5 �'�rvU ca,.ya��, •71> / 42 kt r G -'W L---W7— s /sec i9 QP nne72- 4'l,r q, At�.rt,4(- c 1�iN C�c *L2Sl,� j� i' � O r� t�.i—I.L �7CL5 U� fhv� �'v�- 'c•� .r �T�' �s m14429 t triad/holmes associates r momrnpth lokes ,bishop .redwood city .nopa son iuis obispo .lompoc .pieosonton ENGINEER'S PAD CERTIFICATION Triad/Holmes Associates Post Office Box 1570 Mammoth Lakes, CA 93546 PH: 760.934.7588 2007 December 10 Benjamin Oliver - Senior Construction Inspector City of Encinitas - Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA 92024 Fax 760.721.5539 RE: Engineer's Pad Certification for Project No. 187-G Grading Permit Number 187-G Dear Sirs; Pursuant to Section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification Letter for the lot referenced above (A.P.N. 254-363-04). As the Engineer of Record for the subject project, I hereby state all rough grading has been completed in conformance with the approved plans and requirements of the City of Encinitas, Codes and Standards. 23.24.310 (B). The following provides the pad elevation as field verified and shown on the approved grading plan: Pad Elevation Pad Elevation Parcel No. Per Plan Per Field Measurement 2 167.50 167.56 23.24.310 (B) 1. Construction of line and grade for all engineered drainage devices and/or retaining walls have been field verified and are in substantial conformance with the subject grading plan. 23.24.310 (B) 5. The location and inclination of all manufactured slopes have been field verified and are in substantial conformance with the subject grading plan. 23.24.310 (B) 6. The construction of earthen berms and positive building pad drainage, have been field verified and are in substantial conformance with the subject grading plan. Respectfully submitted, OQ(�pFESSIpNq ARO9plF2 Paed/Holmes. Roten, P.E. C 56891 Exp.6!30r09 Tri Associates * Q S'T Civic P�� TF OF 549 old mamrnoth rd.,%fite x'202.p.o.box 1570. niammoth lakes,ca 93546• (760)934-7588+ fax (760)939-5619 trtadOthainc.com BELFAST ENSINEERINs LLC January 24, 2011 Mr. Harry Petersen Project No. 0009-001-00 257 South Mountain View Road Document No. 11-0002 Bishop, California 93514 SUBJECT: Compaction Report Access Road, 1060-1072 Urania Avenue Encinitas,California Gentlemen: This report summarizes the results of the geotechnical observation and testing services provided by Belfast Engineering LLC during the preparation of subgrade and aggregate base for the access drive from Urania Avenue to the residences at 1060 and 1072 Urania Avenue. The purpose of the observation and testing services was to evaluate the relative compaction of the materials with regard to the geotechnical aspects of the project plans and specifications and requirements of the City of Encinitas. It is understood that the design section for the drive consists of 7 inches of Portland cement concrete pavement over native subgrade for the first approximately 75 feet from Urania Avenue, and 4 inches of aggregate base over 6 inches of aggregate base over native subgrade for the remainder of the drive. 1 SCOPE OF SERVICES Field personnel were provided for this project to observe the earthwork construction. Field and laboratory testing were conducted to support field observations. The observation and testing assisted us in developing professional opinions regarding the earthwork construction. Our services did not include supervision or direction of the actual work of the contractor, his employees, or agents. Our services included the following: • Review and consultation as needed during earthwork construction. • Laboratory testing of samples of subgrade soil and aggregate base to evaluate the maximum density and optimum moisture. PO Box 231826, Encinitas, CA 92023 760-536-8850 MR.HARRY PETERSEN PROJECT NO.0009-001-00 JANUARY 24,2011 DOCUMENT NO. 11-0002 PAGE 2 • Observation and testing of the compaction of subgrade and aggregate base to support our geotechnical conclusions. • Preparation of this report which summarizes the results of our observation and testing. 2 LABORATORY TESTING The maximum dry density and optimum moisture content of subgrade soil and aggregate basel was estimated using ASTM D 1557 as a guideline. These test results were used in conjunction with in-site unit weight and moisture content tests to estimate the relative compaction of fill placed. The results of the laboratory tests are as follows. Sample No. Descripton Maximum Density Optimum Moisture 1 Red-brown silty sand with gravel 136.0 pcf 6.5% 2 Vulcan 3/4" Class 2 Aggregate Base 121.0 10.5% 3 FIELD OBSERVATION AND TESTING Subgrade consisted of native sandstone (terrace deposits) covered with a minor amount of fill. The material was watered to approximately optimum moisture content and compacted using a loaded Bobcat loader. Six inches aggregate base course was compacted over the subgrade in a similar manner. In-place moisture and density tests were made using nuclear methods in general accordance with ASTM D 6938. The locations of the tests are shown on Figure 1. The results of these tests and the relative compaction of the materials based on the estimated maximum density are provided in the following table. The estimated locations and elevations should not be utilized for the purpose of preparing cross sections showing test locations, or in any case, for the purpose of after-the-fact evaluating of the sequence of fill placement. Belfast Engineering LLC O N 1 O O 00 r f O Z O •� t�� 11 sue/11 a�lftrilr 4wMr. l��.ass O �+ Y , ,�>.�� i+�• A any. 6 C /`{ x my .f ^ _ L, .qty M-1 1. y t I JA IL Ir +' Z f + f m V Q z r a cts i �r r y4-0 AC. O P' yn ca lu r { Y yt I { �'�. J� `rl f F� I sxaYC MR.HARRY PETERSEN PROJECT NO.0009-001-00 JANUARY 24,2011 DOCUMENT NO. 11-0002 PAGE Test Test Test Soil Laboratory Field Field Relative Required No. Test Date Elevation Location Type Density Moisture Density Compaction Compaction [ftl 1pCfl r/01 1pCq r/61 r/61 SG1 1/20/2011 FG see plan 1 136.0 5.5 131.0 96 95 SG2 1/20/2011 FG see plan 1 136.0 3.0 140.7 100 95 SG3 1/20/2011 FG see plan 1 136.0 6.2 128.8 95 95 AB1 1/21/2011 FG see plan 2 132.0 4.4 129.9 98 95 A82 1/21/2011 FG see plan 2 132.0 4.7 129.9 98 95 A63 1/21/2011 FG see plan 2 132.0 3.9 130.3 99 95 4 GEOTECHNICAL CONCLUSIONS It is our opinion that the geotechnical aspects of subgrade and aggregate base course placement and compaction conform to the recommendations of the project geotechnical recommendations and with the requirements of the City of Encinitas. Testing indicated that the compaction achieved for both the subgrade and aggregate base course met or exceeded the criterion of 95 percent relative compaction. The conclusions contained herein are based on our observation and testing services performed between January 19, 2011, and January 21, 2011. 5 LIMITATIONS Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No warranty, express or implied, is made as to the conclusions and professional advice included in this report. The samples taken and used for testing, the observations made, and the in-place field testing are believed representative of the project; however, soil and geologic conditions can vary significantly between tested or observed locations. As in most major projects, conditions revealed by subsequent excavation may be at variance with current findings. If this occurs, the changed conditions must be evaluated by Belfast Engineering and designs adjusted as required or alternate designs recommended. Even though Belfast Engineering LLC provided observation and testing services during construction, we do not guarantee the contractor's work. Our observations and tests do not relieve the contractor of responsibility in the event of subsequently discovered defects in his work. No representations are made to the quality and extent of areas not observed, or materials not in conformance with the project specifications. Changes in the condition of a property can Belfast Engineering LLC MR.HARRY PETERSEN PROJECT NO.0009-001-00 JANUARY 24,2011 DOCUMENT NO. 11-0002 PAGE 4 occur with the passage of time, whether due to natural processes or the work of man on this or adjacent properties. In addition, changes in applicable or appropriate standards of practice may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. BELFAST ENGINEERING LLC EE33/pay i 3-31-11 * Anthony F. Belfast, P.E. 40333 c�u Principal Belfast Engineering LLC r► Geotechnics U Incorporated June 18, 2010 '� \�� 1 Harry Petersen Project No. 1026-001-02 257 S. Mountain View Road Document No. 10-0373 Bishop, California 93514 SUBJECT: GEOTECHNICAL RECOMMENDATIONS Swimming Pool and Terrace Petersen Residence, 1060 Urania Avenue Encinitas, California References: Mokler Design (2010). .5ite Plan, Petersen Residence, 1072 Urania Road, Leucadia, California, latest revision June 11. Geotechnics Incorporated(2005). Geotechnical Investigation, Residential Development, 1060 Urania Avenue, Encinitas, California; Project No. 1026-001- 01, Document No. 05-0245, dated April 1. Mr. Petersen: The following letter presents specific geotechnical recommendations for grading the terrace and swimming pool in the southwest portion of the residence at 1060 Urania Avenue in Encinitas, California, as shown on the referenced plan. Recommendations for the geotechnical aspects of grading and structural design in the referenced geotechnical report are still considered valid and are appropriate for the proposed construction. We have reiterated some of the recommendations in this letter to make them specific to the proposed swimming pool and terrace. The terrace area is currently underlain by variable thickness of undocumented fill,colluvial soil and terrace deposits. The proposed improvements(pool and"pavement"deck)should be constructed on compacted fill in accordance with the following recommendations and those of the referenced report. The fill should be placed on terrace deposit sandstone following removal of colluvial soil. The proposed swimming pool may be underlain by differing thickness of fill following removal of colluvial soil. If the differential thickness exceeds a ratio of 2:1, we have provided recommendations for remedial grading. 9245 Activity Rd.,Ste. 103 • San Diego,California 92126 Phone(858)536-1000 • Fax(858)536-8311 HARRY PETERSEN PROJECT NO. 1026 JUNE 18,2010 DOCUMENT NO. 10-0373 PAGE 2 RECOMMENDATIONS 1.0 Excavation and Grading Observation Geotechnics Incorporated should observe site grading and foundation excavations. Geotechnics Incorporated should provide observation and testing services continuously during grading. Such observations are considered essential to identify field conditions that differ from those anticipated by this limited investigation, to adjust designs to actual field conditions,and to determine that the grading is accomplished in general accordance with the recommendations of this report. Recommendations presented in this report are contingent upon Geotechnics Incorporated performing such services. Our personnel should perform sufficient testing of fill during grading to support our professional opinion as to compliance with the compaction recommendations. 2.0 Earthwork Grading and earthwork should be conducted in accordance with the applicable local Grading Ordinance and Appendix Chapter 33 of the California Building Code. The following recommendations are provided regarding specific aspects of the proposed earthwork construction. These recommendations should be considered subject to revision based on field conditions observed by the geotechnical consultant. 2.1 General: General site preparation should include the removal of deleterious materials,existing structures,or other improvements from the proposed improvement areas. Deleterious materials include vegetation, trees and roots, trash, demolition debris, and rock fragments exceeding 6 inches in greatest dimension. Existing subsurface utilities that are to be abandoned should be removed. 2.2 Remedial Grading: Colluvial soil and existing fill should be removed to expose undisturbed terrace deposits prior to placing fill in the entire terrace area as shown on the referenced plans. The exposed terrace deposits should be scarified and moisture conditioned to a depth of approximately 6 inches and recompacted to 90% of the maximum density based on ASTM D1557. Geotechnics Incorporated HARRY PETERSEN PROJECT NO. 1026 JUNE 18,2010 DOCUMENT NO. 10-0373 PAGE 3 Within the terrace area,the envelope of the proposed swimming pool(the edge of the pool and 5-feet beyond the edges) may be underlain by a large differential in fill thickness. This may result in unacceptable differential settlement. We recommend that the differential fill thickness not exceed a ratio of 2:1. If this occurs,the terrace deposits should be overexcavated to a depth determined in the field to keep differential fill thickness to a maximum of 2:1. The need for overexcavation and/or the amount of overexcavation should be evaluated following removal of colluvial soil and specific recommendations be made at that time. 2.3 Temporary Excavations: Temporary excavations should conform with Cal- OSHA guidelines, and should be inclined no steeper than 1:1 for heights up to 10 feet. Geotechnics Incorporated should observe the temporary excavations. Temporary excavations that encounter seepage or other potentially adverse geologic conditions should be evaluated on a case-by-case basis during grading. Remedial measures may include reducing the slope inclination or shoring the excavations. 2.4 Fill Materials: Materials proposed for use in compacted fill should be observed by the Geotechnics Incorporated prior to placement. Fill may include materials excavated from cuts, materials excavated during remedial grading, or imported materials. Fill should be free of deleterious material and rocks in excess of inches in greatest dimension. Imported fill materials should be observed and tested by Geotechnics Incorporated prior to importing to the site. 2.5 Fill Compaction: All fill and backfill to be placed in association with site development should be accomplished at slightly over optimum moisture conditions using equipment that is capable of producing a uniformly compacted product. The minimum relative compaction recommended for fill is 90 percent of the maximum dry density based on ASTM D1557. Trench and wall backfill should contain no rocks greater than 6 inches in maximum dimension. Geotechnics Incorporated should perform sufficient observation and testing of fill so that an opinion can be rendered as to the compaction achieved. Geotechnics Incorporated HARRY PETERSEN PROJECT NO. 1026 JUNE 18,2010 DOCUMENT NO. 10-0373 PAGE 4 Imported fill sources should be observed prior to hauling onto the site. Geotechnics Incorporated should test samples of the imported materials in order to evaluate their appropriate engineering properties for the planned use. Imported fill soils should have an expansion index of no more than 20 based on ASTM D4829. 3.0 Design of Structures: Design of structures should use the geotechnical parameters presented in the referenced geotechnical report. We appreciate this opportunity to be of professional service. Please feel free to contact the office with any questions or comments regarding this letter. GEOTECHNICS INCORPORATED Anthony F. Belfast, P.E. 40333 W. Lee Vanderhurst, CEG 1125 Principal Engineer Principal Geologist Distribution: (2)Addressee, pdf. harrypetersen 13(d)g,mail.COm QINOFESS/O u N PtD F0 p 7 F. q4 ti `I !'`y C? W.LEE VANDERMURS7 N�1 No.1125 Uj m • CERTIFIED ' * tq.3-31-11 N ENGINEERING Q * >► GEOLOGIST FOF CALIfO� OF CA��F Geotechnics Incorporated t triad/holmes associates Post Office Box 1570 u Mammoth Lakes,CA 93546 mammoth Jokes .bishop.redwood atV .nopo PH:760.934.7588 san leis Ob+spO .IOmpoc •pieasonton FINAL GRADING CONFORMITY Low Impact Development, Source Control, Treatment Control and Best Management Practices City of Encinitas - Engineering Services Permits March 11, 2011 505 South Vulcan Avenue Encinitas, CA 92024 Fax 760.721.5539 RE: Engineer's Pad Certification for Project No. 187-G Grading Permit Number 187-G Dear Sirs; The grading under permit number 187-G has been performed in substantial conformance with the approved grading plan or as shown on the attached 'As Graded' plan. Final grading inspection has demonstrated that lot drainage conforms with the approved grading plan and that swales drain at a minimum of 1% to the street and/or an appropriate drainage system. All the Low Impact Development, Source Control and Treatment Control Best Management Practices as shown on the drawing and required by the Best Management Practice Manual Part II were constructed and are operational, together with the required maintenance covenant(s). HESS/ Respectfully submitted, �0 WARp � F � m Z W 91 Z m Pa . R en, P.E. C 56891 dated 10 11 111,441CU 11 Triad/Holmes Associates CIVIL Engineer of Record ��'AF cAL%f Verification by the Engineering Inspector of this fact is done by the Inspector's signature hereon and will take place only after the above is signed and stamped and will not relieve the Engineer of Record of the ultimate responsibility: Engineering Inspector dated 3 549 Old marrrnkolh rd.,suite#202•p.o.box 1570 r mamrriofh(tikes,ca 93546• (760)934-75M•fax (760)934-5619 triad ,com Recording Requested By: 'M L N F City of Encinitas DT When Recorded Mail To: x'- Ur k City Clerk 3 31 Pkl City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 COVENANT REGARDING REAL PROPERTY: HOLD CITY HARMLESS FOR GRADING/DRAINAGE Assessor's Parcel No. 254-363-04 Project No.:05-007 TPM Plan No.: 187-G A. Harry E. Petersen and Sondra Petersen, husband and wife and John Joseph Lozito, a married man as his sole and separate property, as joint tenants ("OWNER" hereinafter) is the owner of real property ("PROPERTY" hereinafter) which is described as follows: See Attachment A which is attached hereto and made a part hereof. B. In consideration of 05-007 TPM by the City of Encinitas ("CITY" hereinafter), OWNER hereby covenants and agrees for the benefit of CITY, to do the following: See Attachment B which is attached hereto and made a part hereof., C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees and assigns of the respective parties. D. OWNER agrees that OWNER's duties and obligations under this Covenant are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the property tax bill of the PROPERTY any past due financial obligation owing to CITY by way of this Covenant. E. If either party is required to incur costs to enforce the provisions of this Covenant, the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorneys' fees, from the other party. F. Failure of OWNER to comply with the terms of this Covenant shall constitute consent to the filing by CITY of a Notice of Viola4ofCov Co t. ACCEPTED AND BREED: i ' Dated ; f Dated Dated j .�.• �',s�•-� (Notarization of OWNER signature is attached.) CITY OF ENCINITAS Dated by (Notarization not required) Peter Cota-Robles Director of Engineering Services ATTACHMENT -A' LEGAL DESCRIPTION OF REAL PROPERTY 254-363-04 TPM 05-007 All of Lot 34 of Hillside Acres, in the City of Encinitas, County of San Diego, State of California according to Map Thereof No. 1992,filed in the Office of the County Recorder of San Diego County,January 25, 1927. Excepting therefrom that portion of the Northerly 104.00 feet lying Westerly of the Westerly line of the Easterly 125.00 feet thereof. Said Northerly 104.00 feet being measured at right angles to the Northerly line of said Lot and said Easterly 125.00 feet being measured at right angles to the Easterly line of.said Lot. Also excepting therefrom the Easterly 125.00 feet of the Northerly 80.00 feet thereof. Said Easterly 125.00 feet being measured at right angles to the Easterly line of said Lot and said Northerly 80.00 feet being measured at right angle to the Northerly line of said Lot. ATTACHMENT B TO COVENANT REGARDING REAL PROPERTY: HOLD CITY HARMLESS FOR GRADING/DRAINAGE PROJECT NO. 05-007 TPM OWNER'S DUTIES AND OBLIGATIONS 1. For claims that are alleged to have arisen, directly or indirectly, from any grading or drainage runoff associated with the PROPERTY or the plans, design, construction or maintenance of OWNER' s improvements, OWNER unconditionally waives all present and future claims against CITY and CITY's officers, officials, employees, and agents. This waiver does not apply to claims that are alleged to have arisen out of the sole, active negligence or deliberate, wrongful act of CITY. 2. It is further understood and agreed that all of OWNER'S rights under §1542 of the Civil Code of, the State of California and any similar law of any state or territory of the United States are hereby expressly waived. 9 1542 reads as follows: 1542. Certain claims not affected by general release. A general release does not extend to claims which the creditor does not know or suspect to exist in his favor at the time of executing the release, which if known by him must have materially affected his settlement with the debtor. 3. OWNER agrees to indemnify and hold CITY and CITY's officers, officials, employees and agents harmless from, and against any and all liabilities, claims, demands, causes of action, losses, damages and costs, including all costs of defense thereof, arising out of, or in any manner connected directly or indirectly with, any acts or omissions of OWNER or OWNER' agents, employees, subcontractors, officials, officers or representatives. Upon demand, OWNER shall, at its own expense, defend CITY and CITY's officers, officials, employees and agents, from and against any and all such liabilities, claims, demands, causes of action, losses, damages and costs. OWNER' s obligation herein includes, but is not limited to, alleged defects in the plans, specifications and design of the improvements; but does not extend to liabilities, claims, demands, causes of action, losses, damages or costs that arise out of a defect in the plans, specifications or design that is a result of a change required by CITY to the OWNER's proposed plans, specifications or design so long as such change is objected to, in writing, by OWNER, and the writing is filed with the City Engineer more than ten days prior to the commencement of work. OWNER's obligation herein includes, but is not limited to, alleged defects in the construction of the improvements; alleged defects in the materials furnished in the construction of the improvements; alleged injury to persons or property; and any alleged inverse condemnation of property as a consequence of the design, construction, or maintenance of the improvements. By approving the improvement plans, specifications and design or by inspecting or approving the improvements, CITY shall not have waived the protections afforded herein to CITY and CITY's officers, officials, employees and agents or diminished the obligation of OWNER who shall remain obligated in the same degree to indemnify and hold CITY and CITY's officers, officials, employees and agents, harmless as provided above. OWNER's obligation herein does not extend to liabilities, claims, demands, causes of action, losses, damages or costs that arise out of the CITY's intentional wrongful acts, CITY's violations of law, or CITY's sole active negligence. 4. OWNER hereby agrees not to develop in any manner the PROPERTY except as authorized by CITY's ordinances and then only in accordance with issued permits. Among other things, but without limitation, this shall prohibit the alteration of land forms, removal of vegetation and the erection of structures of any type, except as permitted or authorization by CITY. 5. This Covenant does not Preclude OWNER taking emergency, protective measures as approved by CITY. CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of )1211 ss. ) j�� o On u-eL'. �7 , before me Drq �j . �L6JZlJ� �1 �J°tJ l��lL Date Name and dle of Officer(e.g.,'Jane Doe,Notary Public) personally appeared 64A&WA jt&;VS,5iC) ti 00.+Jl Name(s)of Signer(s) ❑personally known to me ?Pproved to me on the basis of satisfactory evidence to be the person(s) whose name(s) isS( z) subscribed to the within tr ent and *AND G.,jmLLJQUR CparniM 1.2*42MA acknowledged to me that h he xecuted the same in his/h r/thei authori Sr capacity(ies), and tha y his/he thei My •_� signature(s)on the instrument the person s , or ) the entity upon behalf of which the person(s) acted, executed the instrument. ) WITNESS my hand and official seal. Place Notary Seal Above Signature of Ilc OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer Signer's Name: • Individual • • Corporate Officer—Title(s): Top of thumb here ❑ Partner—❑ Limited ❑ General ❑ Attorney in Fact • Trustee • Guardian or Conservator • Other: Signer Is Representing: ®1997 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402 Prod.No.5907 Reorder.Call Toll-Free 1-800-876-6827 ......................■..........................................■.....■...a.........................� CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California l • )} ss County of San Diego On V"-. /3 before me, Randa G. Milliour, Notary Public, personally appeared Peter Cota-Robles, personally known to me to be the person whose name is subscribed to the within instrument and acknowledged to me that he executed the same in his authorized capacity, and that by his signature on the instrument the person, or the entity upon behalf of which the person acted, executed the instrument. C WITNESS my hand and official seal. Ranba G. Milljou � *- 1 6 LLXX*4 �oa'ilr1,�2�5� . � Cerra My J �D. Mt'.. 20071 Place Notary Seal Above ; --OPTIONAL ' Though the information below is not required by law,it may prove valuable to persons relying on the docu- ment and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer Signer's Name: ❑ Individual RIGHT THUMBPRINT OF SIGNER ' ❑ Corporate Officer—Title(s) ❑ Partner—❑ Limited ❑General ❑Attorney in Fact Top of thumb here ❑ Trustee ❑ Guardian or Conservator ❑Other: Signer is Representing: ......................................................................................................: Recording Requested by: City Engineer 11, 2fAjo 'A N When Recorded Mail To: I1 Pli City Clerk IV E 21 City of Encinitas 505 S. Vulcan Avenue Fnrffinmta--,, CA q9n94 SPA COVENANT REGARDING REAL PROPERTY: PRIVATE IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY. Assessors Parcel No. 254-363-04 Project No.: TPIVI 05-007 W.O.No.: 187-G. Harry E. Petersen and Sondra Petersen,husband and wife and John Joseph Lozito, a married man as his sole and separate property, as joint tenants (SUBDIVIDER" hereinafter) is the owner of real property which is commonly known as TPM 05-007 ("PROPERTY" hereinafter) and which is described as follows: See Exhibit A attached hereto and made a part hereof. B. The tentative subdivision of the PROPERTY was approved with the final approval subject to certain conditions requiring the construction of private improvements by SUBDIVIDER. SUBDIVIDER has applied for final approval of the subdivision but has not constructed the required private improvements. In consideration of the.final approval of the subdivision of the PROPERTY by the City of En*cinitas ("CITY" hereinafter), SUBDIVIDER hereby covenants and agrees for the benefit of CITY, to do the following: See Exhibit B which is attached hereto and made a part hereof. C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrances, successors, heirs, personal representatives, transferees and assigns of the respective parties. D. SUBDIVIDER agrees that SUBDIVIDER's duties and obligations under this Covenant are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the property tax bill of the PROPERTY any past due financial obligation owing to CITY by way of this Covenant. E. If either party is required to incur costs to enforce the provisions of this Covenant, the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorneys fees, from the other party. F. Failure of SUBDIVIDER to comply with the terms of this Covenant shall .constitute consent to the filing by CITY of a Notice of Violation of Covenant. G. Upon SUBDIVIDER's satisfactory completion of SUBDIVIDER's duties and obligations contained herein, SUBDIVIDER may request and CITY shall execute a Satisfaction of Covenant. H. By action of the City Council, CITY may assign to a person or persons impacted by the performance of this Covenant, the right to enforce this Covenant against SUBDIVIDER. ACCEPTED AND AGREED: UBDIVIDER/ OWNER Dated Date bat 6d �e ee S ill (Notarization of OWNER signature is attached.) CITY OF ENCINITAS By Dated f,2�i 2 16y; PETER COTA-ROBLES Director of Engineering Services (Notarization not required) CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California ' ss. County of On g C�, •C-f/Q(D , before me,:?,,M WA H• I-Iluxa—eAwwy ,Poy 4 yDate Name and Title of Officer(e.g., Jane Doe,Notary Public*) personally appeared /P y 4ir. 91'�� )%;tm PSw w-QT. Ai c2o6�w , Name(s)of Sig r(s) 4�0711/V (❑ ersonally known to me roved to me on the basis of satisfactory evidence to be the person(s) whose name(s) i O .__------ , subscribed to the within in§Ukukent and I RANDA G. WLLJOUR f acknowledged to me that he/ �hejxecuted N . , ' Commission 51389205 the same in his/he their hoNotary P"bk'�1f0f�' capacity(ies), and that y e thei San apo cower ExD•_ .2007 signature(s) on the instrument the person(s , or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Place Notary Seal Above ture of No ry P l c OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies)Claimed by Signer Signer's Name: • Individual Top of thumb here • Corporate Officer—Title(s): ❑ Partner—❑ Limited ❑ General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: 0 1997 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402 Prod.No.5907 Reorder:Call Toll-Free 1-800-876-6627 ......................................................................................................� CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California 1 ss C County of San Diego ) On L14. _13 , 2066 , before me, Randa G. Milliour, Notary Public, personally appeared Peter Cota-Robles, personally known to me to be the person whose name is subscribed to the within instrument and acknowledged to me that he executed the same in his authorized capacity, and that by his signature on the instrument the person, or the entity upon behalf of which the person acted, executed the instrument. WITNESS my hand and official seal. • Gwc.o�OV !�' Randa G. Milljour P P P P RANDA G.MtLLJQUR! COWATA .0 0139920S ' Notary,PWWIc•cmWe nbl so otpo Co"y Lm up.Jan.i.aw Place Notary Seal Above —OPTIONAL Though the information below is not required by law,it may prove valuable to persons relying on the docu- ment and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer Signer's Name: RIGHT THUMBPRINT ❑ Individual OF SIGNER ❑ Corporate Officer—Title(s) ❑ Partner—❑ Limited ❑General ❑Attorney in Fact Top of thumb here ❑Trustee ❑ Guardian or Conservator ❑Other. Signer is Representing: ....................................................................................................... ATTACHMENT A TO COVENANT REGARDING REAL PROPERTY: PRIVATE IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY. PROJECT NO. TPM 05-007 All of Lot 34 of Hillside Acres, in the City of Encinitas, County of San Diego, State of California according to Map Thereof No. 1992,filed in the Office of the County Recorder of San Diego County,January 25, 1927. Excepting therefrom that portion of the Northerly 104.00 feet lying Westerly of the Westerly line of the Easterly 125.00 feet thereof. Said Northerly 104.00 feet being measured at right angles to the Northerly line of said Lot and said Easterly 125.00 feet being measured at right angles to the Easterly line of said Lot. Also excepting therefrom the Easterly 125.00 feet of the Northerly 80.00 feet thereof. Said Easterly 125.00 feet being measured at right angles to the Easterly line of said Lot and said Northerly 80.00 feet being measured at right angle to the Northerly line of said Lot. ATTACHMENT B TO COVENANT REGARDING REAL PROPERTY: PRIVATE IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY. PROJECT NO. TPM 05-007 SUBDIVIDER'S DUTIES AND OBLIGATIONS Name of SUBDIVIDER: Harry Petersen, Sondra Petersen, and Joseph Lozito Tract or Parcel Map Number:TPM 05-007 Name of subdivision: TPM 05-007 Resolution of Approval Number: 2005-31 Adopted: September 1, 2005 Estimated total cost of improvements: $ 165.764.00 1.0 IMPROVEMENTS REQUIRED 1.1 SUBDIVIDER agrees at SUBDIVIDER's own cost and expense to furnish all the labor, equipment and materials to perform and complete, in accordance with the plans and specifications and to the satisfaction and approval of the City Engineer, all of the private improvements referred to below: Grading plan and Improvement drawings no. 187-G sheets 1 through 5 prepared by Triad/Holmes Associates as approved by the City Engineer together with any subsequent amendments approved in writing by the City Engineer; on file with CITY in City Engineer's office and incorporated herein as though fully set forth at length. 1.2 Further, SUBDIVIDER agrees to perform the following Conditions: All improvements, conditions and work pursuant to Conditions of Approval for TPM 05-007 2.0 PROGRESS OF WORK 2.1 Time is of the essence with this Covenant. SUBDIVIDER shall commence substantial construction of the private improvements required by this Covenant no later than one year form the date of approval by the City Engineer and shall complete the private improvements no later than two years and three months from the date of said approval. In the event good cause exists, as determined by the City Engineer, the time for commencement of construction or completion of the private improvements hereunder may be extended. Any such extension may be granted without notice to SUBDIVIDER's Surety or Sureties, if any, and shall in no way affect the validity of this Covenant or release the Surety or Sureties on any security given f or the faithful performance of this Covenant. The City Engineer shall be the sole and final judge as to whether or not good cause has been shown to entitle SUBDIVIDER to an extension. As a condition of such extensions, the City Engineer may require SUBDIVIDER to furnish new security guaranteeing performance of this Covenant, as extended, in an increased amount as necessary to compensate for any increase in construction costs as determined by the City Engineer. 2.2 If any of the private improvements are to be constructed or installed on land not owned by SUBDIVIDER, no construction or installation shall . be commenced prior to SUBDIVIDER demonstrating to CITY that SUBDIVIDER has acquired the appropriate property interests. 2.3 SUBDIVIDER shall, at SUBDIVIDER's expense, obtain all necessary permits and licenses for the construction of the private improvements and give all necessary notices and pay all fees and taxes required by law. 2.4 SUBDIVIDER shall notify the City Engineer in writing at least 15 days prior to the commencement of work hereunder. No construction work shall begin until authorized by CITY. 2.5 SUBDIVIDER shall not be entitled to obtain occupancy permits for the buildings constructed on any lot created by the subdivision until all required improvements have been provided to the satisfaction of the City Engineer. 2.6 SUBDIVIDER shall at all times maintain safe construction facilities, and provide safe access, for inspection CITY, to all parts of the work and to the shops wherein the work is in preparation. 2.7 SUBDIVIDER shall give good and adequate warning to the public to each and every existing danger relating to the construction of the private improvements, and shall protect the public from such dangers. 3.0 INSPECTION/APPROVAL OF IMPROVEMENTS 3.1 The City Engineer or his duly authorized representative, upon request of SUBDIVIDER, shall inspect, at SUBDIVIDER's expense the private improvements herein agreed to be constructed and installed by SUBDIVIDER. If determined to be in accordance with applicable CITY standards and the other terms of this Covenant, the City Engineer shall approve the improvements. 3.2 SUBDIVIDER agrees to pay for each inspection of the improvements required by the City Engineer. 3.3 Approval of the private improvements by CITY, shall not constitute a waiver by CITY of any defects in the improvements. 3.4 Until such time as the private improvements required by this Covenant are fully completed by SUBDIVIDER and approved by the City Engineer. SUBDIVIDER will be responsible for the care, maintenance, repair and replacement of such private improvements. 4.0 HOLD HARMLESS 4.1 SUBDIVIDER agrees to indemnify and hold CITY and CITY's officers, officials, employees, and agents harmless from, and against any and all liabilities. claims, demands. causes of action, losses, damages and costs, including all costs of defense thereof, arising out of, or in any manner connected directly or indirectly with, any acts or omissions of SUBDIVIDER or SUBDIVIDER's agents, employees, subcontractors, officials, officers or representatives. Upon demand. SUBDIVIDER shall, at its own expense, defend CITY and CITY's officers, officials, employees and agents, from and against any and all such liabilities, claims, demands, causes of action, losses, damages and costs. 4.2 SUBDIVIDER's obligation herein includes, but is not limited to, alleged defects in the plans, specifications and design of the private improvements; but does not extend to liabilities, claims, demands, causes of action, losses, damages or costs that arise out of a defect in the plans, specifications or design that is a result of a change required by CITY to SUBDIVIDER's proposed plans, specifications or design so long as such change is objected to, in writing, by SUBDIVIDER, and the writing is filed with the City Engineer more than ten days prior to the commencement of work. 4.3 SUBDIVIDER's obligation herein includes, but is not limited to, alleged defects in the construction of the private improvements; alleged defects in the materials furnished in the construction of the private improvements; alleged injury to persons or property; alleged inverse condemnation of property or a consequence of the design, construction, or maintenance of the work or the private improvements; and any accident, loss or damage to the work or the private improvements prior to the approval of the construction of the private improvements by CITY. 4.4 By approving the improvement plans, specifications and design or by inspecting or approving the private improvements, CITY shall not have waived the protections afforded herein to CITY and CITY's officers, officials, employees and agents or diminished the obligation of SUBDIVIDER who shall remain obligated in the same degree to indemnify and hold CITY and CITY's officers, officials, employees and agents, harmless as provided above. 4.5 SUBDIVIDER's obligation herein does not extend to liabilities, claims, demands, and causes of action, losses, damages or costs that arise out of CITY's intentional wrongful acts, CITY's violations of law, or CITY's sole active negligence. 5.0 INSURANCE 5.1 SUBDIVIDER shall obtain and maintain a policy of motor vehicle liability, public liability, general liability and property damage insurance from an insurance company approved by CITY and authorized to do business in the State of California, in an insurable amount of not less than one million dollars ($1,000,000.00) for each occurrence. The insurance policy shall provide that the policy shall remain in force during the life of this COVENANT and shall not be cancelled, terminated, or allowed to expire without thirty- (30) days prior written notice to CITY from the insurance company. 5.2 CITY shall be named as an additional insured on SUBDIVIDER's policies. 5.3 SUBDIVIDER shall furnish certificates of said insurance to CITY prior to commencement of work under this AGREEMENT. 6.0 REPAIR, MAINTENANCE AND REPLACEMENT As a condition on the approval by CITY of the satisfactory construction of the private improvements, SUBDIVIDER shall prepare, have executed. and record a covenant, in a form satisfactory to CITY, whereby property owners who will be served by the private improvements will be obligated to provide for the repair, maintenance and replacement of the private improvements and to indemnify and hold CITY and CITY's officers, officials, employees and agents, harmless. 7.0 NOTICES 7.1 Any notices to be given under this COVENANT, or otherwise, shall be served by certified mail. 7.2 For the purposes hereof, unless otherwise provided in writing by the parties hereto, the address of CITY and the proper person to receive any such notice on its behalf is: City Engineer City of Encinitas 505 S. Vulcan Avenue Encinitas, CA 92024 And the address of SUBDIVIDER and the proper person to receive any such notice on Its behalf is: Mr. Harry Petersen 257 S. Mountain View Bishop, CA. 93514 8.0 SUBDIVIDER's CERTIFICATION OF AWARENESS OF IMMIGRATION REFORM AND CONTROL ACT OF 1986 SUBDIVIDER certifies that SUBDIVIDER is aware of the requirements of the Immigration Reform and Control Act of 1986 (8 USC SS 1101-1525) and will comply with these requirements, including but not limited to verifying the eligibility for employment of all agents, employees, subcontractors and consultants that are included in, satisfy the duties and obligations contained herein. 9.0 GENERAL PROVISIONS 9.1 Neither SUBDIVIDER nor any of SUBDIVIDER's agents or contractors are or shall be considered to be agents of CITY in connection with the performance of SUBDIVIDER's duties and obligations under this Covenant. 9.2 Sale or other disposition of the PROPERTY will not relieve SUBDIVIDER from the duties and obligations set forth herein. 9.3 SUBDIVIDER shall provide the improvements as an independent contractor and in pursuit of SUBDIVIDER's independent calling, and not as an employee of CITY. SUBDIVIDER shall not be under control of CITY except as to the result to be accomplished. SUBDIVIDER may confer with CITY as required to perform this Covenant. 9.4 No verbal agreement or conversation with any officer, official, agent or employee of CITY, either before, during or after the execution of this Covenant, shall effect or modify any of the terms or obligations herein contained. 19 2WA; Recording Requested BY: City Planner When Recorded Mail To: City Clerk City of Encinitas 505 South Vulcan Avenue Encinitas CA 4 SPACE"u v r COVENANT REGARDING REAL PROPERTY FUTURE pAIM TRAFFIC,AND FLOOD CONTROL FEES Assessor's Parcel Number:_25�4-363-04 Project No. RPM�05-007 A. Harry E. Petersen and Sondra Petersen, husband and wife and John Joseph LozitO, a married man as his sole and separate property, as joint tenants (-OWNER!' hereinafter) is the owner of real property commonly known as TpM 05-007 ("PROPERTY" hereinafter) and which is legally described as follows: As Exhibit"A"which Is attached hereto and made a part hereof. B. In consideration of Final Map approval for the and reof Encinitas ("CITY" hereinafter), OWNER hereby covenants agrees for the benefit of CITY, to do the following: See Attachment"B"which is attached hereto and made a part hereof. C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees and assigns of the respective parties. D. OWNER agrees that OWNER!s duties and obligations under this Covenant are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the property tax bill of the PROPERTY any past due financial obligation owing to CITY by way of this Covenant. E. If either party is required to incur costs to enforce the provisions of this Covenant, the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorney's fees, from the other party. 05-007 , 1060 Urania F. Failure of the OWNER to comply with the terms of this Covenant shall constitute consent to the filing by CITY of a Notice of Violation of Covenant. G. Upon OWNER'S satisfaction of OWNERS duties and obligations contained herein, OWNER may request and CITY shall execute a"Satisfaction of Covenant". H. By action of the City Council, CITY may assign to a person or persons impacted by the performance of this Covenant,the right to enforce this Covenant against OWNER. ACCEPTED AND AGREED: OWNER Dated r4itnarne and t' // -�''S t'"-\ e and e Dated j t Dated S (Notarization of OWNER signature is attached) ATTACH NOTARY HERE CITY OF ENCM Dated by (Notarization not required) Peter Cota-Robles, City Engineer • •••••■CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California 1 ss County of San Diego f personally • , before me, Randa G Millioul Notary Public, . On �hv� l3, 2 b0�o personally known to me to be the person whose name is : appeared Peter Cota-Robles, • subscribed to the within instrument and acknowledged to me that he executed the same in his authorized capacity, and that by his signature on the instrument the person, or the • entity upon behalf of which the person acted, executed the instrument. ' tY P WITNESS my hand and official seal. : Ran G. Milij r RAIA.G.:, MILUOUR . �►�1389205 • � �0�touRtr • MY Ex Jae.$ o? • Place Notary Seal Above : 0PTIONAL • below is not required by law,it may prove valuable to persons relying on the docu- : : Though the information be : ment and could prevent fraudulent removal and reattachment of this form to another document. ; Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: ' Capacity(ies) Claimed by Signer Signer's Name: RIGHT THUMBPRINT ; OF SIGNER ❑ Individual ❑ Corporate Officer—Titles) • ❑ Partner—o Limited ❑ General Top of thumb here ❑Attorney in Fact ❑Trustee ❑ Guardian or Conservator ❑Other: Signer is Representing: CALIFORNIA ALL-P1IR OWLEDGMENT POSE ACKN l State of California SS. County of � �'• / cer ' Doe Notary °bfic On � before me, Name and Title of pin tc y • Date personally appeared Namefsi of ggnerfs) personally known to me (roved to me on the basis of satisfactory evidence to be the person(s) whose name(s) i ar subscribed to the within instr nt and •• ed to me that he/sh a xecuted RANDA�,MILugt R acknowledged author' *13021 the same in his/he thei Cow Cam and that y his/h r/thei Q San�COunt� capacity(ies), person ,or > �,!M•6.2001 signature(s) on the instrument the p the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. g of Notary ublic Place Notary Seal Above OPTIONAL Though the information below is not required by law,it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Number of Pages: Document Date: Signer(s)Other Than Named Above: Capacity(ies)Claimed by Signer =:- Signer's Name: Top of thumb here ❑ Individual ❑ Corporate Officer—Title(s): ❑ Partner—❑Limited O General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: ©1 997 National Notary Association'9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402 Prod.No.5907 Reorder.Call Toll-Free 1-800-676-6827 ,Ai 0.- (JN, .,J-C. Recording Requested By: City Planner When Recorded Mail To: City Clerk City of Encinitas 505 South Vulcan Avenue SPAk-,L Encinitas CA 92024 COVENANT REGARDING REAL PROPERTY FUTURE PARK,TRAFFIC,AND FLOOD CONTROL FEES Assessor's parcel Number: 25�4-363-04 Project No. IMM 05-007 Petersen, husband and wife and John Joseph Lozito, A. Harry E. Petersen and Sondra Peter ants (,,OWNER" hereinafter) is the a married man as his sole and separate property, as joint ten("PROPERTY" hereinafter) and which is owner of real property commonly known as TPM 05-007 ("PROP legally described as follows: As Exhibit 64N"which is attached hereto and made a part hereof. B. In consideration of Final Map approval for the above referenced project by the City of Encinitas (,,CITY" hereinafter), OWNER hereby covenants and agrees for the benefit of CITY, to do the following: See Attachment"B"which is attached hereto and made a part hereof. land and be binding upon and st ur ansnC. This Covenant shall run with the ativ , fe rees and of the future owners, encumbrancers, successors, heiM personal represent assigns of the respective parties. at OWNER!s duties and obligations under this Covenant are a D. OWNER agrees that notice and Opportunity to atdplien upon the PROPERTY- Upon I to CITY by way of this tax bill of the PROPERTY any past due financial obligon owing Covenant. If either party is required to incur costs to enforce the provisions of this Covenant, E. entitled to full reimbursement of all costs, including reasonable the prevailing party shall be attorney's fees, from the other Party. 05-007 , 187G, Petersen , 1060 Urania Ave, fees CALIFORNIA ALL-Pt1RPOSE ACKNOWLEDGMENT State of California ss. ) County of &Aa?t. , before me, Jane Doe Notary Public) On Name and Title of Officer(e g 5 personally appeared Names)of Signer(s) � �QZ U �i ❑personally known to me roved to me on the basis of satisfactory evidence to be the person(s) whose name(s) i ar -~;ILwo� subscribed to the within instr executed nt and tmym.�G• acknowledged tc me that he/s 10e p1389� the same in his/her hei authoo his/he /thei capacity(ies), and that y Exsignature(s) on the instrument te person , or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signa f otary Pub' place Notary Seal Above OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document I and reattachment of this form to another document. and could prevent fraudulent remova Description of Attached Document Title or Type of Document: Number of Pages: Document Date: Signer(s)Other Than Named Above: Capacity(ies) Claimed by Signer Signer's Name: Top of thumb Here ❑ Individual ❑ Corporate officer—Title(s): ❑ Partner—❑ Limited ❑ General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: R r. ®1997 National Notary Association•9350 P.O.Box 2402 Chatsworth,CA 91313-2402 prod.No.5907 • eorde Call Toll-Free 1-800-876-6827 De Soto Ave., ATTACHMENT -A' LEGAL DESCRIPTION OF04EAL PROPERTY TPM 05-007 County of San Diego, State of California according of Encinitas, January 25, of the County Recorder of San Diego County, All of Lot 34 of Hillside Acres, in the City to Map Thereof No. 1992,filed in the Office 1927• Westerly of the Westerly line of the Excepting therefrom that portion of the Northerly 104.00 feet lying of. Said Northerly 104.00 feet being mea ht anglesto the Easterly line of said Easterly 125.00 feet there 125 00 feet being measured at ng line of said Lot and said Easterly Lot. Also excepting therefrom the Easterly 125.00 feet of the Northerly of said Lot and said Northe Northerly feet 125.00 feet being measured ht angle tothe Northerlytline ff saidyLot. being measured at right ..■....■■■.■■■■..■..■■■■■.■■■.■■...■.■■■.■..■.■■■.■. ......................... ............. ■....■.■.■...■■■..� ..■..■.■.■.■. . •.•... URPOSE ACKNOWLEDGMENT CALIFORNIA ALL-P ' State of California • ss , County of San Diego Randa G Mill' )u Notary Public, personally before me, erson whose name is ersonally known to me to be the p : appeared Peter Cota-Robles, p : person, or the • subscribed to the within instrument and acknowle o9 the instrument the p uted the same I subs . his authorized capacity, and that by his signature entity upon behalf of which the person acted, executed the instrument. . ■ WITNESS my hand and official seal. . Randa G. Milljo RANDA G.MIS ; ■ C..MW 613"203 CAIWA SS"oW'COWAY > UP.Jsn.6■2007 MY Place Notary Seal Above -OPTIONAL rove valuable to persons relying on the docu- ■ Though the information below is not required by law,it may p : ment and could prevent fraudulent removal and reattachment of this form to another document. C Description of Attached Document Title or Type of Document: Number of Pages: Document Date: Signer(s) Other Than Named Above: ' Capacity(ies) Claimed by Signer Signer's Name: ; RIGHT THUMBPRINT : OF SIGNER ❑ individual o Corporate Officer—Title(s) ■ Top of thumb here : ❑ Partner—o Limited o General , ❑Attorney in Fact : o Trustee ❑Guardian or Conservator oOther: Signer is Representing: Recording Requested By And When Recorded Mail To: V L 4 TIME i 3 City Clerk City of Encinitas 505 S.Vulcan Avenue Encinitas,CA 92024 SPACE ABOVE FOR RI COVENANT REGARDING REAL PROPERTY: ASTAL D EVELOPWIENT PERMIT TENTATIVE PARCEL MAP AND CO Case No. 05-007 TPM/DR/CDP Assessor's Parcel No. 254-363-04 A. Harry E. Petersen and Sondra Petersen, husband and wife, and John Joseph Lozito as t tenants ("OWNERS" hereinafter) are the owners of real property which is commonly known as join 1060 Urania Avenue(,,PROPERTY"hereinafter) and which is described as follows: INITOF ALL OF LOT 34 OF HILLSIDE ACRES, IN THE CITY OF ENC NO. 1992,FILED IN ACCORDING TO THE MAP THERE DIEGO, STATE OF CALIFORNIA, Go COUNTY, JANUARY 259 1927, COUNTY RECORDER OF SAN DIEGO RECORDED IN THE OFFICE THE OFFICE OF THE GRANT D AS MORE PARTICULARLY DESCRIBED IN THE OFFICIAL OF THE SAN DIEGO COUNTY RECORDER AS DOCUMENT NO. 2004-0242299 OF RECORDS,MARCH 24, 2004. approval of Case No. 05-007 TPM/DR/CDP by the city of B. in consideration of the y covenant and agree for the benefit of CITY, to Enc initas (-CITY" hereinafter), OWNERS hereby comply with the terms and conditions of the permits as follows:of Resolution No. PC-2005-31, dated See Attachment ,N,, consisting of Attachment "B'9 September 7,2005 land and be binding upon and inure to the benefit Of C. This Covenant shall run with the the future owners, encumbrances, successors,h I eirs,personal representatives,transferees and assigns Of the respective parties. PBD\ K\.g:\Covenant\05-007tpnidrcdP. y cov.doc D. OWNERS agree that OWNERS' duties and obligations under this Covenant are a lien PERTY. Upon notice and opportunity to respond,CITY may add to the property tax bill upon the PRO of the PROPERTY any past due financial obligation owing to CITY by way of this Covenant. E. If either party is required to incur costs to enforce the provisions of this Covenant, the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorneys' fees, from the other party comply with the terms of this Covenant shall constitute consent F. Failure of OWNERS to to the filing by CITY of a Notice of Violation of Covenant. G. Upon OWNERS' satisfaction of OWNERS' duties and obligations contained herein, OWNERS may request and CITY shall execute a Satisfaction of Covenant. H. By action of the City Council, CITY may assign to a person or persons impacted by the performance of this Covenant,the right to enforce this Covenant against OWNERS. ACCEPTED AND AGREED: OWNERS: /� �5 H� Dated by Harry E.P t en I Dated ir by Datedb Joseph Lozito (Notarizations of OW"— atures are attached.) CITY OF ENCINITAS: Dated c- y City Planner Bill Weedman, (Notarization not required) PBD\KK\g: \Covenant\05-007tpmdredp.cov.doc -2- ORNIA ALL-PURPOSE ACKNOWLEDGMENT CALIF , State of California ss. County of TlX�Anme y Y,U'�GIC ►/� ) , before me,/ e No tary Publx 1 On and Title of Officer(e 9 3! ate personally appeared)�/t --'- — Name ,.i Sign r(s y ❑ personally known to me $9 proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) isto subscribed to the within inst ent and acknowledged to me that he/s RANDA G.MILLJOUR f the same and that t by h s/h o/thei comrasion 81389205 3 capacity(ies), Noq,ry Pubwc-C0�a signature(s)on the instrument the persons , or > son 0jW county the entity upon behalf of which the person(s) l Mk Esp.,bn•5.2007 acted, executed the instrument. WITNESS my hand and official seal. S u of ry b Place Notary Seal Above oPriONAL Though the information below is not required by law,it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Number of Pages: Document Date: Signer(s) Other Than Named Above: Capacity(ies)Claimed by Signer Signer's Name: Top of thumb Here ❑ Individual ❑ Corporate Officer—Title(s): ❑ Partner—❑ Limited ❑ General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: Reorder. a 1997 National Notary Association•9350 De Soto Ave.,P.O.Box 2402'Chatsworth.CA 91313-2402 Prod.No.5907 Call Toll-Free 1-800-876-6827 11 ATTACHMENT " Resolution No.PC 2005-31 Case No.05-007 TPMIDRICDP Applicant: John LOzitO tion: 1060 Urania Avenue(APN 254-363-04) Luca SCl SPECIFIC CONDITIONS: September 1, e Tentative Parcel Map and all associated] wi ll the conditions have SC4 Approval of the two years after the approval of this Project' 2007, at 5:00 p.m., roved pursuant to the Municipal Code. been met or an extension of time has been approved application and project drawings roved as set forth on PP of 2 sheets including Site SC5 This Project is conditionally approved June 10, 2005, consisting stamped received by the City & Hillside/Wand Bluff Overlay Zone and Slope Analysis Commission on September 1,2�5, and Plan/Tentative Parcel Map roved by the Planning ent. Exhibit, all designated as app the Planning and Building Departm shall not be altered without express authorization by own on project grading feted, fulfilled, and/or shown to approval of the SCA The following conditions shall be coe Pl Services Department p plans to the satisfaction of the permi�tss for the project: grading and/or imp air p asphalt sidewalk and AC curb 1. The developer shall repair and/or replace the existing P sfaction of the field inspector. where damaged to the sat' overhead utilities along the property frontage shall be undergrounded. 2. The existing o Engineering Department, preliminary grading plan submitted to the te the impact of the 3. As shown on the p ed to mitigate fiance applicant shall construct detention basins design rivate property in comp the app Property that drains onto the adjacent p runoff from this prop Y with Engineering standard condition ED8. 4 The newly created lots shall connect to the public sanitary sewer system with separate laterals. 'bons shall be completed/fulfilled to the satisfaction of the San Dieguito SCB The following conditions Water District(District): ach parcel shall be individually metered.r andrretpplace sale e existing 1 Upon development, reduce the existing 1 /Z inch lot,the owner/developer may The -inch meter and apply capacity credit tow eo receivelcapac capacity credit at ne (1) 5/8-inch a for all meters owner/developer shall instal] and.pay provide the District with a tune. Prior to map recordatio the e�cel�e oapaCi y p edits. written statement indicating which 1{1{ ca5-007.2005-31 /PBD/g:�ltesolut�ons�rp meters shall be located in front of the parcel they sery 2. All water m e and outside of any The owner/developer shall be responsible for the existing or proposed traveled way cost of any necessary relocation. ed water facilities on er/developer shall show all existing and propos 3• The °� lans for District approval. improvement or grading p es, rules, and Dist 4. The owner/developer shall comply with all of the Dlst fees, charges, regulations. the applicant shall grading and/or building Permit for the project, SCC Prior to issuance an P o ens ace easement to preserve natural�shown on�e project cause to be lication and supporting materials grade as indicated in the app and Building Department. Said steep slope drawings to the satisfaction of the Planning or future development of the steep slopes preservation action shall preclude any grading permit issuance in indicated on the plans submitted for building Pe and shall be clearly and Building Department reliance on this approval to the satisfaction of the Planning the existing single-family residence and related SCD Prior to recordation of the Final Parcel Map, and Building improvements shall be removed to the satisfaction of the Planning Department.Prior to recordation easement to the San Dieguito ordation of the Final Parcel Map, the existing SCE 'ct shall be vacated or abandoned to the satisfaction of the San Dieguito Irrigation District and Building Department. Water District and the Planning G1 STANDARD CONDITIONS: N,r gEGA—DING CONTACT THE PLANNING AND BUILD DEPARTME COMPLIANCE WITH THE FOLLOWING CONDITIONS: M1 This approval m a y P be appealed to the City Council within 10 calendar days from the date of this approval pursuant to Chapter 1.12 of the Municipal Code. din real or to recordation of the final parcel map, the owner shall cause a covenant regarding G4 Pn • Said covenant shall set forth the terms and conditions and Build grant property to be recorded to the Planning of approval and shall be of a form and content satisfactory d defend the The owner(s) agree,in acceptance of the conditions of a riless�antO wive any Director. Y agrees to indemnify, claims of liability against the City and agr rove the project. City and City's employees relative to the action to app Approval °f this request shall not waive compliance Code and a with an of Building Permit y sections of the Municipal all other,applicable City regulations in effect at the time GS issuance unless specifically waived herein. a development fees at the established rate. Such Seerv.ce Fees, School G13 The applicant shall pay Fees, Water and Sewer not be limited to: Permit and Plan Checking K]{/PBD/g: \Resolulions\jpc05-007.2'005-31 park Mitigation Fees, and Fire Flood Control . to pa these fees shall be made prior to Final Fees,Traffic Mitigation Fees, Arrangements to pay Services ation/Cost Recovery Fees. Arrang and Building and Engineering Ml�g and Building Department Map approval to the satisfaction of the planning Flood Departments. The applicant is advised to contact the ervic�Dep�ent regarding Dep ation Fees, the Engineering School Fees, the Fire regarding Park Mitig regarding applicable School District(s) g and the applicable Utility. Control and Traffic Fees, v Fees, Depargnent regarding Fi1e Mitigation/Cost Redo ' Departments or Districts regarding Water and/or Sewer Fees. roved Tentative Parcel Map. In cases where All project grading shall conform with the app or in cases where the o grading is proposed at the time of lth � lthee approved Tentative Parcel MaP, the n Plan later submitted is not cons Permit for gading Prior to issuance of grading p required to obtain a design review P applicant shall be grading pets roved tentative map or tentative roved grade and/or pad elevations shown on the approved of all structures to be M7 The app d of the parcel map shall be used as the basis for measuring constructed on the resulting lots in accordance with Section 30.16.0]0 B 3 ( ) Municipal Code. F1 FIRE CONDITIONS: CE WITH CONTACT THE EN C�TITAS FIRE DEPARTMENT REGARDING COMPLIANCE THE FOLLOWING CONDITIONS: MINIMUM DIMENSIONS WHEN SERVING FOUR SYSTEMS OR LESS F3 ACCESS ROAD MIN DWELLINGS WITH AUTOMATIC FIRE 4 fire SINGLE FAMILY DWE providing access to not more than four ( ) apparatus roadway p paved width, curb line INSTALLED: A fire apparatusngs shall not be less than 16 feet in p with INS single family dwells t s edge of pavement where no curbs are proposed, to curb line, or edge of p ss than 13 feet 6 inches. an unobstructed vertical clearance of not le Grades apparatus roadway shall not exceed 20.0%. Minimal F5 GRADE The gradient for a fire app permitted without mitigation. 15.0/o (incline or decline) shall not be p to the exceeding ° roach of a fire access 'ti ation shall be the installation of automatic a and angle rof approach appropriate st g le ofdeparture structures and uses served. The angle roadway shall not exceed 7%. which could obstruct fire access F6 GATES: All gates or other structures or devices,erations, are prohibited unless they meet roadways or otherwise hinder emergency oP gates across fire access standards approved by the Fire Department. All automatic operated switches overriding s shall be equipped with approved emergency Y P four (4) or more roadway opening the gate(s). Gates accessing all command functions and op ang accessing hazardous, institutional, educational, or equipped with approved emergency residences or residential lots, or g ate on the assembly occupancy group structures shall also bwhich pwill activate the g traffic control activating strobe light sensor(s) KK/PBD/g:\Resolutionsvpc05 007.2005-31 approach of emergency pparatus. All automatic gates must meet Fire Department g enc Y requirements for rapid,reliable access. O PARKING FIRE LANE,,: Fire OR STRIPING ROADWAYS �� per Fire F9 POSTING when required, shall be properly identified as p Department accedssuas roadways, Department standards- Address numbers shall be placed c r�atThetnumbers shall F13 ADDRESS NUMB visible from the street fronting the 4" for them to be clearly with their background, and shall be no less in height merc commercial multi-family contrast p t inches (8 ) single family homes and duplexes; Eight for industrial buildings. residential buildings; and Twelve inches(12") S FOR STRUCTURES LOCATED OFF SROADrWAe t marker F14 ADDRESS '] ER on long easements/dnveway , structures are located off a roadway ire De artment standards shall at the entrance where the easement/driveway intersects the main roa waY• shall be placed t conforming Permanent address numbers With height be affixed to this marker. _ glgE SPRINKLER SYSTEM - SINGLE-FAMILY f1sprinkler DWELLINGS designed F15A AUTOMATIC an automatic DUPLEXES: Structures shall be protected re ent. Plans for the automatic fire and installed to the satisfaction of the Fire Department. ire Department prior to issuance of building sprinkler system shall be approved by the F permit(s). �° " ROOF: All structures shall be provided with a Class roof assembly to F18 CLASS A the satisfaction of the Encinitas Fire Dep artment. El ENGINEERING CONDITIONS: CONTACT THE ENGINEERING SERVICES DEPARTMENT REGARDING COMPLIANCE WITH THE FOLLOWING CONDITIONS: Permit regulation s, and policies in effect at the time of building/grading g P E2 All City Codes, issuance shall apply. $Gl Gradine Conditions Permits shall be issued for this subdivision prior to recordation of the final map, EG2. No grading technically correct. or the City has deemed the final map clearing or EG3 The owner shall obtain a grading pennit prior to the commencement of any g grading of the site. of the EG4 The grading for this project is defined in Chapter 23.24vil engineerlwhose responsibility it Grading shall be performed under the observation of a cl shall be to coordinate site inspection and testing to ensure compliance of the work with the i{K/PBD/g:\ResolutionsVpc05-007.2005-3] approved grading Plan, submit required reports to the Engineering Services Director and with Chapter 23.24 of the Encinitas Municipal Code• is verify compliance unless a letter of permission No grading shall occur outside the limits of the project EGA of the affected properties obtained from the owners roved and a separate grading P ermit arate grading plan shall be submitted and aPP city limits. EG6 A Sep issued for the borrow or disposal site if located within the newly created slopes within this protect shall be no steeper than 2.1 EG7 All n Y aced b a qualified report as applicable) shall be prep y report shall be $Gg A soils/geological/hydraulic rep perform such work. The rep the State of California to p grading plan,as engineer licensed by Penn issuance/at first submittal of a . approved prior to building p applicable. construction site within thus dirt or construction materials to any proposed Services EG9 Prior to hauling approval from the Engineering proposed haul route. The owner shall comply with all conditions and project the owner shall submit to and receive app with regards to the hauling Director for the prop neering Services Director may impose requirements the Engineering operation. din pen-nit shall be of the Municipal Code,no gra th of the following EG10 In accordanCe With Section ��Ober 1 st of any Year and Ap issued for Fork occurring protective measures,b deems deemed ear, unless the plans for such work include e control measures,or both,as may Y basins or other temporary drainage Public and private property from desisting inspector to protect the adjoining p originate from necessary by the field or the deposition of mud or debris which may damage by erosion, flooding, the site or result from such grading operations. ED1 Draina a Conditions system shall be designed and installed S dt all other pollutants cont ED2A An erosion control Ys revent discharge of sediment ement activity. The system shall p The City of Encinitas Best Manag shall be.employed to determine appropriate storm water pollution control adjacent streets and nto the storm drain system. Practice Manual constructon. practices during within stem capable of handling and disposing of all surface water originating ED3 A drainage sy flow onto the project site from adjacent the project site, and all surface waters that a shall include any easements and structures lands, shall be required. Said Services drt aDirector to properly handle the drainage. required by the Engineering prior to issuance of the building The owner shall pay the current local drainage area fee p EDS project or shall construct drainage systems in conformance with the Master . permit for this p J 05-007.2U05-31 Kl{/PBD/g:�esolutions� __ Drainage Plan and City of E ncinitas Standards as required by the Engineering Services Director. subject property shall execute a hold harmless covenant. regarding ED6 The own °f the d•acent property prior to approval of the grading or building Permit drainage across the a this project. s stem shall be designed to ensure that runoff resulting from a 100-year EDg The drainage y equal to or less than the runoff from a storm frequency storm under developed conditions is eq conditions. Both 6 hour and 24 how of the same frequency and duration under existing ' s shall be analyzed to determine the detention basin capacities necessary to storm durations accomplish the desired results- ES I Street Conditions City for all public streets.and easements The offer shall be ES3 The owner shall make an offeroo sdedication, he site development plan Permit for this project. required by these conditions building execution of a grant deed prior to issuance of any made by anted to the City free and clear of all liens and encumbrances be All land so offered shall be granted that are already public are not required and without cost to the City. rededicated. public right appropriate aright-of--way construction to any work being performed in the p ro riate fees paid, ES5 prior neeivig Services Director and app p permit shall be obtained from the required.in addition to any other permits req the owner shall execute and In accordance with Chapter 23.36 of the Municipal Cod . oppose the formation of an ES6 Recorder agreeing record a covenant with the County t-of-way improvements. assessment district to fund the installation of righ wrier shall execute and ES In accordance with Chapter 23.36 oft rdM appal not t oppose the formation of an record ent district t with fund the undergrounding of utility facility improvements. assessment EU1 Utilities utilities within the Project shall be installed underground including existing EU4 All proposed the Municipal Code. utilities unless exempt by EM1 EM3 This project is approved specifically as 1 (single)phase- EMS Public/private improvement plans and grading plans shall be approved and adequate surety shall be posted prior to approval of the final map. }{K/P8D/g: \Resolutions\rpc05-007.2005-31 ESWl Storm Water Pollution Control Conditions 1 acre must also meet with a disturbed area of greater than one ( ) ESW2 Grading projects tent On and preparing a requirements from the State Water Resources Control Board (SWRCB additional req a Notice of Those additional requirements include filing Stormwater Pollution Prevention Plan(SWPPP). lution control to the ement Practice shall be utilized for storm water pot ss and ESW3 Best Manag Engineer- The surface run off shall be directed over public satisfaction of the City Engi a onto the street and/or into the p landscaped areas prior to collection and discharge system. If pipes are used for area drainage, aareas. A grass lined be located to allow storm dram y grass and non-erodabl. landscape maximum flow distance over g ra lined drainage ditch shall be ditch, reinforced with erosion control blanket, or a rip rap gravel-lined used instead o f a concrete ditch where feasible. Hnddscaped areas od�driveways shall be sloped toward grassy and landscaped areas Driveways does not allow for the discharge of Swale in the in can be used if the site topography s not ntative parcel map shall driveway runoff over landscaped areas. A note identify all landscape areas designed for storm e water pollution modification ororemova of the SWPC shall be placed on the plans indicating that the m facilities without a permit from the City is prohibited. water pollution control purposes, all runoff from all roof drains shall discharge ESW9 For storm P e onto the street and/or into onto grass and landscape areas prior ass and landscape areas desggnated for storm water the public storm drain system. G permit from the City. A note to this pollution not be grading modified a}� effect shall be p Resolutions\pc05-007.2005-3] Recording Requested By and When Recorded Mail To: ,ir5 Ica i IMF 3 31 City Clerk City of Encinitas 505 S.Vulcan Avenue Encinitas,CA 92024 )CITY SPACE AB( FOR THE BENEFIT OF THE GRANT OF STEEP SLOPE PRESERVATION OPEN SPACE EASEMENT Case No. 05-046 DR/CDP Assessor's Parcel No. 254-172-03 Petersen, husband and wife, and John e�easem t CO " Harry E. Petersen and Sondra ey and dedicate an open spact to the C1TY OF hereinafter), do hereby grant, cone hereinafter), with terms, covenants and conditions as ENCR-UTAS, State of California C' follows: across, and under the lands hereinafter described on Exhibit "A" attached An easement over, upon, ac " attached hereto, hereinafter referred to as the subject land, to hereto and as shown on Exhibit "B wit: convey a perpetual easement for open space over, upong across and under the (1) GRANTORS f all steep slopes not disturbed by the grading as shown on the subject land consisting o . No building, structure or approved Project drawings for Case No. 05-007 TPMMR/CDP n the subject other thing whatsoever shall be constructed, erected, placed or maintained o -007 land, nor shall grading be performed, except as is permitted by Case No. 05 TpM/DR/CDP, as said permit was issued by Resolution No. PC 2005-31 of the Plannio Commission on September 1, 2005 or as said permit may be hereinafter amended modified pursuant to the Municipal Code of the City of Encinitas. GRANTORS convey the perpetual right,but not the obligation to enter upon the subject land (2) and remove any buildings, structures or other things whatsoever constructed, erected, placed maintained on the subject land contrary to any term, covenant or condition of this or in effects of any or grading easement and to do any work necessary to eliminate the subject land p or lacement of sand, soil, rock or gravel or any other material placed on the contrary to any term, covenant or condition of this. easement. s and assigns as e°ection,(3) GRANTORS covenant and agree for themselves and their successor(A) That they shall not erect, construct, place r h construction, placement, or maintenance of any building or structure or other thing whatsoever on the subject land, nor shall grading be performed, other than such buildings, structures, grading, or other things as are permitted by Case No. 05-007 -31 of the TPM/DR/CDP, as s aid permit was issued by Resolution No. PC 2005 er 1, 2005 or. as said permit may be hereinafter Planning Commission on Septemb PBD\KK\9:\Covenant\05-007tpmdrcdp.osesmt.doe I CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT I State of California ss. County of 1 On+U��' 'e before me, a�Doe,Notary Yuo�I Name and Title of Officer(e 9 Date personally appeared � y Name(s)Of rfsl ❑personally known to me proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) i ar 1 subscribed to the within ins ent and D G•, acknowledged to me that he/ he xecuted R1 his/he thei author' N Pic 13$9143 the same in his/her their NOWY capacity(ies), and that y > Son o COWAY on the instrument the person(s , or E> JaNt. Z0p= signatures) person(s) MY the entity upon behalf of which the acted, executed the instrument. WITNESS my hand and official seal. � Sig S of Notary ublic Place Notary Seal Above OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Tale or Type of Document: Number of Pages: Document Date: Signer(s)Other Than Named Above: Capacity(ies)Claimed by Signer - =:- Signer's Name: Top of thumb here ❑ Individual ❑ Corporate Officer—Title(s): ❑ Partner—O Limited ❑ General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: Prod.No.5907 R 0 1997 National Notary Association-9350 De Soto Ave.,P.O.Box 2402•Chatsworth.CA 91313 Reorder.Call Toll-Free 1-Boo-876-6627 2402 EXHIBIT "A" LEGAL DESCRIPTION FOR STEEP SLOPE OPEN SPACE EASEMENT That portion of that parcel of land described in California, Coleman entPNo. 2003 � p of San Diego, State of lifo per the City of Encinitas, County 1352379 recorded November 7,2003 in Official Records in the office of the County Recorder in said County,more particularly described as follows: Beginning at a point on the northerly boundary line of said parcel of land distant S said 89°00'12"E 110.39 feet from the northwest co 7 45'O1"along 28.07 feet; northerly boundary N 89'00'12" W 87.90 feet, thence S 6 feet; thence S thence N 57°04'05"E 14.65 feet;thence S 4505 20"E 86. 2 ce N 88°51'13"E 71057'39" E 31.70 feet;thence S 38049'59"E 9 42.64 feet;thence N 12 009'27"E 3.73 feet; thence N 09 058'44" W 5.11 feet; thence N 34029'33" W 9.19 feet;thence N 8004 35.47 We 0.68 ce Nthence 31"W 52 043'00" W 19.74 feet;thence N 00-12'14" 95.42 feet to the Point of Beginning. Legal Description Prepared Under the Supervision of: AND su%' BOO P, LAVE �J0 — ° X30108 ExP• g David A. Laverty,LS 4587 0 Lic. Expires 09/30/08 TgTF of KAI Mammoth127620ocumentslLegal Q ell p O FEt C) anonV gNwn — Q E 1pezD 3fvw w w,re roz ,caav 196 a M) is im iz \ a ,00nv 3acrcaw C�j�r / `b zar � g rd I / im fl (gJ,M'LDl O (lr),0017D I (/IJ.1►TYl 3DL ltoav O (padovol (00 --- I �4' st �� W gyp! g, W ryrJ,rcYOr M.rzz r oas (N.mrDr ALMP as (rx�oJ Al7cDt ZD►.DZUas s C�J,morr.M,r�►coas -� v b h Rrl.mncr,e lx•"Z t 3 g p \; 2 Ll I I I o 00 ; a a z o J Q ill �j W (v ��P o I I I N120977E �L-99! N09 B'44"W 3.73' 5.1 1 N34 2pJ W I 98 t 1 9.19' 1 r PROPOSED 00 ��I% PROPERTY LINE -- i O N�10.1 '14T 35.47 �A 7 N00 13.6,.i�E.y� - �-� 24.00"' ( --N0051�36�E / r r � f 9� 1 P.� EAM NT` ND S i No.4547 8 OF CA i.,. � 3 ti / ZI 3 kh�1 4gl o I � , � t ' 1 1 1060 URANIA ROAD, ENCINI TAS, CALIFORNIA 1 ---- - ' -- - --r- _ - OPEN SPACE EASEMENT 2762 1 tnod/holmes ossociates EX oIB�T B SCALE. l`-50' � SMF d B : J Recording Requeste y -All ri J)ot'J City Engineer 3 31 When Recorded Mail to: City Clerk City of Encinitas 505 South Vulcan Avenue 'Uny"b Ubn UNIA Encinitas CA 92024 SPACE"u Y.r PRIVATE STORM WATER TREATMENT MAINTENANCE AGREEMENT Project No.: 05-007 TPM Assessor's Parcel No. 254-363-04 W.O.No.: 187-G THIS AGREEMENT for the periodic maintenance and repair of that certain private storm water treatment facilities, the legal description and/or plat oE hih set forth in Exhibits attached hereof, is entered into by Harry Petersen and Sondra Petersen, husband hereto and made a part his sole f p , as oint tenants .and wife and John Joseph Lozitol a married mers who will use the private (hereinafter referred to as "Developer ) for the benefit of ture own storm water treatment facilities (hereinafter any rwhich shall include the veloper retans wnership iOnterest in any land covered by this Developer to the extent the De agreement. of Encinitas WHEREAS, this Agreement is required as a condition of approval by e City Encinitas (herein referred to as -City-) of a development project and pursuant to City of Municipal Code Section 24.16.060 and Section 24.29.040; and WHEREAS, Developer is the owner of certain real property aliti that will use and enjoy the benefit of said storm water treatment facs(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 eriodic water treatment facilities and for the apportionment maintenance and repair of said private storm of the expense of such maintenance and repair among existing and future owners; and there exists a benefit to the public the private storm water facilities be WHEREAS, eriodic basis in compliance with the City of Encinitas adequately maintained on a regular and p 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 nd 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 en the Plan successors and assigns, in accordance with the plans and specifications identified 3. The cost and expense of maintaining the private storm water treatment each such oies shall be paid by the owner of the heirs, assigns and successors in interest or are subdivided further, the 4. In the event any of the herein described parcels ea h uch newly created parcel shall owners, heirs, assigns and successors in interest o a share be liable under this Agreement for their then pro rat newly coreat d and such pro rata shares of expenses shall be computed to reflect 5. The repairs and maintenance to be performed under work to adequately maintain said following: reasonable improvements and maintenance order as determined by private storm water treatment facilities in proper working 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 debris, access roadbeds, repairing and maintaining drainage structures erosion ontroll measures perpetually maintaining adequate groundcover within the private property in order to prevent sedimentation,storm water treatment ac lines for necessary and proper to repair and preserve the private their intended purposes and to prevent sedimentation in storm water runoff.the he private storm water facilities shah aeminimum maintenance frequency f twice annually . In the proper working order, event a maintenance schedule for the Storm Water ednBle will be followedludmg sediment removal)is outlined on the approved plans,the 6. if there is a covenant, agreement, or other obligation for the construction of improvements imposed as a condition of the development,ie aherein set forth shall commence maintain the private storm water treatment when improvements have been completed and approved by the City. 7. Any extraordinary repair required to correct contracted for by the owners r heir successors facilities that results from action taken o 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. g. Any liability of the owners for personal injury to an agent hereunder,Bement, nyto third employed to make repairs or provide maintenance under this Agreement, 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 tors officers City, land engineer and its consultants and each of its office personal employees from and against all liability, claims, damages, losses, expenses, p 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 each of its officials, directors, officers, employees City's engineer and its consultants, an and agents, shall have no responsibility or liability therefore. 11. The Owner, its successors and assigns, shall inspect the sto at The a purpose ag noB he facility and submit to the City an inspection report annually. 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 safety Zfor abatement of is any property to collect sums as appropriate for recovery of the costs fail to voluntarily comply. maintenance violation should the property owner the following provisions shall apply at and Agreement to the contrary notwithstanding, a "Declaration" (as defined in such time as (i) the Property is encumbered by during and (ii) the Common Area of the property rn treat Califoia Civil Code Section 13ment facilities) is managed and controlled by an (including the private storm water treat Association: through its Board of Directors, shall repair and maintain the (a The Association, private storm water treatment facilities and shall be deemed the "agent" as referred to in P Paragraph 7 above. The Association, which sham not be erforming such duties. The costs to the Declaration, shall receive no COMP ensatio p subdivision of such maintenance and repair shall be assessed agaiTrieeassesosment and hall be deposit d interest in the Property pursuant to the Declaration in the Association's corporate account. liens in favor of b) The provisions in the Declaration which provide Paragraph 8 of the Agreement n the Association and enforcement thereof shall supers ede its entirety. No individual owners shall have the right to alter, maintain or repair any of .a Civil Code Sect on 1351(b) the Property the Common Area (as defined in Californii 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. in 19. It is understood and agreed that the covenants hesi inee not each of the owners. on the heirs, executors, administrators, successors, and as gn 19. The foregoing covenants shall run with the land and who be atlanytime own all allbornany of the land of the owners and each and every person portion of the property referred to herein. IN WITNESS WHEUOF,the part s h exe u d this Agreement day of Oil This D toe eA..) A2, Signature of DEVELOPER must be notarized. Attach the appropriate acknowledgement. 5 Exhibit"A" All of Lot 34 of Hillside Acres, in the City of Encinitas, County �January 25!ng to Map Thereof No. 1992,filed in the Office of the County Recorder of San Diego County, 1927. Excepting therefrom that portion of the Northerly 104.00 feet lying Westerly of the Westerly line of the Easterly 125.00 feet thereof. Said Northerly 104.00 feet being measured at right angles to the Northerly line of said Lot and said Easterly 125.00 feet being measured at right angles to the Easterly line of said Lot. Also excepting therefrom the Easterly 125.00 feet of the Northerly 80.00 feet thereof. Said Easterly 125.00 feet being measured at right angles to the Easterly line of said Lot and said Northerly 80.00 feet being measured at right angle to the Northerly line of said Lot. i 20' X 20" DRYWELL STORM GRAIN PIPE I wl w I a PROPOSED HOUSE I O I I SLOTTED DRAIN BRITTANY \ ROAD STORM DRAIN \ STORM PIPE (TYP.) � GRAIN COBBLE LINED SWALE AREA DRAIN I (TYP-) SLOTTED \ DRAIN 1 I 1 O SAND DA '� A �gVSG�� DA l//D A. LA I/ERlY L/C. EXP. 9!-30-08 4587 1060 URANIA RD., ENCINI TA S, CA EXP. 9/30/08 sT N0. 4587 EXHIBIT SCALE.- 7"=30' qrF OF cAL\'O� 2 associotes 12/04/06 2762 ENCINITAS\ACRD\2762 GRADING PLAN CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California ss. � County of On,& to , before me, Name and Trtle of Officer(e.g., Jane Doe,Notary Publ-I Date y S OX a /°F 0 Y- personally appeared ame(r)of Signer s) ❑personally known to me Droved to me on the basis of satisfactory evidence to be the person(s) whose name(s) ... ....+•+ subscribed to the within insjruLnent and acknowledged to me that he/ executed 11389205 the same in his/h /the' h soh�Lth Pfu -CORI a capacity(ies), and that by 1r1�I 1�wftslo*nftp.6"°rO1"�ty signature(s) on the instrument the person(s), or N�•i�s�� l the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. l atu of Notary u c Place Notary Seal Above OPTIONAL Though the and could prevent fraudulent removalland reattachment of this form tor another y t.document document. Description of Attached Document Title or Type of Document: Number of Pages: Document Date: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer Signer's Name: Top of thumb here ❑ Individual ❑ Corporate Officer—Title(s): ❑ Partner—❑ Limited ❑ General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: P.O.Box 2402-Chatsworth,CA 91313-2402 Prod.No.5907 Reorder:Call Toll-Free 1-800-876-6827 0 1997 National Notary Association•9350 De Soto Ave., s., triad/holmes civil engineering land surveying public works - , associates land development mammoth lakes • bishop • redwood city • napo son luis obispo July 26, 2006 Engineering Services Department _ City of Encinitas D 505 S. Vulcan Ave., AUG Encinitas, CA 92024 Attention: Paul Dupree Re: Hydrology/Hydraulic Calculations Petersen Residence; APN 254-363-04 Encinitas, California Dear Paul Dupree: The following report has been prepared to provide drainage calculations as required to develop facility sizing for the grading permit. The total drainage area for the project site is 27,071 square feet (including a portion of the adjacent lot east of the subject property), located in Encinitas, San Diego County. This project consists of one residential building. The southerly portion of the subject site generally drains from south to north at a grade rate of approximately 16 percent and the northerly portion of the subject site generally drains from east to west at a grade rate of approximately 9 percent. There is an area with a slope of greater than 25% that will be left undisturbed. RESULTS Temporary erosion control will be implemented though the use of appropriate BMP's as shown on the Erosion Control Plan, which is part of the Grading Plan for the site. Biofiltration Swales will be used where possible and a retention basin (drywell) will be installed in the northwest corner of the site. The drywell will mitigate the drainage impacts resulting from the development in accordance with the City of Encinitas Storm Water Best Management Practices Manual, Part II. The drywell is designed based on the volume of runoff produced from a 24-hour 85th percentile storm event. Drywell capacity is 1,214 cf, which exceeds required runoff volume of 1,187 cf as shown in the attached calculations. The 10-year flow was based on a storm intensity curve developed from State of California Department of Water Resources Precipitation Data chart. Flow rate calculations are based on Q=CIA equation, where C is a weighted coefficient and I is an intensity based on Tc of 10 minutes. Based on these calculations during 10-year K:\O1 Mammoth\2762 Encinitas\documents\Drainage\2762 drainage report.doc 777 woodside road, suite a • redwood city, co 94061 • (650) 366-0216 • Fox (650) 366-0298 • sf @triodholmes.com City of Encinitas Paul Dupree July 26, 2006 Page 2 of 2 frequency storm, the pre-developed and post-developed flow rates over the entire site are 0.50 cfs and 1.12 cfs, respectively. The post-developed runoff enters a drywell (sized per City of Encinitas Standards) before exi9ting the site. To size onsite inlets, swales, and pipes, the site has been divided into two main tributary drainage areas and two sub areas, as shown in attached Exhibits. Calculations determining the drywell volume, the 10-year storm flows, and the sizing of all drainage facilities are attached. Runoff from the building's roof is collected and conveyed by a 6" storm drain pipe with `ADS' inlets (refer to Exhibits "B" and "C'�. The 10-year flow rate from the largest area tributary to one inlet is 0.07 cfs. Each proposed inlet has been sized to collect this flow with a depth of runoff over the inlet of 0.1 feet. These inlets are connected to a 6" pipe, which conveys 0.22 cfs of runoff. The capacity of the 6" pipe is 0.43 cfs at 50% full, thus, the capacity is adequate. The 6" pipe conveys the flow to a landscape swale. Area A2 runoff is collected in above mentioned 3 ft-wide landscape swale, which conveys a total of 0.60 cfs of runoff to a drywell. The swale has capacity of 8.5 cfs. At the rate of 0.6 cfs the velocity is 4 fps. Thus, the capacity of the Swale is adequate. Area Al runoff is collected in a 12" storm drain pipe, which conveys 0.52 cfs of runoff to the drywell. The capacity of the 12" pipe is 5.85 cfs at 50% full, thus, the capacity is adequate. Please feel free to contact me if you have any questions or need additional information. Sincerely, TRIAD/HOLMES AS I �1 �z rn m Paul E. Roten p A. P.E. C 56891 �4T C►V1L FOF CALF Attachments: Exhibits Calculations References KAO1 Mammoth\2762 Encinitas\documentsorainage\2762 drainage report.doc 1060 URANIA RD. PETERSEN RESIDENCE APN 254-363-04 I I APN: 254-363-03 1 ' 1 363-02 \ \ \ I 1 1 I I �✓ l 1 \ \ \ •t �j v i I I i s s \ \ v .rOsE'pf\DECK r s ui 4 l , , I I 68---- d g -- r�smtr RESOpRZ W/ r I - -- 170-- i I RASw DECK I r.F-Inn' i ro s s t ••� 1.. 1 � I � 167,ZA �•�`A\, also(rW) Y v I 0-0 lb `~ ti wv E •a Y Inoo -I':: v I 1 \' =ve, C;agggo •'. na,� t /peer¢ auaE- t_•y,• roaera r.. rvaau' � I •�'` rr.��•..;.,� nsi v IBRITTANI mw V.•�••:c: -171-aw [\�\a��•\�a•�` �. .:.' �a^�,..w . •;use o" S- I w • i �\ `i`'` 7�t.�. •• ivoaPMr _` f EMs?"mm \\ w~ ` ' ` •. :: NQ,pO C i • MAAWaE MAM/dE AS \\`El' :�. a� -; :'••.``^ ia^�dww� ,IV It Jll 1p _ q 182 '�by�7e,o. 1\ •, I / � X80.: .1 - v 1 �' 3 t I 4► _ � so OV I 4 I Ln I 1 RJ rN of SO / \ AIoTOTAL = 26,015 SF LEGEND Q.toTOTAL = 1.12 CFS DRAINAGE AREA Arol = 13,879 SF Q.tol = 0.52 CFS SCALE: 1'=30' EXH/B/T "A Aro2 = 13,192 SF DRA INA GE S/ TE Qio2 = 0.60 CFS 1060 URA NIA RD. PETERSEN RESIDENCE APN 254-363-04 APN: 254-363-03 I \\ I 363-02 , � 1 � r / 'i j o q C� a 1 DCOY F.F I � I 1 11 11 1 1 p i j i --�� 168�_-- ' 1 Wu ,0 J --- 1 f II r�sroer,asveMZ w/enmdCr \ '-_ •• i i li aeSMAKE ry), 169 oo' --II_--_-__---- ( 1 1 11 I` 11 ( 1 I 1 � s ► I MW=Va FX. rnh cEM - ' 11 .ao s s I v `.cam =tj• `� ,, ,_ / 1 �. 7 v I .0 m=dzawnr ( I \ s s I wrr it i Y I s s 1 1•, `ti.• .y wr 1. rnav •ve, bRO p•\' _IM*7 \`34.a mae lir aev�- J '-y- II t rl• �`':c �.,rat \`�\rii `�� ``we } IBRITTANI .�.• t`.r.•X.": + ram r. `F a�i 3c►o� -'aa', a 71 I w taurwc.ss \�'61.�• .'�.<< `••••�•:i_ p r Y! s s,vaeis� E u st ��.1�.�• f �-{ �'.a+ � .F./7R p� !' X10/�1N/ s a 0 I b.. 1 1 0 SO \ A10 6'PIPE = 5,262 SF Qjo 6'PIPE = 0.22 CFS SCALE.' 1'=30' LEGEND DRAINAGE AREA USED EXHIBI T "B" TO SIZE 6" PIPE 6 " PIPE DRA INA GE A REA 1060 URANIA RD. PETERSEN RESIDENCE APN 254-363-04 1 I APN: 254-363-03 ' 363-02 �� v I 1 1 1 r I �' /✓ � 1 c 1 � I I' 1 I /)' 1 � •\ � III 1 s s r vi, 1 Ir II 1 s s Ir DEW „0 4 I o^ I I I 1 1 v Q LLJ ; i r I ,�mvr Arson"w/atisq01�r 1 1 b Q I ` �7r t I• r 1 aasauwrO-fmw' ,nm• I 1 1 1 Z I I i t 1 Fd- ' p r Q 1 1 1 1 1 I 11 kc '.a . AEr Nro 170----' ,77.1 ".M I s • I • VRAM war.r air I a s 1 EA$�TdENT R 17I Nk 174W' �� •�,a .�.•`� .'X.' `?� NPR 17i�u Iswr� I v I% BRITTANI rnm I I \t\:�.. � .A� +— u• u 172 ad S a laiayA s ` -'1�..':L•.:`F��•�:ti•�:':'. ♦, � 1 i i s AfAAWOLE AS --_ •. �� J} �'pt�'.i ••' �j 174 °l r I�DAIV / tvF r..i \ y,.t:�•,1.....s.WM• Q eo IMAX Al Vs I ^ io A,o BVLET = 1,204 SF SCALE: 1'=30' Qro rMET = 0.03 CFS LEGEND °— DRAINAGE AREA 12" EXHIBI T "C„ STORM DRAIN INLET INL E T SIZING Triad/Holmes Associates ,lob No. 2762 Date: 7/24/2006 Bishop Fax: (760)873-8024 Napa Fax:(707)251-9108 Mammoth Lakes Fax:(760)934-5619 Redwood City Fax:(650)366-0298 San Luis Obispo Fax: (805)544-8932 Runoff Volume and Drywell Sizing Calulation For the Proposed Building Areas Based on City of Encinitas Storm Water Management Practices Manual, Part II Input Rainfall (85 Percentile) 0.6 in/24hr= 0.050 ft/24hr Regression Constant 1.299 Tributary Area Runoff Coefficient Roof/PavementArea 16,430 S.F. 61% 0.95 Roof Area Gravel/Aggregate Area 0 S.F. 0% 0.8 Gravel/Aggregate Area Landscaping Area 10,641 S.F. 39% 0.25 Landscaping Area Total Area 27,071 S.F. 0.67 Average Runoff Coefficient Average Runoff Volume = Total Area *Average Runoff Coefficient" Rainfall (24-Hour)*Regression Constant Average Runoff Volume = 1187 C.F. = 1 21'x21' drywells Drywell Sizing and Capacity Drywell Capacity must Exceed Average Runoff Volume table length from 10 to 25 table width from 10 to 25 drywell sizes from 304 to 1704 Drywell Drain Diameter 3 ft Drywell Depth 9 ft Actual Drywell Length 21 ft Actual Drywell Width 21 ft Drywell volume 1214 cu.ft. Drywell size adequate? YES (n / / \ U U Q f 2�1 / / / � ƒ \ p k � � M b o a :o d ./6 6 2 / J- C co C / � ® 7 R ® c # q # t ± k/ no 2 \- C) k\ o \ $ ® � � 9) § CO U $ c a 2 k $ % y / / Co K / \ y / E % y / R / wog ° ° ■ & ® a J % 2 * o � ° % U o U a U kr m o o / m m o % / m m m 0 rA n � oq w � •� c � RO 2 / o a 6 d / a a a d � £ a 6 o a ° § A R @ R k O (0 Q) 2 OR § e M % : o % Co % f o H,20 ) g 2 k ° ) /r � 5 2 > #\ / U O ® £ / / U o � ® � \ U o Q Q Q \ co \ oA \ co � mr 222 � n � �aa @CD ,ma6 CO co § 'k / Q ? \ � o R (D ? N \ 2 \ g o N Zo = b" o N % / / \ $ 2 $ cyi C4 L6 ( $ 42 $ $ m/ % \ C) $ \ / § y / ? 7 coon / / � Vn Lo U') LO wm § nm & � 2knr 00 cm ee 2 cA e _ eq e � � § e � oq \ w / @ ° 6 6 6 a / a c) a d e a a a o � / E o \ 2 m = o e ± e o \/ ƒ < / 2 ¥ ) / 2 k ¥ 2 / 2 E o ± / C', 3 ƒ f / \ / ƒ / a \ 2 / / \ \ 2 / ƒ / / § \ / F O _ q ® = 2 / o o ® a 2 / Q O % ® 2 j / U O E . . Thad/Ho|mooAseooiabss July 2006 Inlet Capacity ft/S2 32.2 9=acceleration due to gravity, 32 Sinoenumpond |eoothonO.4inoheoindepthwi|| uoeHECNo, 12equadon (C)=3Pv~)with clogging ratio of5O96 C> capacity nfO.11 chs io greater than C) required of 0.07 nfs. so inlets size is adequate. Petersen Residence Inlet Capacity Calculations . Thad/ Associates July 2006 Swale Capacity Channel Q Capacity 13,192 sf Eetted Perimeter O capacity of8.S ds is greater than Q required of 0.6 ds, so swa|e size is adequate. Velocity atflow rate ofO.6 ds is4.0fs. Petersen Residence Swale Capacity Calculations Triad/Holmes Associates July 2006 Pipe Capacity enter : calced enter : calced i ipe_ i es ameter(inch ) ........ -----_6____ _-__12___ _ 12 D Pipe Diameter (feet) _ 0.50 1.00 Slope--------------------- 0.02 -----••... --0.092 ------•. Friction Fact Frio 0.012 0.012 --- -;----------- ---- ------------ Depth (inches) 3 6 Depth (feet) ---------------------•---;----0.25 - -f--- ---- --- Depth (percentage) _ 50% _ 50% __50%0_. 50% ---------- ----------- ------------ ---- - --- Area 0.10 0.39 --------- '------------ - Wetted Perimeter 0.79 1.57 ----------------------------------------- ------------r- Hydraulic radius : 0.13 : 0.25 luantk cfs 0.43 ' 5.85 Quantity ( pm) 193.0 2628.2 ----------- ------------- ------------ 4.38-- ---------------14.91_ -------------------------------•-----;----•--•---- ----------- .. 0.50 radius : 0.25 cos length ._ 0.00 ----------- 0.00 •--- -- -- an le radians 1.57 1.57 9...� . �------------------------ ---- - --- -------------------- angle decrees 90 0 --90------ ---- r- sin length : 0.25 0.50 two triangle areas 0.00 0.00 sector area 0.10 0.39 ............................J--.---..---.J---------.-- -----------------.--.---- total area of pipe 0.20 0.79 area at depth ------- -0.10 0.39 -- ---=.-- ---,------------ ---r•-"-----'"-- Wetted Perimeter at depth ___ ;____0.79 ---------------------------------- ,1Circum 1.57 3.14 Pipes have adequate capacity for all flows at less than 50% full. Petersen Residence Pipe Capacity Calculations MAXIMUM ANNUAL P"Clol"T tM1 1UNITS•INCNES) 1 TD CONVERT TO MILLIMETERS MULTIPLY by 25.4 ) 7ATinN NAME WV SEC TwP KNG LOT DMM LATITUDE LONGITUDE COUNTY STATION N0 5 . 33.042 117.275 SAN DIEGO 8SN AROfR SUP 300 204 ?433 10 ENLINITAS N.MINUTf S.H•HOURS.D•D*«s.NO ALWAR fAFLE YR•NATFP YFAR•f YR•F ISC AL YEAR OATA DURATION 6H 12H 24H F-YP 5m IOM 15M 30M IN 2N 3N YEAR 1.20 1.23 1.27 7.26 iirww wrrlw »»rwf D•4! 0.62 0.91 1.01 0.96 1.143 6.03 196.3 #rsir tiiiw rif». 0.93 0.4? O.49 Ors? 0.8! 1 47 1.49 12.63 1965 r4tr• rtttf trrlf 0.24 0.38 0.44 0.97 1►i16 1.53, 10•20 1966 rttif #tiff trrlt 0,20 0.33 0.40 0.57 8.42 1967 trr#r iwrt tr»ti 0.51 0.60 092 1.10 1.24 102 1.68 1468 44 0.70 0•47 1.06 1.11! 1.64 15 83 1969 #t#it fit#t r#rrf 0.42 O• 0.77 0.85 4 1.00 1.26 6.88 0.95 1.01 10 1970 trttf tirN rirp 0.29 0.35 0.51 0.00 0.92 4.56 0.70 0. 2 1971 trtrf »r1r• cirri 0.19 0.46 O.T7 0#86 0.91 0.92 0.74 7.04 1972 1tr►r ririr tlrtr 0.26 70 7.86 1973 rtrri rtiri uMS 0.25 O.31 0.48 0•S? 0.67 1149 1974 r#11r lrrrf rritw 04t O.R7 10.74 0.66 1.11 1.25 1.26 197!t rrrr. ir.rf ►river 0.53 VRECI►ITATIDN OFPTH-DURATION-RRFOUFNCV WILE STATION HIM! ELFV SFC TWA, RNG LOT FM" LATITUDE LONGITUDF COUNTY STATTOR NO. 31.042 117.279 SAN DIEGO SSN ORDER SUP Soo 104 2833, 10 FNCINITAS MAXIMUM PRECIPITATION fIN) FOR INDICATED DURATION 0•DAYS N•HOURS M`ZyNUTFSF- RETURN PERIOD 5M lOM 14M 30M IN 2" 3" IN YEARS 0.71 0.89 1.05 1.14 7.78 0.O 0.0 0.0 0.30 0.42 0.61 R 0i0 0.0 0.0 0.45 0.64 0.9a 1.08 1.65 1.60 1:62 6 13.11 10 0.0 0.0 0.0 0.66 0.80 1.16 1.34 t.68 2.6 2.69 15.04 0.0 D.0 0.0 0.67 0.914 1.18 1.60 2.00 2.P2 15.11 ?4 p.p 0.0 0.0 4.11 0.49 1.44 1.66 2.10 !•� 3010 15.94 0.0 0.0 0.0 0.78 1.09 Ir59 1.87 ?.31 2.95 3.24 17.46 40 0.0 p.0 0.0 0.81 1.14 1.66 1.93 2.71 3.21 3•M 19.21 50 0.Q 0.6 A.9I 1.29 1.87 241 3.01 3.47 4.04 20.92 2.97 3 100 0.O 0.0 1.01 1.43 2.07 4.36 4.98 24.77 too'rrty- 1600 O.O O.n O.A 1.2. 1.76 f?? 3.75 4►6R • S•M 6.30 30•06 _ 10000 0.0 0.0 O.0 1.57 2.22 8.53 10.09 11.47 60.91 014P 0.0 0.0 0.0 2.87 4.04 5.87 6.03 0.0 p.0 0.341 0.481 0.698 0.81J 1.014 1.000 t.000 1.000 MEAN 0.0 0.004 -0.923 0.308 N 0.CDR. 1.000 1000 1.00 n.aie a 3e n 823 4,.529 1:063 !='y...,. 0 1XFN O.0 Or0 0.0 1.600 1.600 1.600 1.600 1.600 1•t0 * SKEW 1.60 1.600 1.600 t,600 1.600 1f1N USED 1.600 1.600 1.60 !•600 1.600 1.600 1.600 1.600 1.600 1•b00 1.100• 0.997 OF DETERMINATION '. NF 1f10 INTENSITY / LOG TIN! • -.!07 = 1NT KEPT I►TM/•MEEK YR •0.0.3731 IOEAVERAOF CALL CV / USED CV ■ 0.65 TOS1S 0•0 fl•0 0.0 2.339 1.844 4.212 3.4'2 5.612 3.1162 3.q56 12 2.6'12 2 974 1974 1974 1966 +'. M 0 0 0 1975 1974 1"4 1974 1 F 01t RLp 0.0 0 0.0 0 0.0 O.SaO 0.720 2.199 l 987 2.30 t.fM 1.130 11.129 8 MAX O.o 0.0 0.0 1.569 1.829 0.0 0.0 1) 0.272 0.359 0.303 0.279 0.231 0.4W 0.416 •7M 0.0 9A 0.494 0.404 0•.394 0.494 3 - T' •VAR 0494 0444 0494 0494 0.4 94 0494 Od94 O.A94 0.494 0.416 _ •7RR 0.494 0.494 0.444 0.494 0494 0.4 1N/A 0.0 0•D 0.0 0.0405 0.0172 Or0830 0.0965 0.5206 0.1.376 0.1622 1.000 0.0 0.0671 0.0947 0.1f7S 0.1!98 0.1"7 0.2363 0.2686 1.5578 0.0 0.00!• 0.111+2 0.1717 0.1996 0.2494 0.2951 0.3354 1.859! �r mF A 0.0 p.0 D•O 0.0961 0•1f06 001970 Or229D 0.2011 osae3 0.3848 !.0754314, p,0 0.0 0.0 O.i00a 0.1!26 0.2219 Q•2580 0.3223 0•!814 0.5924 2,9441 0.0 0.0 0.0 0.1480 0.20!0 003091 0.3525 0.4404 O.S212 0.1070 O.Z638 O.3R3! 0.4433 0.5564 O.SSe! O•T48c 3.5729 0.0 0.0 0.!407 0.4807 0.6981 0.8114 1•Q139 1.1996 1,3638 7.240 { PEARSON TYPE !It D23,7RTlUTION USED PA P1Dt0RtFNFISASMAILML RIC IPRESUlT3 ARE INOT EDEPENOARlE15 STANDARD DEVIATIONS P �k�z s R 457 0 0 o 00 0 0 N r L y r E L a) cn a) c o 0 0 0 v 0 N O O O O O LO tC p O� O O O 'IT Cl) C'7 N N N O O inoy jad sayoui City of Encinitas Storm Water Best Management Practices Manual, Part II Table 3. Numeric Sizing Treatment Standards. Volume 1. Volume-based BMPs shall be designed to mitigate (infiltrate,filter, or treat) the volume of runoff produced from a 24-hour 851h percentile storm event. The required detention volume shall be calculated based on the following formula. The detention volume shall be designed to discharge the detained storm water in 24 to 48 hours. Detention Volume,V=A a C P A=Area, C=Co-efficient of Runoff, P=0.6 inch 851h percentile precipitation event i. Regression constant,a= 1.299 [WEF,Tbl 5.4,p.177] OR Flow 2. Natural filtration system shall be designed to effectively treat storm water and prevent erosion. WEF Manual of Practice No. 23/ASCE Manual and Report on Engineering Practice No. 87 should be used for sizing of natural filtration system. City Engineer may approve other flow based design approach at his/her own discretion. i. Natural filtration systems such as grassy swales, desilting ponds,wet ponds, and other bio-filtration systems should be used for storm water treatment. Natural storm water treatment systems are normally capable of removing a wider range of pollutants than mechanical systems. Natural systems are also less prone to failure and require less maintenance. If mechanical filtration is proposed,the filtration system must be capable of removing all pollutants generated by the proposed project and at least 50 percent of the required treatment capacity shall be provided using a natural filtration system. The City Engineer may waive the minimum 50 percent natural filtration requirement for redevelopment projects and road construction projects. 111.2.D.i. Structural Treatment BMP Selection Procedure Priority projects shall select a single or combination of treatment BMPs from the categories in Table 4 that maximize pollutant removal for the particular pollutant(s) of concern. Any pollutants the project is expected to generate should be given top priority in selecting treatment BMPs. To select a structural treatment BMP using the Structural Treatment Control BMP Selection Matrix (Table 4), each priority project shall implement a single or combination of structural treatment BMPs from Table 4 that are effective for pollutant removal of the identified pollutants of concern determined to be most significant for the project. Selected BMPs must be effective for the widest range of pollutants of concern anticipated to be generated by a priority project (as identified in Table 1). 20 City of Encinitas Storm Water Best Management Practices Manual, Part II requirement. E. The owner/contractor must have an approved "weather triggered" action plan and have the ability to deploy standby BMPs as needed to completely protect the exposed portions of the site within 24 hours of prediction of a storm event (a predicted storm event is defined as a forecasted, 40% chance of rain). On request, the owner/contractor must provide proof of this capability that is acceptable to the City Engineer. F. Deployment of physical or vegetation erosion control BMPs must commence as soon as grading and/or excavation is completed for any portion of the site. The project proponent may not continue to rely on the ability to deploy standby BMP materials to prevent erosion of graded areas that have been completed. The area that can be cleared or graded and left exposed at one time is limited to the amount of acreage that the owner/contractor can adequately protect prior to a predicted rainstorm. Requirement "G" will require grading to be phased at larger sites. For example, it may be necessary to deploy erosion and sediment control BMPs in areas that are not completed but are not actively being worked before additional grading is done. High Priority Sites (in addition to A. through G.): G. Site specific BMPs that: 1. remove pollutants from the construction site discharge, 2. maintain or reduce the peak flow from the site during a rain event, and 3. comply with BMPs outlined in the project SWPPP, if applicable. IV.3.B Rainy Season Requirements (October 1 through April 30): Medium and Low Priority Sites: A. Perimeter protection BMPs must be installed and maintained to comply with performance standards (above). B. Sediment control BMPs must be installed and maintained to comply with performance standards (above). C. BMPs to control sediment tracking must be installed and maintained at site entrances/exits to comply with performance standards (above). D. Material needed to install standby BMPs necessary to completely protect the exposed portions of the site from erosion, and to prevent sediment discharges, must be stored on site. Areas that have already been protected from erosion using physical stabilization or established vegetation stabilization BMPs as described below are not considered to be "exposed" for purposes of this requirement. E. The owner/contractor must have an approved "weather triggered" action plan and have the ability to deploy standby BMPs as needed to completely protect the exposed portions of the site within 24 hours of prediction of a storm event (a predicted storm event is defined as a forecasted, 40% chance of rain). On request, the owner/contractor must provide proof of this capability that is acceptable to the City Engineer. F. Deployment of physical or vegetation erosion control BMPs must commence as soon as grading and/or excavation is completed for any portion of the site. The 26 City of Encinitas Storm Water Best Management Practices Manual, Part II owner/contractor may not continue to rely on the ability to deploy standby BMP materials to prevent erosion of graded areas that have been completed. G. The area that can be cleared or graded and left exposed at one time is limited the amount of acreage that the owner/contractor can adequately to a predicted rainstorm. N. Erosion control BMPs must be u protect prior to protection for storms likely to occur during the rainy season.vide sufficient I. Perimeter protection and sediment control BMPs must be upgraded if necessary to provide sufficient protection for storms likely to occur during the rainy season. J. Adequate physical or vegetation erosion control BMPs must be installed and established for all graded areas prior to the start of the rainy season. These BMPs must be maintained throughout the rainy season. If a selected BMP fails it must be repaired and improved, or replaced with an acceptable alternate as soon as it is safe to do so. The failure of a BMP shows that the BMP, as installed, was not adequate for the circumstances in which it was used and shall be corrected or modified as necessary. Repairs or replacements must therefore put a more effective BMP in place. K. All vegetation erosion control must be established prior to the rainy season to b considered as a BMP. e L. The amount of exposed soil allowed at one time shall not exceed that which ca be adequately protected by deploying standby erosion control and sediment n control BMPs prior to a predicted rainstorm. M. A disturbed area that is not completed but that is not being actively be fully protected from erosion if left for 7 or more calendar days. The ability most deploy standby BMP materials is not sufficient for these areas. BMPs must actually be deployed. High Priority Sites (in a_ dd_ inn to A. through M.): N. Site specific BMPs that: I. remove pollutants from the site discharge for priority project 2- maintain or reduce the peak flow from the construction site during a rain event for priority projects, and g 3. comply with BMPs outlined in the project SWPPP, if applicable. 27 triad/holmes associates , vii OS J ' rnmoch lakes .bishop «redwood city .nape sOn Ivis obrspo .Lompoc .Pleasonton Triad/Holmes Associates Post Office Box 1570 Mammoth Lakes, CA 93546 PH: 760.934.7588 2008 February 3 Duane Thompson City of Encinitas - Engineering Services 505 South Vulcan Avenue Encinitas, CA 92024 Fax 760.633.2818 RE: Grading Permit Number 187-G Openings in Gate and Fence. Dear Duane; Please note that the Gate on Section C as designed for the ro'ec Provides more than 50% opening space. p J t listed above Respectfully submitted, pFtOF ESS 1pN LU 2 a C 56891 z A Paul E. Ro n P.E. C 56891 EXP. 6 30 09 Triad/Holmes Associates %51 CI F Or CAL%F� 549 old rrFanurWi rd.,sate A202•p-o.box 1570• "W111"KAh lakes,ca 93546• (760)934-7568• fax � d��ttiaktc,com (760)93.1-5619 .• � GeOteC IC � cOrporated San Diego El Centro Riverside GEOTECHNICAL INVESTIGATION RESIDENTIAL DEVELOPMENT 1060 URANIA AVENUE ENCINITAS, CALIFORNIA i r- I APP 1 7 _ LvVi prepared for �II - Mr. Johnny Lozito 629 Chalcedony Street San Diego, California 92109 by GEOTECHNICS INCORPORATED Project No. 1026-001-01 e Document No. 05-0245 April 1, 2005 9245 Activity Road. Ste. 103 • San Diego. California 92126 Phone (858)536-1000 Fax (858)536-8311 —�� t Pcr at td - San Diego April 1, 2005 El Centro Riverside Mr. Johnny Lozito 629 Chalcedony Street Project No. 1026-001-01 Sar, Diego California 92109 Document No. 05-0245 1 SUBJECT: GEOTECHNICAL INVESTIGATION Residential Development 1060 Urania Avenue Encinitas, California 1 Dear Mr. Lozito: In accordance with your request, we have completed a geotechnical investigation - proposed residential development to be located at 1060 Urania Avenue in Encinitas, Cali forma. the This report presents the results of our investigation and provides recommendations fornia. preparation and earthwork construction, and for the des' mmendations for site Based on the results of our investigation. we consider the proposedncdon foundations and on-grade slabs. geotechnical standpoint. V ion feasible from a We appreciate this opportunity to provide our professional services. If you have a require additional sen ices, please do not hesitate to contact us. ny questions or b GEOTECHNICS INCORPORATED 1 Sam E. Valde�P.E. 1 Senior Engineer W. Lee Vanderhurst, C.E.G. Principal Distribution: (6) Addressee 9245 Activity Road,Ste. 1Q San Diego. California Phone (858)536-1000 Fax(858)536-8311 42126 k GEOTECHNICAL INVESTIGATION RESIDENTIAL DEVELOPMENT 1060 URANIA AVENUE ENCINITAS, CALIFORNIA TABLE OF CONTENTS 1 INTRODUCTIOI\T..... 2 SCOPE OF SERVICES.............................................. 0 3 SITE DESCRIPTION AND PROPOSED DEVELOPMENT ..................... 4 GEOLOGY AND SUBSURFACE CONDITIONS ........................................ 4.] Terrace Deposits ............................. 2 4.2 Alluvium 3 4.3 Colluvium 3 ....................... 4.4 Groundwater ............... .............. 5 GEOLOGIC HAZARDS.............................................. ................ 5.1 Seismicity, Ground Motion, and Surface Rupture....................... 4 1 5.2 Liquefaction............................ 4 ...................................................................... 5.3 Landslides and Lateral Spreads ............. ................ 5 5.4 Tsunamis, Seiches, and Flooding """"" 6 CONCLUSIONS................... ............................................................. 7 RECOMMENDATIONS.............................................. 7 7.1 Plan and Specification Review.-•--.. .......... 8 7.2 Excavation and Grading 7.3 Earthwork Observation........................................................................ ... 8 ..... ....................................... 7.3.1 Site Preparation.................. 7.3.2 Remedial Grading............ ................................................ 7.3.3 Structural Fill Material 10 73.4 Fill Compaction .................. 7.3.5 Temporary Excavations...................................................... 7.3.6 BUIWShrink Estimates ............. ................................................. ........ 12 7.3.7 Slo;�es........ .............................. 7.4 Surface Drainage 13 .................................. 7.5 Foundation Recommendations.......................................................................... ......... 14 7.6 Slope Sctb;.'•c':...................................... 14 7.7 C C Sei ..,: Parameters B ............................ ..................... ................... .... 15 Geotechnics Incorporated I GEOTECHNICAL INVESTIGATION i RESIDENTIAL DEVELOPMENT 1060 URANIA AVENUE ENCINITAS, CALIFORNIA 7.8S TABLE OF CONTENTS (continued) ► Interior Euildirig Slabs.......... ................................................................................... 7.S.1 Moisture Protection for Interior-Slabs ...................... 16 7.5.2 Exterior Slabs ........................................................................ 9 Earth Retain' Structures.................•..... b 7.10 Pavements..................... 17 7-10.1 Asphalt Concrete.. ��-��-�-��•••- 7.10.2 Portland Cement Concrete........ 7.11 Soil Corrosivit y .................................................... ................................... ......................... 19 8 LIMITATIONS OF INS ESTIGATIOI�................. ................... ......................................... APPENDICES REFERENCES .............. SUBSURFACE EXPLORATION.......... Appendix ppendix A LABORATORY .................. Appendix B ................................................................... Appendix C j ILLUSTRATIONS SITE LOCATION MAP......................... GEOTECHNICAL MAP..... .....................................Figure 1 GEOLOGIC CROSS-SECTION........ ••�� -'""�--"'�'� Figure 2 FAULT LOCATION iVIAP.......... .......................Figure 3 TRANSITION DETAILS......... .................................................. WALL DRAIN DETAILS............................................................. Figure 4 .......................Figure 5 ..........................I..........Figure 6 Geotechnics Incorporated GEOTECHNICAL INVESTIGATION I RESIDENTIAL DEVELOPMENT 1060 URANIA AVENUE ENCINITAS, CALIFORNIA I INTRODUCTI t>.) This report presents tlle results of our geotechnical investigation for the proposed of the property loc:ucd at 1060 Urania Avenue in Encinitas, p°sed redevelopment investigation was to evaluate the existino s California. The Purpose - subsurface conditions at the site as they late Of o he Proposed development and provide geotechnical design parameters for he planned The conclusions and recommendations presented in this report are p d construction. - conditions encountered during based on the subsurface our field explorations, laboratory testing, engineering evaluations and our experience with similar soils and geologic conditions. 2 SCOPE OF SERVICES The scope of services provided during . this investigation was generally as described in our Proposal No. 05-040, dated February 15, 2005. Our scope of work included the following items: Review of available published geologic maps, too a pertinent to the geotechnical conditions at the site. Pertinent maps and other literature Appendix A. a presented in Subsurface exploration consisting f drilling propertv. Three boring g five small diameter auger borings on the �s were drilled with and two bo a hollow-stem auger truck mounted drill rig rings were drilled with solid-stem auger limited access drill equipment. borings were drilled to a maximum depth of about 20 feet below exi saunples were collected fou Iaborator testin rade. The y sung grade. Soil engineer, and then backfilled with an impervious he material borings n accordance California regulations. The boring log logged by our field �s are presented in A with State of Appendix B. Laboratory test* of selected samples of the on-site soils to assess the pertinent physical charact�uistics of the materials. The results of the laboratory testing Appendix C. y g are presented in Evalu;,,tien of potential geologic h_._Ze- , ds and the sites seismicity. Geotechnics Incorporated i NIR. JOHNNY APRIL 1.2005, ?O..ECT NO. 1026-001-01 _ I)OCUMENT NO.05-0245 � PAGE 2 Engi:� ring evaluation of the on-site soils with regard to site preparation, earthwork and backfll.. remedial earthwork, foundation design parameters, soil bearing capaciti foundation settlement potential. retaining wall es, design, asphalt and concrete pavement design. soil reactivity, site drainage and moisture protection. Preparation of this report presenting our findings, conclusions, and recommendations. 3 SITE DESCRIPTION AND PROPOSED DEVELOPMENT The proposed residential development is located at 1060 Urania Avenue in Encinitas, California. --- The site is plotted on a 71r2'-minute USGS topographic map on the Site Location Map, Figure 1. The site is bordered on the north, south and west by residential lots. Urania Avenue borders the site on the east side. A retaining wall was located along the eastern boundary of the " _ site. At the time of our investigation, there was a small single story building located on the southwest corner of the lot. In addition, there are old concrete slabs visible on site. The site topography has a gently northwest trend, with a drainage area flowing from the southeast ton e t e site. The highest elevation on the site about 189 feet above mean sea level (msl) on the south, center portion of the site. The lowest elevation of the site is about 167 feet ms] on the northern center of the site. Access to the site is off of Urania Avenue, along the southern border of the site. Vegetation of the site consisted of native vegetation along with vanous citrus trees. � We understand the existing parcel will be divided into two parcels that will be used for single family residences. At the time of our investigation, we did not have information regarding the locations and sizes of the buildings. We anticipate that level building pads will be created b grading the site. y 4 GEOLOGY AND SUBSURFACE; CONDITIONS � The ro e p 1. . d development is locate within the Peninsular Ranv« California. This 13111° is characterize�a by ruQg Geomorphic Province of nrot, ��ed north-soutl: trending mountains separated Geotechnies Incorporated TOPO! map printed on 03/15/05 from " 117018.000, VU Om and "Untitled.tpa" BATIQUITO WGS84 117017,000' VU .. i tea• i �. /}� � , � 1 •_�""` }iJ ice• \i aC s �s � � ;1 f e�� ? �a. ::�• ��'�\., �. —�-_ J ill c. 1/ � ,�J". 4 `'' x � � �. •'�� , �1'�raler: , .....�`ii �1tit `h'i's `_J"' .L >a _ h 4� SITE y' T ctr Alm- 1 m �__ �• ra o0 Vm ti all ej to• Yt�.,�+ t i "-7 . Encmitss Beacti'. i Z`$•• t !° • fisnk n County Park, •.' N•;, �• I J.7 un�YYytax ' W' _Seeside Gardens' V. `:'; `• v County Park I Er«e + p P Ae W2ifP�a`r� o o ' 0 Af W KI.I(.HT' e • 1 • ..*o [0t0'S 117018.000' W • 8, TN�JAV p S WGS84 117017.000' W If13� D�Ip�O FEEI 0 I MILE �7 Pnnted from TOPO! 1030 mr TFRS ®2001 National Geographic H. ldmgs Cwwu/.topo.com} Geotechnics Incorporated SITE LOCATION MAP Project No. No.1026-001-01 Document No. 05-02245 45 FIGURE 1 APRIL 1,200.; -----` PROJECT NO. 1026-Oi11-0: DOCUMENT NO. 05-024; 1 PAGE by subp:a llel fa,Ilts, and a coastal slain of subdued landfonns formations. The subject underlain by sedimentary ] site rs situated in the coastal plain portion of the province. Specifically, the site is underlain by colluvium, alluvium and Terrace Deposits. The _ 1 our explor;_((i-,,/ bo:in`s are shown on Figure 2, approximate locations of the site is depicted on Fig Geotechnical Map. A geologic cross section of p use 3 Geologic Cross Section. The boring Appendix B. Generalized descriptions of the geologic units at the site, from are presented in are descrihr d below. m oldest to youngest, 1 4.1 Terrace Ieposits Unnamed Pleistocene Terrace Deposits were encountered in all of our expected to underlie the entire site at de tl;. b°tmg and are borings consisted of orangish brown to oran�Tsle Terrace deposits and in our sandstone and clayey sandstone. The sands were fine to medium stQrae poorly graded ranged from weakly to strongly cemented with depth. Laboratory grained, moist, and the Terrace Deposits have a very low expansion potential. The weakly sCi�l� indicates that Deposits may be compressible. The moderately cemented Terrace their present condition are not considered compressible, glY Cemented Terrace Deposits in 1 4.2 Alluvium Alluvial materials were encountered in one our borings, B-4, and cons' brown, fine to medium grained, silty sand (unified Soil Classification: ted of orangish b materials were encountered at a depth of about 9 feet below existing M) The alluvial to approximately 19%z feet below existing grade. g Fade and extended associated with an old drainage channel that runs thr uho alluvia] materials appear to be in their present condition are considered compressible. Jh the site. The alluvial materials 1 4.3 Colluviun: Colluviun is the accumulation of weathered material. usually on a slope,gravity. Colluviun appear;, to mantle the northeast h-a' pe, transported b;. berin,s B-4 and B-5. T}:� colluvium generally cons;Jf the site and was encountered sarul (SC' tl��at are dark brown. rind dark 2ravish brown.oiinelto media M} and m grained, and Geotechnics Incorporated 9t7,70-90 'ON luawnooQ 10-400-9,701 'ON loafoid dVW -1VDINH33103E) palu.zodaoauI sarur�aa�oa��r C5. 1' f; ImM/�y� / I 1 C I I I / CY O CD v / M // O cY) W Q U / U) CY N CD c a� a� c .m c W 0 U (V m (B 15 a o > U � _U •` O 'D p . 0)O z - 0) n. O O O o 0 o a Q O U (C) z O p O Q N (U Q E E CL p : • N x (] � D `O a CL p C a F- LU Q U I-- Q rn Ch O c 1 � £ 3anot, SVZO-90 'ON luawnooQ NO1133S-SSON3 3IOOI03O paod.ioau 10-600-9206 'ON #oafoad 1 saIUuaa�oa� � O o c, ,� � � 0 0 0 0 0 I� QI V I I M (N,b£)b-8 ° N ('. E 0/pV V I I V Q � a zW o M it CD �; _I U z ca W CO (N.L)£ 8 r 0 H c L) U c (S,SZ)Z-8 � � D t s 3 -o (D -o m M o c Z a L) .o ai c 3 a�i C'J O U) O 0 .o _a Z Z m C3) o (S,OZ) 4-8 C14 N O O 0 O O ....� `0 N G- O O O X 0 o 0 W :g g 3 u 0 cD O C U O CL O c cu Cl a) 000 ti O O O p _E p O lB m N �— r r r N r0 O O 'D E E (�Lo Cl) r > 7 U X O r _ r O 7 D. U Q 0 co U ¢ ~ Q a- Q Q Ab • • A • iMR- 1()H`�NY LOS;: APRIL !. 2005 PROJECT NO. 1026-001-t;; DOCUMENT NO. 05-0245 PAGE 4 t moist to wet. The thickness of the colluvium was approximately 9 feet at B-4 and B-5, however, thicker deposits may be present at the base of the north facing slope along the middle of the site. Laboratory resistivity testing of the colluvium indicates that it has a degree of corrosivity to ferrous metal that is moderate and a very low expansion 1 potential. The colluvium is compressible. 4.4 Groundwater Perched groundwater was encountered in one of our borings, B-4, at a depth of approximately 1 1 feet below existing grade. Some water seepage was also encountered in boring B-1 at a depth of 13 feet below existing grade. The perched groundwater appears to be associated with the contact between alluvium and dense Terrace Deposits and between dense and less dense Terrace Deposits. The recent heavy Y rain y period may have also contributed to the observed groundwater. Additional groundwater seepage may be encountered in the future due to rainfall, irrigation, or broken pipes. Since the prediction of the location of such conditions is difficult, they are typically mitigated if and when they occur. 5 GEOLOGIC HAZARDS The subject site is not located within an area previously known for significant gcolagic hazards. Evidence of active Faulting or landslides was not encountered during our investigation. Liquefiable soils or collapsible soils were encountered within the loose colluvium and alluvium materials. Seismic hazards at the site may be caused by ground shaking during seismic events on regional active faults. Existing and potential geologic hazards are as follows: 5.1 Seismicity, 'Ground Motion, and Surface Rupture The nearest :;; ,, active fault is the Rose an;e,, fault zone which is located about 6.3 miles (5.8 kilometers) west of the site based on the Maps of Known Active Fault Near- Source Zones In California and Adjacent Porno-is of Nevada (CDMG, 1908). Active p faults withil: 00 ;;;; of the site are shown on tl: r:_,ult Location Map, Figure A. Design Geotechnics Incorporated N O c � 777:1" —_ San 1�etano — "- p C ' N Z E — - N U -- -_—bent�ira- s Point Fault --. ,�, 34. — a a _ z - _ U 33° I _J LL � `pl NOTATIONS Holocene fault displacement(durinf0��'�n showing littiee©s on,o the fce ollfowing t "s stream courses,linear scarps,shutter i Recency of faulting offshore is based c strata displaced by faulting. r Late Quaternary fault displacement Geomorphic evidence similar to that dE fe hs p district. u )depos eclud smo a accurate age Q' Quaternary fault(age undifferentlatF ~ \ \ O _ evidence of displacement sometime dl. exceptions are faults that displace rock See Bulletin 201,Appendix D for sourc \ 7.N. cc) Late Cenozoic faults to,the Foothills fault system. Faults O evidence for displacement of late Mioc r�►� been ctive in Quaternary time(Data fi Pre-Quaternary fault(older than 1.6 'Division of Mines and Geology,CD-ROM 2000-006 recognized Quaternary displacemen3ults from the Fault Activity Map of California and e a bt odtinact d California rthem Baja California,with the f dating sF uthe m A ea _ necessarily inactive. 1DraftinglCorelDrawWault-SD Rev.09/03 MK JOIINN1' i-071TO APRIL I,2005 PROJECT NO. iU33-fi0I-01 DOCUMENT NO 05-0245 PAGE 5 of structures should comply with the requirements of the governing jurisdictions, building codes and standard of practices of the Association of Structural Engineers of California. Surface rupture is the result of movement on an active fault reaching the surface. There are no known active faults underlying the site or projecting toward the site. The site is not located within an A.lquist-Priolo Earthquake Fault Zone. In our opinion, the probability of surface rupture due to faulting beneath the site is r considered low. However, lurching and ground cracking are a possibility as a result of a significant seismic event on a nearby active fault. 5.2 Liquefaction r Liquefaction is a process in which soil grains in a saturated deposit lose contact after the occurrence of earthquakes or other sources of ground shaking. The soil deposit temporarily behaves as a viscous fluid; pore pressures rise, and the strength of the deposit is greatly diminished. Liquefiable soils typically consist of cohesion sands and silts that are loose to medium dense, and saturated. To liquefy, soils must be subjected to ground shaking of sufficient magnitude and duration. Given the relative densities of the formational materials, and the lack of a regional groundwater, the potential for liquefaction to occur in the Terrace Deposits is negligible. The colluvium and alluvial materials on-site may experience settlement or localized liquefaction during a seismic _ event. ! 5.3 Landslides and Lateral Spreads Lateral spreading is the result of liquefaction or plastic deformation occurring on gently sloping ground during an earthquake. Typically, the event requires an unsupported, steep cut or scarp at the toe of the failure area that allows the initial lateral displacement. Evidence of ancient landslides or slope instabilities was not observed at the site during our investigaticr . Based on the relatively dc;,sc nature of the underlying materials, the site is not belicvcd to be susceptible to lateral spreading or landsliding associated with a seismic evert on a nearby active fault. Accordingly, the potential for landslide or lateral spreads to si,tri;.icantly impact the site is co:!sidcred negligible. Geotechnics Incorpoi-ale(i MR.J011NNY LOZ1TO APRIL 1,2005 PROJECTNO 1026-001-01 DOCUMENT NO. 05-0245 PAGE 6 5.4 Tsunax nis, fiches, and Flooding Given the distance between the subject site and the coast, and the site's elevation above sea level, damn gC due to tsunamis (seismically induced waves) is considered negligible. There do not appear to be any open or confined bodies of water upslope from the site. Accordingly, the possibility of earthquake-induced flooding due to seiches or dam failures is also considered negligible. According to the City of San Diego GIS Interactive Maps, the subject site is not located within a flood plain. Storm drain improvements constructed at the site should minimize the potential for flooding. In our opinion, the potential for flooding at the site is considered negligible. v Geotec:hnics Incorpoi ated MR. JOHNNY !,"_'; APRIL 1,2005 PRO.iC NO. 1026-U01-01 DOCUMENT NO.05-0245 PAGE 7 6 CONCLUS10 �' ', Based on the results of this investigation, it is our opinion that the proposed construction is feasible from a standpoint provided the following recommendations and appropriate J construction practices are followed. No geotechnical conditions were encountered that would preclude the proposed construction. Geotechnical design and construction considerations include the followiM1: • The site is underlain by loose colluvium and alluvial materials and weakly cemented Terrace Deposits materials that are considered compressible and may experience settlement under increased loading from structures or new fills. Remedial grading recommendations for compressible soils are provided in this report. 1 Based on the topography of the site and the planned improvements, there is a potential for the proposed structures to have a transition between medium dense fill materials and dense formational materials. Transitions below foundations and slabs are not recommended due to the differential settlement characteristics of the materials, and the resulting potential for differential movements. Recommendations are presented in this 1 report to control differential movements • The proposed buildings may be supported on conventional shallow footings provided the recommendations of this report are followed. _.) In general, excavations at the site should be achievable using standard heavy earthmoving equipment in good-working order with experienced operators. • Perched groundwater was encountered in one of our boring at a depth of approximately 11 feet below existing grade. The perched groundwater appears to be at the contact ! between weakly cemented and moderately cemented Terrace Deposits. Groundwater is anticipated to impact the proposed construction depending on the time of year and recent rainfall activities. • There are no known active faults underlying the project site. Potential seismic hazards at the site would more like]), be associated with ground shaking associated with seismic events along regional active faults. Liquefaction of saturated alluvium and colluvium wili be n,:itigated by removal and recompaction of these materials. Seismic shaking hazards are typically mitigated through building designs in accordance with the Cali-fornia Building Code. Geotechnics Incorporated MR.JOHNN`� ic,-,;,: APRIL 1,2005 ;`OJECT NO. 1026-001-01 DOCUMENT NO.05-0245 PAGE 8 7 RECONINN UNDATIONS The remainder of this report presents recommendations regarding earthwork construction as well as geotechnical recommendations for the design of the proposed stnicture and improvements. These recommendations are based on empirical and analytical methods typical of the standard- of-practice in southern California. If these recommendations appear not to address a specific feature of the project, please contact our office for additions or revisions to the recommendations. 7.1 Plan and Specification Review Preliminary plans were used as the basis for this investigation. We recommend that final r grading plans, foundation plans, and earthwork specifications be reviewed by Geotechnics Incorporated prior to finalization to evaluate conformance of the plans with the intent of the recommendations of this report. Significant changes in the locations or elevations of the proposed structures may require additional geotechnical evaluation 7.2 Excavation and Grading Observation .1 Foundation' excavations and site grading should be observed by Geotechnics Incorporated. Geotechnics Incorporated should provide observation and testing services continuously during grading. Such observations are considered essential to identify field conditions that differ from those anticipated by the preliminary investigation, to adjust designs to actual field conditions, and to determine that the grading is accomplished in general accordance with the recommendations of this report. Recommendations presented in this report are contingent upon Geotechnics Incorporated performing such services. Our personnel should perform sufficient testing of fill during grading to support our professional opinion as to compliance with compaction recommendations. r 7. Earthwork Grading and earthwork should be conducted in accordance with the California Building Cede (CBQ, with the City of Encinitas grading on�ainance and with the recomm,cnd_.tioi�s of this report. l 1,' fallowing recommendation,;; are provided regarding Geotechnics Incorporated MR.JOIiNI, , i APRIL 1,200,' PROJECT NO. 1026.001-01 DOCUMENT NO.05-0245 PAGE 9 sp,cific aspects of the proposed earthwork construction. These recommendations should be considered subject to revision based on field conditions observed by the geotechnical consultant during grading. 7.3.1 Site Preparation General site preparation should include the removal of unsuitable and deleterious M materials, existing structures, or other improvements from areas that will be - subjected to structural or fill loads. Clearing and grubbing should consist of the removal of vegetation including brush, grass, weeds, wood, tree roots, and othervrise deleterious materials front areas to be graded. Clearing and grubbing should extend to the limits of grading. Unsuitable materials include vegetation, trash, construction debris, highly organic soil, highly expansive clays, rocks more than 6 inches in greatest dimension, contaminated soils, or other undesirable materials. Removed materials should be hauled off-site and legally disposed. The removal of unsuitable materials should be conducted under the observation of the geotechnical consultant to evaluate the competency of the exposed materials for support of structural and fill loads. The excavation of unsuitable materials should be conducted in a way that minimizes the disturbance of competent materials. All buildings, structures, foundations, utilities (above and below ground), and any other man-made improvements within the grading limits, that are not to be saved for future use, should be demolished and legally disposed off-site. Subsurface improvements or obstructions that are to be removed should be excavated and hauled off-site. The resulting excavations should be backfilled and compacted in accordance with the recommendations of this report. Demolition of pipelines may consist of capping or rerouting at the project perimeter, and removal within the project perimeter. If appropriate, abandoned pipelines may be filled with grout or slurry cement as recommended by, and under the observation of, the geotechnical consultant. Mali-made improvements to be saved should be protected from damage by the contractor Geotechnics Incorporated APRIL 1. 2005 PROJECTNO. 1026-001.01 DOCUMENT NO. 05-0245 PAGE 10 6 7.3.2 Remedial Grading Compressible Soils: Remedial grading is recommended where compressible soils c%�ist within planned strictures, parking areas or settlement sensitive improvements such as hardscape and underground utilities, or wherever the existing soils are disturbed due to demolition of existing structures or improvements. These soils should be removed and replaced as compacted fill. Compressible soils at the site may include colluvium, alluvium, weakly cemented Terrace deposits, or other soil subject to settlement under increased loads, wetting, or bio-degradation. The colluvium, alluvium and weakly cemented Terrace Deposits, as observed in our borings, extend to 20 feet below existing grade at boring B-4. We recommend that the existing colluvium, alluvium, and weakly cemented Terrace Deposits be removed to expose competent formational materials. The excavated soils may then be placed as compacted fill as outlined in this report. 1 Formational/Fill Transition: In general, structures should not straddle formational/fill transitions due to the potential for adverse differential settlement. Typical transition conditions and mitigation measures are shown on Transition Details, Figure 5. We recommend that once structure locations have been finalized, Geotechnics Incorporated should be contacted to provide mitigation recommendations for those structures that have transitions. The remedial grading may be incorporated with the rough grading of the site. 7.3.3 Structural Fill Material In general, the on-site materials may be used in the required fills, less any unsuitable or deleterious materials described previously. Soils that have an expausioi: index greater than 20 shot-,](] not be used within the upper 5 feet of finish building subgrade, or within the upper 2 feet of finish hardscape subgrade. Imported fill sources, if needed, should be observed prior to hauling onto the site to d ter�r,ine the suitability for use. Rcpresentative samples of import,:d materials and on-;itc soils should be tested by tlrc geotechnical consultant to el aivate their Geotechnics Incorporated 4 _ CASE 1.0 RIP 12 INCHES FILL, � 3 FEET -- - WATER, COMPACT (MAXIMUM) FORMATION r CASE 2.0 2%SLOPE -->- -- __ OVER-EXCAVATE TRANSITION -- ___ FILL TO A DEPTH OF H/2(3 FEET MINIMUM) H >3 FEET - FORMATION CASE 3.0 H >3 FEET- OVER-EXCAVATE TRANSITION FILL TO A DEPTH OF H/2 (3 FEET MINIMUM) FORMATION G e o t e c h n i c s Project No. 1026-001-01 I n c o r p o r a t e d TRANSITION DETAILS Document No 05-0245 FIGURE 5 1Drafting\Co,elDraw\0verex Rev 1!;i( •SIR JOHNNY APRIL 1,2001 PROJECT NO. 1026-001-01 DOCUMENT NO. 05-0245 PAGE 11 engineering properties for the planned use. Imported fill soils should have an expansion: index of no more than 20. During grading operations, soil types other than those evaluated in the J geotechnical report may be encountered. Geotechnics should be notified to evaluate the suitability of these soils for use as fill and as finish grade soils. 7.3.4 Fill Compaction After making the recommended removals and prior to fill placement, the exposed ground surface should be scarified to a depth of 6 to 8 inches, moisture conditioned, and compacted in place. All fill and backfill should be placed at slightly above optimum moisture content using equipment that is capable of producing a uniformly compacted product throughout the entire fill lift. Fill materials at less than optimum moisture should s have water added and the fill mixed to result in material that is uniformly above optimum moisture content. Fill materials that are too wet should be aerated or mixed with drier material to achieve uniformly moisture-conditioned soil. I Flooding should not be permitted as a method of compacting fill or backfill. The till and backfill should be placed in horizontal lifts at a thickness appropriate for the equipment spreading, mixing, and compacting the material, but generally should not exceed 8 inches in loose thickness. The minimum relative compaction recommended for fill and backfill is 90 percent of maximum. dry density based on the guidelines of ASTM D 1557, except in the upper 12 inches of subgrade beneath pavement sections. In those areas, the minimum relative compaction is 95 percent of the maximum dry density based on the guidelines of ASTM D 1557. Sufficient observation and testing should be performed by Geotechnics IncomerLted so that an opinion can be rendered as to the compaction achieved. Geotechnics Incorporated MR.JOHNNY LOZI'11-0 APRIL I,2005 PROJEC m) 1026-001-01 DOCUMENT NO.05-0245 PAGE 12 B 7.3.5 T'!-mporary Excavations Temporary excavations, such as for remedial grading and foundation and utility excavations, are anticipated to be less than 20 feet in depth and are expected to be stable provided they are laid back in accordance with our recommendations or shored. All excavations should conform with Cal-OSHA guidelines. Workmen should he protected from falling rocks and caving soils in accordance with Cal- OSHA requirements. Temporary excavations extending to a depth of 3 feet or M less may be made vertically. Temporary excavations up to 20 feet deep should be laid back no steeper than 1:1 (horizontal:vertical), or shored, prior to allowing workers to enter. Should deeper temporary excavations be required, Geotechnics Incorporated should be notified so that additional recommendations may be provided. Where temporary excavations extend below a plane inclined at 1%z:1 (horizontal:vertical) downward from the outside bottom edge of adjacent existing 1 footings or Urania Avenue improvements, shoring is recommended. Temporary excavations that encounter seepage or other potentially adverse conditions should be evaluated by the geotechnical consultant on a case-by-case basis during grading. Remedial measures may include shoring, or reducing the inclination of l the temporary slope. For temporary excavations that will be shored, but not braced with tiebacks or struts, we recommend using a triangular pressure distribution for calculating earth pressures. Cantilevered shoring design gn may be based on an equivalent fluid pressure of 35 ]bs/ft3 for shoring of the formational materials and 55 lbs/ft3 for shoring of the colluvial and alluvial materials. In addition, shoring design should include any groundwater pressures encountered in the excavation and any surcharge loads resulting from loads placed above the excavation and within a 1:1 plane extending upward from tide base of the excavation. Should surcharge loads he nticipated, or braced shorin,7 be used, Geotechnics Incomorated should be contacted for additional design p�)rarneters. For design of soldier piles, an J allcv,'able passive pressure of'600 il:s%ft per foot of embedment U-11 to a maximum 1hs/ft2 may be used fcr };ll; , within the fornatie,:a� materials and an Geotechnics Incorporated MR. JOHNNY LCD;:! APRIL 1,2005 PROJECT NO. 1026-001-01 DOCUMENT NO.05-0245 PAGE 13 allo-,vable passive pressure of 200 Ibs/ft' per foot of embedment up to a maximum of ?,000 lbs/ft2 may be used for piles within the undocumented fill materials. Soldier piles should be spaced at least two pile diameters on center. 1 7.3.5 Bulk/Shrink Estimates Based on our experience with similar materials, the colluvium and weakly cemented Terrace Deposits are expect to shrink about 5 to 10 percent when over- excavated and recompacted. The moderately to strongly cemented Terrace Deposits are expected to bulk about 5 percent when over-excavated and recompacted. It should be noted, however, that bulking and shrinking potential can vary considerably based on the variability of the in-situ densities of the materials in question. 7.3.7 Slopes All permanent slopes should be inclined no steeper than 2:1 (horizontal to vertical). The surficial slope stability may be enhanced by providing good site drainage. The site should be graded so that water from the surrounding areas is not allowed to flow over the top of the slope. Diversion structures should be provided where necessary. Surface runoff should be confined to gunite-lined swales or other appropriate devices to reduce the potential for erosion. We recommend that slopes be planted with vegetation that will increase their stability. Ice plant is generally not recommended. We recommend that vegetation include woody plants, along with ground cover. All plants should be adapted for growth in semi-arid climates with little or no irrigation. A landscape architect should be consulted in order to develop a specific planting palate suitable for slope stabilization. It should be recognized that the outer few feet of aP. slopes are susceptible to gradual down-slope movements due to slope creep. This will affect hardscape J such as concrete slabs. Y✓c ,c�rnrIi end that settlement se:Isitive hardscape not be cc r. .:-,:cted within 5 feet of the tr-r;f'slopes. Geotechnics Incorporated APRIL 1,20V PROJECT NO. 1026-001-01 DOCUMENT NO.05-0245 PAGE 14 7.4 S`ir1'ace Drainage Foundation and slab performance depends greatly on how well the runoff waters drain from the site. This is true both during construction and over the entire life of the structure. The ground surface around the structure should be graded so that water flows rapidly away from the structure without ponding. The surface gradient needed to achieve this depends or the prevailing landscape. In general, we recommend that pavement and lawn areas within 5 feet of the building slope away at gradients of at least 2 percent. Densely vegetated areas should have minimum gradients of at least 5 percent away from the building in the first 5 feet. Densely vegetated areas are considered those in which the planting type and spacing are such that the flow of water is impeded. Planters should be built so that water from them will not seep into the foundation, slab, or pavement areas. Roof drainage should be channeled by pipe to storm drains, or discharged at least 10 feet from the building. Site irrigation should be limited to the minimum necessary to sustain plants. Should 1 excessive irrigation, surface water intrusion, water line breaks, or unusually high rainfall occur, saturated zones or "perched" groundwater may develop in the underlying soils. 7.5 Foundation Recommendations 1 The foundation recommendations provided herein are considered generally consistent with methods typically used in southern California. Other alternatives may be available. Our recommendations are only minimum criteria based on geotechnical factors and ! should not be considered a structural design, or to preclude more restrictive criteria of governing agencies or by the structural engineer. The design of the foundation system should be performed by the project structural engineer, incorporating the geotechnical parameters described herein and the requirements of applicable building codes. The proposed residential structures may be supported or: conventional shallow footings. Foundation excavations should be observed by Geotechnics Incorporated to evaluate the suitability of the bearing materials for conformance with the recommendations of this report. Geotechnies Incorporated MR. JOHi%; , . ,.()7_jT0 APRIL 1,2oir, PROJECT NO. 1026-001-01 DOCUMENT NO. 05-0245 PAGE 15 The followi,ig design parameters assume that the recommended remedial grading will be performed, and that the foundations for the proposed structure will consist of shallow footings bearing entirely on compacted fill with a very low expansion potential (expansion index less than 20). A one-third increase in the soil bearing and passive ♦ pressure values may be used for short-term wind or seismic loads. Allowable Soil Bearing: 2,000 ]bs/ft2. Minimum Footing Width: 18 inches. Minimum Footing Depth: 24 inches below lowest adjacent compacted soil, slab, or pavement grade. Passive Pressure: 250 lbs/ft2 per foot of embedment. Coefficient of Friction: 0.35 Differential Settlement: Foundations should be designed for %-inch of differential settlement over a distance of 40 feet. 7.6 Slope Setback Foundation setbacks should conform to Figure 18-I-1 of the 2001 CBC. In general, the 1 foundations for all structures should be setback from descending slopes a minimum of 8 feet measured horizontally from the outside bottom edge of the footing to the slope face. The recommended foundation setback for structures located near the tops of slopes may be achieved by deepening the foundation. A 5-foot foundation setback may be used for ! structures situated near minor slopes less than 4 feet in height and for screen wall foundations. 7.7 CBC Seismic Parameters The following seismic parameters may be used for design of the proposed structures. They are based on a site-to-fault distance of 6.3 miles (5.8 kilometers) scaled from fault maps (CDMG, 1998) intended for use in conjuncticn with the 2001 California Building Code. GeoteMnics Incorporated ---�- NIP JOHNNY U)"I;';C; APRII 1,2005 PROJECT NO. 1026-001-01 DOCUMENT NO.05-0245 PAGE 16 Seismic Zone Factor, Z: 0.4 Seismic Source Type: B Sol] Profile Type: SD Seismic Coefficients, C,,: 0.44N„ A G: 0.64N,. Near-Source Factors, N,,: 1.0 N,,: 1.2 7.8 Interior Building Slabs Building slabs should be supported by compacted fill prepared as recommended in this report and having a very low expansion potential. Slabs should be designed for the anticipated loading. If an elastic design is used, a modulus of subgrade reaction of 250 lbs/in3 may be used. Slab thickness and reinforcement should be designed by the project structural engineer and should conform to the requirements of the 2001 CBC. We recommend that building slabs be at least 5 inches in thickness and reinforced with at least No. 3 bars spaced 24 inches on center, each way, and placed at slab mid-height. 1 7.8.11 Moisture Protection for Interior Slabs Concrete slabs constructed on soil ultimately cause the moisture content to rise in -1 the underlying soil. This results from continued capillary rise and the termination of normal evapotranspiration. Because normal concrete is permeable, the moisture will eventually penetrate the slab. Excessive moisture may cause mildewed carpets, lifting or discoloration of floor tiles, or similar problems. To decrease the likelihood of problems related to damp slabs, suitable moisture protection measures should be used where moisture sensitive floor coverings or other factors warrant. A commonly used moisture protection in southern California consists of about 2 inches of clean sand covered by at least 10 mil plastic sheeting. In addition, 2 inches of clean sand are placed over t;e plastic to decrease concrete curing prob]c:;',s ;issociated with placing concr°tc directly on an impermeable membrane. 3 However. it has been our experience th t such systems will transmit from approxi,:�,;tely 6 to 12 pounds of moisture per 1,000 square feet per day. This 1 Geotechnics Incorporated NIR. JOHN-A":' ',0ZITO APRIL I,2005 PROJECT NO. IO2L.001-01 DOCUMENT NO 05-0245 PAGE 17 a may be excessive for some applications, particularly for sheet vinyl, wood flooring, vinyl tiles, or carpeting with impermeable backing that use water soluble adhesives. The project architect should review the moisture requirements of the proposed flooring system and incorporate an appropriate level of moisture protection as part of the floor covering design. This may include waterproofing the slab. The commonly used moisture protection system described above is provided only as an example, and is not intended cis a recommendation for a specific moisture protection system. The project architect should review the moisture requirements of the proposed flooring system and incorporate an appropriate level of moisture protection as part of the floor covering design based on the allowable moisture transmission rate for the flooring to be used. This may include waterproofing the slab or providing a warranted proprietary vapor barrier such as "Stego Wrap" or similar material rated to provide at least the level of moisture protection required by the flooring manufacturer. The vapor barrier should be installed in accordance with the manufacturer's recommendations. We recommend that at least a 2-foot lap be provided at the membrane edges and that the edges be sealed in accordance with the manufacturer's recommendations. Utility penetrations should also be sealed in accordance with the manufacturer's recommendations. 7.8.2 Exterior Slabs Exterior slabs should be at least 4 inches thick and should be reinforced with at least 6-inch by 6-inch, W2.9 by W2.9 welded wire fabric placed at slab mid- height. Crack control joints should be used on all exterior slabs, with a maximum spacing of 5-foot centers each way for sidewalks and 10-foot centers each way for slabs. Differential movement between buildings and slabs, or between sidewalks and curbs may be decreased by doweling the slab into the foundation or curb. 7.9 Em-tlr :: ::. r:ing Structures For cantilevcr retaining walls, where the bac! fill is level or nearly level, an i)ctive earth pressc:rc a�;;,; _:im.ated by an equivalent "I"I' s pressure of 35 lbs!W may be used. The Geotechnics Incorporatecl MR. JOHNNY" I-OZITO PROJECT NO 1026-001-01 APRIL 1,2005 DOCUMENTNO.05-0245 PAGE 18 active pressuer; should be used for walls free to yield at the top at least 02 percent of the wall height. `where the earth slopes upwards at 2:1, an equivalent fluid pressure of 60 lbs/ft3 may be used. For walls restrained so that such movement is not permitted an equivalent timid pressure of 65 ]bs/ft3 should be used, based on at-rest soil conditions with level backfill. In addition to the recommended earth pressure, walls adjacent to vehicular traffic should be designed to resist a uniform lateral pressure of 100 lbs/ft2, acting as a result of an assumed 300 lbs/ft2 surcharge behind the wall. If the traffic is kept back at least ten feet from the walls, the traffic surcharge may be neglected. 1 The above pressures assume no hydrostatic pressures or surcharge loads, which will increase the lateral pressures on the wall. We should be contacted for additional recommendations if hydrostatic or surcharge pressures are applicable. Walls should contain an adequate subdrain to reduce hydrostatic forces as shown on Figure 6, Wall Drain Details. Backfilling retaining walls with expansive soils can increase lateral pressures well beyond the active or at-rest pressures indicated above. We recommend that retaining walls be backfilled with free-draining, cohesionless soil having an Expansion Index of 20 or less. In general, the on-site soils do not appear suitable for wall backfill soil. The backfill area should include the zone defined by a 1:1 plane projected upward from the heel of the wall. Retaining wall backfill should be compacted to at least 90 percent relative compaction, based on ASTM D 1557 guidelines. Backfll should not be placed until walls have achieved adequate structural strength. Heavy compaction equipment which could cause distress to walls should not be used. 7.10 Pavements Preliminary pavement sections are provided for new pavements that will be associated with the proposed development. Final avement design gn should be based on R-value test results of ti:c finish pavement subgrade soils. Subgrade preparation should be conducted imn:ediat:_•',y prior to the placement of the pavement section. The upper 12 inches of paverncnt subgrade should be scarified, brought to about optimum moisture content, and compacted to at least 95 percent of ma�..in"�um dry density based on ASTM D 1557 guid,lin,_s. :':,;reoate base shoLIlci conftrr:l tc the specifications for crushed aggregate Geotechnics Incorporated DAMP-PROOFING OR WATER- PROOFING AS REQUIRED ROCK AND FABRIC ALTERNATIVE : COMPACTED• ' BACKFILL" �♦ ao �, 12-INCH MINUS 3/4-INCH CRUSHED ROCK MINIMUM ENVELOPED IN FILTER FABRIC °° WEEP-HOLE (MIRAFI 140NL, SUPAC 4NP, OR Vb ALTERNATIVE APPROVED SIMILAR) o ' Vo o vo o o 4-INCH DIAM. PVCn PERFORATED PIPE ° DAMP-PROOFING OR WATER- PROOFING AS REQUIRED GEOCOMPOSITE 1r PANEL DRAIN ' PANEL DRAIN -' ALTERNATIVE .CQMPAOTEQ BACKFILL• 1 CU. FT PER LINEAR FOOT OF WEEP-HOLE MINUS 3/4-INCH CRUSHED ALTERNATIVE ROCK ENVELOPED IN ' FILTER FABRIC w� 4-INCH DIAM. PVC PERFORATED PIPE NOTES 1) Perforated pipe should outlet through a solid pipe to a free gravity outfall. Perforated pipe and outlet pipe should have a fall of at least 1%. 2) As an alternative to the perforated pipe and outlet, weep-holes may be constructed Weep-holes should be at least 2 inches in diameter, spaced no greater than 8 feet, and be located just above grade at the bottom of wall. 3) Filter fabric should consist of Mirafi 140N, Supac 5NP,Amoco 4599, or similar approved fabric. Filter fabric should be overlapped at least 6-inches. 4) Geocomposite panel drain should consist of Miradrain 6000, J-DRain 400, Supac DS-15, or approved similar product. 1 5) Drain installation should be observed by the geotechnical consultant prior to backfilling. G e o t e c h n i c s Project No. 1026-001-01 Incorporated WALL DRAIN DETAILS Document No. 05-0245 1 FIGURE 6 \Drah!n;`C ,falDraw`,Walldrn Rev.6/99 MR.JOHNNY 'J%i +) PRC),IECT NO. 1026-001-01 APRIL 1,20055 DO(J I M ENT NO.05-0245 PAGE 19 base, cru,J;,r;d miscellaneous base, or processed miscellaneous base as defined in Section 200-2 of the "GREENBOOK." Aggregate base should be compacted to at least 95 percent of maximum dry density based on ASTM D 1557 guidelines. 7.10.1 Asphalt Concrete The traffic type for the proposed development assumes automobile parking, which corresponds to a Traffic Index of 4.5. Laboratory testing of the on-site soils indicate an R-Value of 35. Based on the indicated Traffic Index and a design R-value of 35, we recommend that the pavement section be 3 inches of asphalt concrete over 4 inches of aggregate base in accordance with the Caltrans design method. 7.10.2 Portland Cement Concrete Concrete pavement design was performed in accordance with the simplified design procedure of the Portland Cement Association. This method is based on a 20-year design life. For design, it was assumed that aggregate interlock joints will be used for load transfer across control joints. The Portland cement concrete was assumed to have a minimum 28-day flexural strength of 600 lbs/in`. The subgrade soils are assumed to provide "medium" subgrade support. Based on these assumptions, we recommend that the pavement section consist of 5 inches of Portland cement concrete over compacted subgrade. ! 7.11 Soil Corrosivity A selected soil sample was evaluated for water-soluble sulfate content to assess the general degree of sulfate exposure of concrete in contact with the site soils. The test 0 results are presented in Appendix C. The project design engineer may use the test results in conjunction with Table 19-A-4? of the California Building Code to specify a suitable cemcni type, tivater cement ratio, and minimum compressive strength for concrete used on site which will be in direct contact with soil, including all foundations and slabs. The sulfate content test results are believed 1a represent the existing soil conditions at the site. It shout '! 1: -Wted that soluble sulfate: it the irrigation water supply, and/or the use of Geotechnics Incorporated MR. JOHNNY LUZITO PROJECCNO. 1026-001-01 APRIL I,2005 DOCUMENT NO.05-0245 PAGE 20 fertilizer may cause the sulfate content in the surficial soils to increase significantly with time. This may result in a higher sulfate exposure than that indicated by the test results reported herein. Studies have shown that the use of improved cements in the concrete, and a low water-cement ratio will improve the resistance of the concrete to sulfate exposure. Based on the resistivity test results, the on-site soils appear to be moderately corrosive to ferrous metals. Based on the results of the soluble chloride test results, the on-site soils appear to have a degree of corrosivity to metal that is negligible. A corrosion consultant should be contacted to provide corrosion control recommendations. 8 LIMITATIONS OF INVESTIGATION This investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No warranty, express or implied, is made as to the conclusions and professional opinions included in this report. The samples taken and used for testing and the observations made are believed representative of the project site; however, geotechnical conditions can vary significantly between field explorations. As in most projects, conditions revealed by excavation may be at variance with preliminary findings. If this occurs, the changed conditions must be evaluated by the geotechnical consultant and additional recommendations made, if warranted. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the design consultants for the project and incorporated into the plans, and the necessary steps are taken to see that the contractors carry out such recommendations in the field. R Geolechnics Incorporated MR JOHNNY LOZITO PROJECT NO. 1026-001-01 APRIL 1, 2V05 DOCUMENT NO.05-0245 PAGE 21 Changes in the condition of a property can occur with the passage of time, whether due to natural processes or the work of man on this or adjacent properties. In addition, changes in applicable or appropriate standards of practice may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. GEOTECHNICS INCORPORATED Sam E. Valdez, P. 56226 W. Lee Vanderhurst, C.E.G. 1125 Senior Engineer Principal ASS\OVAL � O Reviewed by: a WM R UR5► John R. Theissen, G.E. 825 N0'1125 • CERTIFIED Principal ENGINEERING GEOLOGIST _I lFOF CAI.�Fp� CD, CZ 1v0.C 56226 r* lF C ,� y . I , Geotechnics Incorporated -�- APPENDIX A ° REFERENCES American Society for Testing and Materials (2000). Annual Book ofASTMStandards, Section 4, Construction, Volume 04.08 Soil and Rock (I):D 420 -D 4914, West Conshohocken, PA. California Department of Conservation, Division of Mines and Geology (CDMG) (1992). Fault Rupture Hazard Zones in California, Alquist-Priolo Special Studies Zone Act of 1972: California Division of Mines and Geology, Special Publication 42. California Department of Conservation, Division of Mines and Geology (CDMG) (1998). Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada. Geotechnics Incorporated (2005). Proposal for Geotechnical Services, Geotechnical Investigation, Lozito Property, 1060 Urania Avenue, Encinitas, California, Proposal No. 05-040, Document No. 05-0113, February 15. International Conference of Building Officials (1997). 2001 California Building Code. ` Kennedy, M.P. a;;cl Peterson, G.L. Geology of the San Diego Metropolitan Area, California, California Division of Mines and Geology, Bulletin 20. National Geographic Holdings, Inc. (2001). TOPO!. Seamless USGS Topographic Maps on CD- ROM: San Francisco, California. Public Works Standards, -Inc. (1999). "GREENBOOK," Standard Specifications for Public Works Construction, 2000 Edition. y Geotechnics lncorporatefi - APPENDIX B SUBSURFACE EXPLORATION Our field explorations consisted of drilling five small diameter auger borings throughout the property on March 9 and 11, 2005. Three borings were drilled using a hollow-stem auger truck mounted drill rig and two borings were drilled using solid-stem auger limited access drill equipment. The borings were drilled to a maximum depth of about 20 feet below existing grade. The logs describing the subsurface conditions encountered in our borings are presented on the following Figures B-1 thru B-5. Standard penetration test (SPTs) were performed in the borings. The number of blows (N value) is indicated on the boring logs. The SPTs were performed in general accordance with the ASTM Designation D 1586 test method. The sampler used was a standard split-barrel sampler with an inside diameter of 1% inches and an outside diameter of 2 inches as described in the test method. The soil from the split spoon sample was collected in a sample bag for laboratory testing. Relatively undisturbed samples were collected using a California (CAL) sampler. The CAL sampler is a ring-lined tube with an inside diameter of 2% inches and an outside diameter of 3 inches. The ring samples were sealed in plastic bags, placed in rigid plastic containers, labeled, and returned to the laboratory for testing. The hammer used to drive the SPT and CAL samplers was a 140 pound hammer, and a drop of about 30 inches was used. Bulk samples were obtained at selected intervals. Bulk and drive sample locations are indicated on the logs. The borings were backfilled in general accordance with the Department of Water Resources Bulletins 74-81 and 74-90, which incorporated bentonite chips. The boring locations were established in the field by taping distances from landmarks shown on ! the plans provided. The locations shown should not be considered more accurate than is implied by the method of measurement used. The lines designating the interface between soil units on the boring logs are determined by interpolation and are therefore approximations. The transition between the materials may be abrupt or gradual. Further, soil conditions at locations other than the boring locations nay be substantially different from those at the specific locations explored. It should be that the passage of time c:-n result in changes in the soil conditions reported in our logs. J i Geot.echnics Incorp,.)r4Aed -�-- F LOG OF EXPLORATION BORING NO. 1 Logged by: BKC Date Drilled: 3/9/2005 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 184' msl U1 W a _j cLL� W g ° W N vQ, DESCRIPTION LAB TESTS W 3 > _j z '> a m o m o 0 1 TERRACE DEPOSITS: Silty sandstone'SM',orangish brown,fine to medium No.200 Wash, grained,moist,weakly cemented. Expansion Index 2 (28.3%Passing No.200 Sieve) 3 4 25 cnc ', 120 13.2 Moderately cemented. Direct Shear 5 ------ ----------- ------------------------------------------------------------------------------------ 6 Poorly graded sandstone'SP',orange,fine to medium grained,moist,moderately 73 SPT to strongly cemented. 7 8 --------------- ------ ------I----------------------------------------------------------------------------- 9 Clayey sandstone'SC',orangish gray,fine to medium grained,moist,moderately 10 to strongly cemented. 11 77 SPT 12 13 _____ Some water seepage at-1 3_---- ---- ------ -------- ------ - ----------------------------------------- 14 Silty sandstone'SM',orangish brown,fine to medium grained,moist,moderately to strongly cemented. 15 16 51 SPT (18.4%Passing No.200 Sieve) No, 200 Wash 17 18 19 20 50 SPT 21 Total depth: 20 feet Some water seepage encounted at a depth of 13 feet 22 23 24 25 26 27 28 29 30 PROJECT NO. 1026-001-01 GEOTECHNICS INCORPORATED FIGURE B-1 1 LOG OF EXPLORATION BORING NO. 2 Logged by: BKC Date Drilled: 3/9/2005 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 185' msI F- W W 4 H d pJ U vi W w F DESCRIPTION 0 j LAB TESTS W J Z y O p m ❑ CO ❑ 1 TERRACE DEPOSITS: Silty sandstone'SM',orangish brown,fine to medium grained,moist,weakly to moderately cemented. 2 3 4 __20_ cnL - 103_ 8_8_ Moderatelycemented_ 5 Poorly graded sandstone'SP',orangish brown,fine to medium grained,moist, Maximum Density& moderately to strongly cemented. Optimum Moisture, 6 Direct Shear 50-6" cagy _ 117 10.9 7 8 10 9 ------•-------- ------ ------ ------------------------------------------------ ----------------------------- 10 Silty sandstone'SM',orangish brown,fine to medium grained,moist, moderately to strongly cemented. 11 64 iPr 12 Total depth: 11%feet 1 13 Groundwater not encountered 14 15 16 1 17 18 19 20 21 22 23 t 24 25 f 26 i - 27 28 29 I 30 PROJECT NO. 1026-001-01 GEOTECHNICS INCORPORATED FIGURE s-2 1 LOG OF EXPLORATION BORING NO. 3 Logged by: BKC Date Drilled: 319/2005 Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 187` rnsl I— w LL J J U o a a V) U) F DESCRIPTION LAB TESTS 3 LU J z 0 0 :) W o M o m o 1 TERRACE DEPOSITS: Silty sandstone'SM',orangish brown,fine to medium A grained,moist,weakly to moderately cemented. 2 3 ------ CAC ---102--- -9--1-------------------------------------------------------------------------------- 50-4" 4 Poorly graded sandstone'SP',orangish brown,fine to medium grained,moist, R-Value moderately to strongly cemented. 5 6 63 SPT 7 8 0 9 10 11 45 sPT 12 13 14 Silty sandstone'SM',orangish brown,fine to medium grained,moist, moderately to strongly cemented. 15 I 16 46 SPT 17 18 19 20 48 SPT 21 Total depth: 20 feet Groundwater not encountered 22 23 24 25 26 i 27 i 28 I� 29 30 - PROJECT NO. 1026-001-01 GEOTECHNICS INCORPORATED w FIGURE B-3 Logged b BOG OF EXPLORATION BORING NO. 4 y: 5EV Method of Drilling: 6-inch diameter limited access solid-stem auger Date Drilled: 3/11/2005 9 Elevation: 172` msl t~i w w W — � a w = a q ¢ } Qo J z DESCRIPTION LAB TESTS J W ❑ W O 07 ❑ m ❑ � 1 COLLUVIUM: Silty sand(SM),dark brown,fine to medium,moist to wet, Expansion Index, y, 2 ----------_ Sulfate,Chloride ------------------------------ 3 Clayey sand(SC),dark grayish brown,fine to medium,moist,loose. 4 5 CAL 118 116 (34.7%Passing No.200 Sieve; LL=30, PL=15, PI=15) No.200 Wash, Atterberg Limits 6 7 8 .► 9 10 ALLUVIUM: Silty sand(SM),orangish brown,fine to medium,moist,loose to medium dense. 11 0 12 13 14 15 16 i 17 Wet. 18 19 20 TERRACE DEPOSITS: Silty sandstone'SM',orangish brown,fine to medium _ rained,moist,moderate) to strop 21 I cemented. Total depth: 20 feet 22 Perched groundwater encountered at a depth of 11 feet 23 24 25 26 27 I 28 29 30 PROJECT NO. 1026-001-01 GEOTECHNICS INCORPORATED --- FIGURE B-4 LOG OF EXPLORATION BORING NO. 5 Logged by: SEV Date Drilled: 3/11/2005 Method of Drilling: 6-inch diameter limited access solid-stem auger Elevation: 175' msl W U. W LL a a a W W Y j DESCRIPTION LAB TESTS w O J Z W m D d Q 1 COLLUVIUM: Silty sand(SM),dark brown,fine to medium,moist,very loose to loose,slightly clayey. 2 3 Brown,loose to medium dense. 4 5 6 7 8 9 TERRACE DEPOSITS: Silty sandstone'SM',orangish brown,fine grained, 10 moist,moderately to strongly cemented. 11 Total depth: 10 feet Groundwater not encountered 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 i 30 PROJECT NO. 1026-001-01 GEOTECHNICS INCORPORATED FIGURE B-5 APPENDYX C LABORATORY 7 ESTING Selected samples o;' ils encountered during the investigation were tested using generally accepted testing st�r;dards. The soils selected for testing are believed to be generally representative of the materials encountered during the investigation at the site; however, variations may occ,i:� the soils at the site, and the materials tested may not be representative of the materials encountered during construction. 1 Laboratory testing was conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions and in the same locality. No warranty, express or implied, is made as to the correctness or r serviceability of tlhc test results or the conclusions derived from these tests. Where a specific laboratory test method has been referenced, such as ASTM or California Test, the reference applies only to the specified laboratory test method and not to associated referenced test method(s) or practices, and the test method referenced has been used only as a guidance document for the general performance of the test and not as a "Test Standard." A brief description of the tests performed follows: Classification: Soils were classified visually according to the Unified Soil Classification System as described in ASTM D 2488. Visual classification was supplemented by laboratory testing of selected soil samples and classification in general accordance with the laboratory soil classification tests outlined in ASTM D 2487. The resultant soil classifications are shown on the boring logs in Appendix B. Percent Passing the No 200 Sieve: The fine fraction of selected soil samples was determined ! using guidelines of ASTM test method D 1140. The test results, shown as a percent of dry soil weight, are shown on the boring logs in Appendix B. Atterberg Limits: The liquid limit, plastic limit, and plasticity index of a selected soil sample were estimated in general accordance with the laboratory procedures outlined in ASTM D 4318. 1 The test results are shown on the boring logs in Appendix B. Maximum Density/Optimum Moisture: The maximum dry density and optimum moisture content of I sclect.xl soil sample were es1,i:1;*,1t_,d in general accordance with the laboratory procedures outlij c;I it ASTM D 1557; Figure C-1. n;o rit: d Proctor. The test results are summarized in Geotechnies ]neo,porated ___. APPENDIX C LABORATORY TFSTING (Continued) Expansion Index: The expansion potential of selected soil samples was estimated in general accordance laboratory procedures outlined in ASTM D 4829. The test results are given in Figure C-1. Sulfate Content: To assess the potential for reactivity with below grade concrete, a selected soil sample was evaluated for water-soluble sulfate content. The water soluble sulfate was extracted from the soil under vacuum using a 10:1 (water to dry soil) dilution ratio. The extracted solution was then tested for water-soluble sulfate in general accordance with ASTM D 516. The test -. results are given in Figure C-2. pH and Resistivity: To assess the potential for reactivity with buried metal pipe and below grade ferrous materials, a selected soil sample was tested for pH and resistivity in general accordance with the procedures outlined in California Test 643. The test results are given in P Figure C-2. Chloride Content: A selected soil sample was evaluated for water-soluble chloride content in general accordance with the Standard Method for Evaluation of Waste Water Test SMEWW4500CL-C, which is conducted in general conformance with EPA Test Method 375.4. The test results are given in Figure C-2. R-Value: An R-value test was performed on a sample of the upper soils in general accordance with the laboratory procedures outlined in California Test 301. The test results are given in Figure C-2. Direct Shear: The shear strength of selected soil samples was assessed through direct shear testing performed in general accordance with the laboratory procedures outlined in ASTM test method D 3080. One sample was tested as obtained from the relatively undisturbed sampler, the other sample was re-molded to 90 percent of the maximum dry density. The results are summarized in Figures C-3 and C-4. - Geotechnics heorporated - MAXIMUM DENSITY/OPTIMUM MOISTURE CONTENT (ASTM D 1557) f SAMPLE NO. MAXIMUM OPTIMUM SAMPLE DESCRIPTION DENSITY MOISTURE (PCF) N B-2 at 4' to 8' Oran brown Poorly graded sandstone 'SP' 128 9% EXPANSION INDEX TESTS (ASTM D 4829) SAMPLE NO. SAMPLE DESCRIPTION EXPANSION EXPANSION INDEX POTENTIAL B-1 at 0 to 4' Orangish brown Silty sandstone 'SM' 0 VERY LOW - B-4 at 0 to 3' Dark brown Silty sand (SM) 3 VERY LOW 2001 CBC TABLE NO. 18-1-13, CLASSIFICATION OF EXPANSIVE SOIL EXPANSION INDEX POTENTIAL EXPANSION 0-20 Very Low 21-50 Low ► 51-90 Medium 91-130 High Above 130 Very High =G e o t e c h n i c s Project No. 1026-001-01 I n c o r p o r a t e d LABORATORY TEST RESULTS Document No. 05-0245 FIGURE C-1 PH, RESISTIVITY, SULFATE AND CHLORIDE TEST RESULTS WATER-SOLUBLE SAMPLE NO. SULFATE CONTENT (% of Dry Soil Wei PH RESISTIVITY WATER-SOLUBLE [ASTM D 516]Weight) [CALTRANS 643J (ohm-cm) CHLORIDE CONTENT 8-4 at 0 to 3' [CALTRANS 6431 (%of Dry Soil Weight) [SMEVWy450oCL'C) �► < 0.01 7.59 2441 < 0.01 Soli Resistivity in ohm-cm 0 to 1,000 General Degree of Corrosivit y to Ferrous Metal 1,000 to 2,000 Very Corrosive 2,000 to 5,000 Corrosive 5,000 to 10,000 Moderately Corrosive 10 Greater than 10,000 Mildl y Corrosive Water Soluble Chloride(CI)Content in %of Dry Soil Slightly Corrosive Weight Over 0.15 % General Degree of Corrosivit y to Metal 0.15 %to 0.03 % Severely Corrosive ► 0.03 %to 0.00% Corrosive Water Soluble Sulfate Sp Negligible ( 4)Content in %of Dry Soil Weight General Degree of Reactivity with Concrete Over 2.00 1 2.00 %to 0.20% Very Severely Reactive 020 %to 0.10% Severely Reactive 0.10 % to 0.00% Moderate) Reference: 2001 C Y Reactive BC, Table 19-A-4 Negligible R-VALUE TEST RESULTS (ASTM D 2844) SAMPLE NO. SAMPLE DESCRIPTION � B-3 at 3' to 7' R-VALUE Orangish brown Poorly graded sandstone 'Sp 35 J ��Geotechnics Incorporated Project No. 1026-001-01 LABORATORY TEST RESULTS Document No. 05-0245 FIGURE C-2 4000 - --- - CO) 3500 - - - - -- iL' 3000 --- ■ ■--.� ,� --—� N 2500 E - _-_! ■ - W - - E a 2000 is ! E ■ -- 1500 ----_._■ -- _ Ix W 1000 , -L-- -- 2 co 500 � �_I'■_ � �- � I 0 ■i - ! -■ I ■ ■ Ej -_ i 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 - - - STRAIN 11.0 5000 - -- --- I ♦ ULTIMATE SHEAR: 4000 ■PEAK SHEAR: U. I i C 0- 3000 CO) 1 Ix C0 cr w 2000 i 1 1000 ■ i 0 L=--- i 0 1000 2000 - - NORMAL STRESS [pSFI 4000 5000 SAMPLE: B-1 at 3' PEAK fft�t Silty sandstone 'SM' ULTIMATE C' 1 STRAIN RATE: 0.0050 IN/MIN IN-SITU AS-TESTED I (Sample was consolidated and drained) Yd 120.4 PCF 120.4 PCF AQ6`GeotechnIcs MOW I n c o rp o r a t e d DIRECT SHEAR TEST RESULTS Document No 6 001-01 05-0245 FIGURE C-3 _3000 LL a. 2500 L J� 2000 W W 1500 W 1000 FA X LU 500 0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 STRAIN 5000 •ULTIMATE SHEAR: 4000 •PEAK SHEAR: — —) i 10 LL 3000 Cn LU ir Cn ix • < 2000 W W 1000 0 0 1000 2000 3000 4000 5000 NORMAL STRESS [PSF] SAMPLE: B-2 at 4'to 81 Orangish brown Poorly graded sandstone PEAK ULTIMATE STRAIN RATE: 0.0050 IN/MIN AS-MOLDED AS-TESTED Yd 115.1 PCF (Sample was consolidated and drained) W, 115.1 PCF E L_ Geotechnics Project No. 1026-001-ol Incorporate C1 DIRECT SHEAR TEST RESULTS Document No. 05-0245 FIGURE C-4 v 3anow s�zo-s0 'ON luawnooQ dVW NOLLV30-i l-inva ° W IL LO-L00-9ZOL 'oN1oafoid PojujodioouI o SolugoalooD 0 o o � 1 I //b -..-. 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