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2003-7791 G/I � City of Encinitas October 2, 2003 Mr. David Berri 7201 Garden Grove Blvd, Ste. H Garden Grove, CA 92841 RE: Grading Plan 7791 -G, Planning Case 00 -011' Nanak Petroleum, 1766 N Hwy 101 Dear Mr. Berri, This letter is to inform you regarding the potential flooding hazard for the project proposed at 1766 North Highway 101 in Encinitas, California. A study currently in progress with the City of Encinitas indicates that the site may be subject to inundation in a 100 -year frequency storm event. Flood elevations during such an event may reach up to or more than 57 feet, substantially above proposed elevations for the project site. This flooding hazard may also complicate your ability to obtain insurance on your property. In the opinion of the City of Encinitas Engineering Department, a substantial project redesign would be necessary to mitigate the flooding risk. Please feel fee to contact me at (760) 633 -2776 if you have any questions regarding this issue. Sincerely, Masih Maher Senior Civil Eng' eer M Av , CC: Inder Chauhan, Engineer of Work TEL 760- 633 -2600 / FAX 760 - 633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760- 633 -2700 recycled paper INDER ENGINEERING, INC. 2651 East Chapman Avenue, Suite 101 Fullerton, California 92831 Phone: (714) 680 -9641 • Fax: (714) 680 -9671 E -Mail: ijchauhan ®aol.com Dated August 29,2007 City Engineer City of Encinitas 505 South Vulcan Avenue Encinitas, Calif. 92024 FINAL GRADING ENGINNER'S REPORT FOR GRADING PERMIT NO. 7791 -G/I PROJECT ADDRESS: 1766 NORTH HIGHWAY 101. f I Pursuant to Section 23.24.310 of the Encinitas Municipal Code, This letter report is hereby submitted as a final grading report for the subject project. As supervising grading engineer on the Project, I hereby state all grading, lot drainage, and drainage Facilities on the site have been completed and installed in conformance with the approved plans and requirements of the City of Encinitas Codes and Standards. I have inspected the site and found the embankment and cut slopes to have been cut to their proper line and grade in conformance with Sections 23.24.450 through 23.24.500. All building pad Sizes, elevations, drainage and berming have been completed in substantial compliance with the approved plans and any approved revision thereto. An "AS- BUILT" grading plan has been completed by me or under my direction and have been submitted to the City review and approval. xJIT Cyq�� INDER JIT CHAUHAN R.C.E. 28466 EXPIRATION 3 -31 -2008" ' XP. 03-31-09 m CIVI INDUSTRIAL - COMMERCIAL • RESIDENTIAL DEVELOPMENTS INVESTIGATION. REPORTS - PLANNING • DESIGN SURVEYING - SEWER - WATER - DRAINAGE - ROADS - \ Capital Improvement M- Projects City Of District Support Services Encinitas Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering September 14, 2004 Nanak Petroleum, Inc. Attn: David Berri (Agent) 8221 Garden Grove Blvd. Garden Grove, CA 92708 Re: Application 7791 -G & 779 1 -1 A.P.N. 254- 060 -04 Case No. 00 -011 DR/CDP /MVP 1766 N. Coast Hwy. 101 Permit issuance requirements (REVISED) This correspondence shall serve to briefly summarize the Engineering Permit process for drawing 7791 -G. The approved Drawing will remain valid for one year. If the Permit is not issued within six months from the date of approval of the drawings, the drawings are subject to review by City staff for compliance to current codes and regulations. The security for the grading and improvement plans (7791 -G & I) shall be posted simultaneously. In order to obtain the necessary Engineering Permits to construct per this Drawing, you will need to satisfy the requirements below. All necessary items must be submitted in one complete package at the time of permit issuance. (1) Provide 4 print sets of the approved drawing 7791 -G & 7791 -1 Provide 2 copies of Preliminary Geotechnical Study for Foundation Design Proposed Service Station 1766 N. Highway 101 prepared by Geo Environ, dated December 23, 2001. Provide a digital file of drawing 7791 -G & 7791 -I, (AutoCAD DFX, Microstation DGN, or ArcView Shapefile formats are acceptable) nD �L •� (2) Post Security Deposits as follows: (a) GRADING PERMIT 7791 G ... in the zaoun $ 150,953.99 to performance of earthwork, drainage, retai walls, private improvements, and erosion control. ei I IM ROVEMENTS PERMIT 7791- in >�X 2 to (b) PUBL C P y guarantee performance of public road and drainage im is TEL 760- 633 -2600 / FAX 7460 -633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760 - 633 -2700 Tj,� r'ecyeled paper CITY OF ENCINITAS APPLICANT SECURITY DEPOSIT RELEASE Vendor No. Depositor Name: `� T / Phone No. Address: �� State Zip DEPOSIT DESCRIPTION: �J / 1. MEMO PROJECT NUMBER 2. RELEASED AMOUNT: 3. DEPOSIT B ANCE: Notes: __� AUTHORIZATION TO RELEASE: Project Coordinates Date 3' Supervisor Date 0 Department Head Date DEPOSIT BALANCE CONFIRMED: Finance Dept Date GENERAL PROJ. # BRIEF DESCRIPTION AMOUNT LEDGER # (25 Characters limit) 101- 0000 -21 5.00 -00 - - - - - - Security Deposit - TOTALS I HEREBY CERTIFY THAT THIS CLAIM REPRESENTS A APPROVED FOR PAYMENT JUST CHARGE AGAINST THE CITY OF ENCINITAS PROCESSED BY DEPARTMENTAL APPROVAL FINANCE DATE OF REQUEST DATE CHECK REQUIRED Next Warrant DATE Page 1 of 2 Debra Geishart From: Sandra Ekstrom Sent: Wednesday, December 30, 2009 11:10 AM To: Debra Geishart Subject: Imperial Stations deposit 7791 SY Hi Deb, I found two refunds that were issued for 7791 SY ... see below. Does this answer the question that you had or do you need more info? Sandy GM163102 CITY OF ENCINITAS 12/30/09 Check Detail Inquiry 11:03:41 Check number. : 904206 Date .: 01/13/2009 Amount. : 37,738.50 Vendor name .: IMPERIAL STATIONS INC #3 Vendor number: 999 Check status .: RECONCILED Cleared /voided date .: 01/22/2009 Type selection, press Enter. 1= Select Invoice Transaction Transaction Account Opt Number Amount Date Number IMPERIAL 7791SY 37,738.50 01/12/2009 101 - 0000 - 218.00 -00 ;,1163102 CITY OF ENCINITAS 12/30/09 •' Check Detail Inquiry 11:04:29 eck number .: 506642 Date .: 04/05/2005 Amount .: 131,124.18 Vf ndor name .: IMPERIAL STATIONS INC #3 Vendor number: 999 ,eck status .: RECONCILED Cleared /voided date .: 05/23/2005 type selection, press Enter. =Select :)voice Transaction Transaction Account ),~>t Number Amount Date Number IMPERIAL /7791SY 131,124.18 04/05/2005 101 - 0000 - 218.00 -00 --------------------------------------------------------------- GM163101 CITY OF ENCINITAS 12/30/09 Check Inquiry 11:02:25 12/30/2009 Page 2 of 2 Position to .. Check number or Vendor name or Vendor number Type selections, press Enter. 1= Select Check Bank Check Check Vendor Vendor Opt Number Code Date Status Amount Number Name 904206 00 01/13/2009 R 37,738.50 999 IMPERIAL STATIONS 506642 00 04/05/2005 R 131,124.18 999 IMPERIAL STATIONS 11072 01 05/31/2006 R 26.15 999 IMPERIAL STATIONS 12/30/2009 CITY OF ENCINITAS APPLICANTSECURITY DEPOSIT RELEASE Depositor Name: //9�,� Vendor No. Address: �—� �r�,os/ � Phone No. � State Zip DEPOSIT DESCRIPTION: I . MEMO PROJECT NUMBER 2. RELEASED AMOUNT: $ rz 3. EPOSIT BALANCE: $ Notes: AUTHORIZATION TO RELEASE: Project Coordinat r Supers isor ate — CU — cq� DEPOSIT BALANCE CONFIRIVIED: Finance Dept Date GENERAL PROJ. # BRIEF DESCRIPTION AMOUNT LEDGER # (25 Characters limit) 101- 0000 - 218.00 -00 - - - - - - Security Deposit - _ TOTALS I HEREBY CERTIFY THAT THIS CLAIM REPRESENTS A APPROVED FOR PAYMENT JUST CHARGE AGAINST THE CITY OF ENCINITAS PROCESSED BY DEPARTMENTAL PROVAL G FINANCE DATE OF REQUEST _ -� DATE CHECK REQUIRED Next Warrant DATE DEPRLSE.doc 8/19/98 A' 6 7 1VGLNT :RING S ERVIC- DEPAIRTME 7 Capitol improvement Projects \ l Or oJ� disirict. Support S e rvices Field Operations Subdivision Engineering ?raffic Engineering ROUGH GR-k'DING,('.CONDETIONAL)APPROV-kL a Subdivision engineering PUb liC Service Counter FRUM: Field opera Private Contras inspection REE: Grading Permit No. Name of Projec i lu w � Name or'_ Developer /5Z= �' P Site Location (address ,: .::number ...srreer name . 41. - suff(x). .ftotl (btogl Tyre.,proposed.grading:_of:•the su5ject:site.:wiil req.�iire of:::retaining that are •also,bulldin�g Wails. -The in. spection_:of•th 'siteretaiding•w.a�tis •Is` done 'by:—.—the. Field.- Opembons Division - of.--the - :Errginieerin.g serulces :Department: However; the. inspection. '.the. building re►aining -walls. is :be, -clone by the Building Inspection Division of the Community Development Department. Therefore, issuance of the necessary Building Permit is requested .in order to facilitate the completion of rough grading. NO INSPECTIONS BEYOND FOOTINGS AND FOUNDATION ARE TO BE PROVIDED BY BUILDING INSPECTION UNTIL A NOTICE OF ROUGH GRADING APPROVAL, WETHOU T CONDITIONS AND SIGNED BY THE ENCINEERINC INSPECTOR, IS RECEIVED. FRAMING IS PROHEITED. / � isipinarure of Engineering )aspect (Date) (signature of Senior civil Enginee , only L-' appropiare) (Dare) Reference: Building Permit No. - -- Special Note: Submit this form, if completed, to counter staff merely by piacinr a copv of it in both engineering technicians' in- boxes. Please remember to do a full rough grading approval and submit that paperwork, when completed. Office staff will handle the appropiate reductions in security, if any, and coordination with building Inspection. Thank vou. JSGlfield? docl TFt 76fn.A ;; -2600 / FAX 760- 635 -2627 505 S. vuican Avenue, Enciniias, Caiii=ia 92024 -3633 TDB 760-633-2700 recvcied pa INDER ENGINEERING, INC. 2651 East Chapman Avenue, Suite 101 Fullerton, California 92831 Phone: (714) 680 -9641 • Fax: (714) 680 -9671 1 'oil t1_ E -Mail: ijchauhan @aol.com Dated 12 -29 -2004 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, Calif. 92024 Attention: Mr. Ron Brady Reference: Engineer's Pad Certification for Grading Permit No. 7791 -G (1766 North Highway 101) Pursuant to section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification Letter for the Project. As the Engineer of Record for the subject project, I hereby state all rough grading for the Building Pad area has been completed in conformance with the approved plans and requirements of the City of Encinitas, Codes and Standards. The following list provides the pad elevation as field verified and shown on the approved grading plan. Building Pad elevation per Plan is 54.10 Building Pad elevation per field measurements is 54.05 Therefore I request you to issue the Building permit to the Owner. Sincerely �oQ�►07 yA SS /, ,\T z No. C284M a m �C * Exp 03 -31-06 m Inder At Chauhan CIV0. RCE 28466 9 " O INDUSTRIAL - COMMERCIAL - RESIDENTIAL DEVELOPMENTS INVESTIGATION - REPORTS - PLANNING - DESIGN SURVEYING - SEWER - WATER - DRAINAGE - ROADS EiEO E"I ' 11 GEOTECHNICAL AND ENVIRONMENTAL ENGINEERING CONSULTANTS, INC. 3904 E. Miraloma Ave. Unit I, Anaheim, CA 92806 • (714) 632 -3190 • Fax (714) 632 -3191 Job No. 03- 01- 131P -1 July 10, 2003 Mr. Fred Cohen Ambience Engineering Services 2131 S. Dupont Anaheim, CA 92806 Subject: Response to geotechnical report review sheet dated January 30, 2003 by the city of Encinitas, Preliminary Geotechnical Study for the, Proposed Service Station, 1766 N. Highway 101, Encinitas, San Diego County, California" Reference: 1)Geo Environ, December 23, 2001, " Preliminary Geotechnical Study for the, Proposed Service Station, 1766 N. Highway 101, Encinitas, San Diego County, California" Dear Mr. Cohen: Submitted herein is a response to the geotechnical review sheet, the following responses are provided for your review. A copy of the review sheet is attached for your convenience. Item No. 8 Response : Groundwater at the subject site is greater than 50 feet. Based upon the seismic hazard (liquefaction map), the site, in general, is not designated as susceptible to liquefaction. Item No. 9 Response: Geo Environ shall observe and test building pad, foundation excavations, utility trenches backfill testing, etc., during the site grading and constructio �1 ! d SFP 14 2004 I f Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 2 Job No: 03 -01 -131 P -1 We appreciate this opportunity to be of service. If you have any question concerning our findings, please call at your convenience. Respectfully submitted, Geo Environ Eng. Consultants, Inc. _ y Jabed M ud Esmail Rastegari roject E gineer RCE 43332 JM/ER Geo Environ Engineering Consultants, Inc. Jul -1E -03 10:41A Ambi$or Engineering 714.9 7772 P.01 1�E1Ct�, 0134 142 January 3000 S • TITLE 24 D I&MLED Aa GGF - 33 T. Comoi oe with the disabled access requirements am shown on the plans. This will havO to be field verified, • FOUNDATION 5. Inve3tigi to the potential for delemloally inducW soil liquefaction and soil -� InateWi in sele zones 3 and 4 Seoeon I SO4.5 r V. The voili engineer rvvommended that he/she r$view the foundation *=avatian& Note on a foundation plan that 'Prior to the contractor requeong a Building A M Qepertm ont foundation inspection, the soda engineer shall advise the building afiecial in wrlting that: a) TI e bulldding pad was pmparod In 2CC0+'dareov with the soil$ report, b) TI a utility trenches have been properly backf[Iled And Compacted, and c) T a foundation excavations apmply with the Intent of the soils report° • STRUCTURAL 1 0, Provide *tructuml ralculabons for the root beam with 11 ft span. E 11. Provide Oomplete structural calculations for the gas service canopy. • ADDITIONAL 12. Complet¢ and neck the Call and Cross reforences to the details. 13. Please eta the follo*ng eorrt wires for electrical, plumbing, r mchanical and energy. 14. Too up e* review proeees, note on this list (or a copy) where each correcfio item has been addressed, 1A. Platt cheat, note or detail number. caictlla page. etc. 15. Pisses I icate here if any changes have been rnade to the plans that Oro not a result Of o=21ona from this list. If there are other changes, please briefly describe ern and where they are looatod in the plans. Have gas boon made to ttte pisnri not resulting from this correction list? Pleerse I irate: 0 Yes 0 No r ,4'd �S.Lt f8bt~ a p8� ��SItTISL' sl:.zej d�CJ 7150 C 6E0 ENVIRON I I' I GEOTECHNICAL AND ENVIRONMENTAL ENGINEERING CONSULTANTS, INC. 3904 E. Miraloma Ave. Unit 1, Anaheim, CA 92806 • (714) 632 -3190 • Fax (714) 632 -3191 Job No. 045- 01- 131P -3 March 25, 2004 Mr. Fred Cohen Ambience Engineering Services 2131 S. Dupont Anaheim, CA 92806 Subject: Geotehnical Report Update and Grading Plan Review, Proposed Service Station, 1766 N. Highway 101, Encinitas, San Diego County, California" Reference: 1)Geo Environ, December 23, 2001, " Preliminary Geotechnical Study for the, Proposed Service Station, 1766 N. Highway 101, Encinitas, San Diego County, California ". 2) Inder Engineering, March 25, 2004, Precise Grading Plan, Proposed Service Station, 1766 N. Highway 101, Encinitas, San Diego County, California ". Dear Mr. Cohen: This report is submitted to notify you and the City of Encinitas that Geo Environ has been retained by you to serve as soils Engineer with respect to all future geotechnical work to be performed within the subject site. A site inspection was performed by Geo Environ in order to verify the site conditions. It is our opinion that the conclusions and recommendations have remained the same as described in the previous report (Reference No. 1) and the grading plan (Reference No. 2) was found to be in compliance with the soils report. The subject site can be suitably developed, from a geotechnical viewpoint, provided the recommendations of the accompanying report (Reference No. 1) are implemented in the design, grading and construction phases. Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 2 Job No: 03 -01 -131 P -1 We appreciate this opportunity to be of service. If you have any question concerning our findings, please call at your convenience. Respectfully submitted, Geo Environ Eng. Consultants, Inc. Jabeg Masud Esmail Rastegari Proje t Engineer RCE 43332 J R Geo Environ Engineering Consultants, Inc. f E t E 0 E NVIRON l GEOTECHNICAL AND ENVIRONMENTAL ENGINEERING CONSULTANTS, INC. 3904 E. Miraloma Ave. Unit 1, Anaheim, CA 92806 • (714) 632 -3190 • Fax (714) 632 -3191 Job No. 03- 01- 131P -1 July 10, 2003 Mr. Fred Cohen Ambience Engineering Services 2131 S. Dupont Anaheim, CA 92806 Subject: Response to geotechnical report review sheet dated January 30, 2003 by the city of Encinitas, Preliminary Geotechnical Study for the, Proposed Service Station, 1766 N. Highway 101, Encinitas, San Diego County, California" Reference: 1)Geo Environ, December 23, 2001, " Preliminary Geotechnical Study for the, Proposed Service Station, 1766 N. Highway 101, Encinitas, San Diego County, California" Dear Mr. Cohen: Submitted herein is a response to the geotechnical review sheet, the following responses are provided for your review. A copy of the review sheet is attached for your convenience. Item No. 8 Response: Groundwater at the subject site is greater than 50 feet. Based upon the seismic hazard (liquefaction map), the site, in general, is not designated as susceptible to liquefaction. Item No. 9 Response: Geo Environ hall observe a 'ng pad, foundation excavations, utility trenches backfill testing, et r� ,9'4e site jgr4 #ink, r..., nstruction. 1 I SEP 1 4 2004' i Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 2 Job No: 03 -01 -131 P -1 We appreciate this opportunity to be of service. If you have any question concerning our findings, please call at your convenience. Respectfully submitted, Geo Environ Eng. Consultants, Inc. Jabed M ud Esmail Rastegari roject E gineer RCE 43332 JM/ER Geo Environ Engineering Consultants, Inc. Jul -15 -03 1O:41A Ambianae Engineering 714.978_7772 P.01 OnC 134 142 JanUarry 30 • T rrLE 24 Gi aMLED ACCESS 7. compii oe w ccess with the disabled a raquir®rnent$ are shown on the plans. This will harv4to be field verl ed. FOUNDATION 5. Invest to the potential for teismirally induced loll liquefaction and &oil -� Inatablit i in seismic zones 3 and 4. Section 4504.5 g M D. The coili engineer revornmended that helshe review the foundation 0=a nations. Note on a foundation plan that "Prior to the contractor requesti ^g a Building Q M Departm nt foundation inspection, the soda engineer chsil advise the building official in writing that, a) TI e bulding pad was prepared In accordanos with the soils report, b) TI a utility trenches have been properly backfilled and oompacted, and c) T e foundation excavations comply with the Intent of the soils report c MUCTURAL 10. Provide *trvctura l calculations for the roof beam with 11 ft span. 11. Provide iomplate structural calculations for the pas service canopy. • ADI9MONAL 12. Complet¢ and recAeck the raN -outs and cross refarences to the detells. 13. Please ate the following comt6ona for slactrica i, plumbing, mechanical and enemy. 14. To s up ft review process, note on this list for a copy) where each correctio item has been addressed, 1 @,, plan shoot, note or dtatall number, calcxtla page, oft. 15. PI"Be 1 icate here if any changes. have been reside to the plans that Are not a o result of orrad ne from this list. If there are other changes, please briefly describe ern and whom they are low in the plane. Have g re as been made to ft plant not resulting from this ooncti aon list's Pi &sea i icate: O Yes i 0 No � �S. bt fd0� u �8j y��TlM�3'.�lS1'.zej d�'7 �I4S3 ICY i r« :Y Y L. A y3 r '.: R ka yi 7d L ykl t - rs J 'I1 t"'61�W 7.,i v y� f •ti � } � ; , tZ :t i•._ S �� ...+, `r ,.., ;, ,;'EiEO tMRON _ y 1 c T a+r,'t y- J+E�1i S, N� j +, �: ,.� r � W7 � � L4• ,g., a.. - �:w , ..,' � � .. . - . ti. 4 ,.br,tfu - - "aiCh `...s �,�...., u,... ,. rs+.+.w rJwra r y'„{CT .•) _: a -. ' a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERING CONSULTANTS, INC. 3904 E. Miraloma Ave Unit I, 'Maheim,CA 92806. (714) 632-3190. Fax (714) 632 -3191 t s: ' d 1 . 1; '. � - � Sf f r'� ✓"� •~t`T[ t � r _ b t " '�hY}y r ���� � pr y � " � r .'•r , .. '.} , 4 .• .A «T� ; +'ii+r•+�1414'F{sf t i. 1' -. 2 �,,:..'J .. - �A„ PRELIMINARY C=EOTECHIYICAL STUDY A TouriDATio N DESIGN ; SERVICE STATION 766• N. H 1 IGHWAY 101, ENCIIYITAS, - �' SAN DIEGO ,COUNTY, CALIFORNIA 4 �4�;.eti. e.L.e �Jir� f .: - L -y iK � .:~+v +. +;!4 - •{ ' '�, t �1 K Ys. t r y ;'^s./ , ` ,.�1 i � •i � i s �' y i:1 y C SEe 1 f L - _ , s December 23, 2001 Job No. 0112 -131P k +. � Y •»...t C S r 4 i`dtf v _ !`- . i r y `t ol r r - �� 1�, �- ' F }.,.+•.,a.;: r e rr$` Yr Y.� , e '• .�ti''y '"• T�' - f'? �f A'G2: 'F a c t�J� �s "�:5 .-•� ~ � J ,}+ �~•1� ��,5 - �.' -:. �.>-•. �.� Ji"'� ,,,,}}�,.�� � "� .���' L�'ty� ta••' ;N'.�,rS ° � -, "l �aY� �}' { dZZ' � �i.� s �T y l+tr._7.,t S°' /- . �'' -,- t V'!J "� } y�x:` - Y`.F '1E �'r I ._ RJR F. ayJ �.�. t ^ ^ ! r �'_` r t c `t e . ._ S 1f `°'"`.+• �,--�� .j .� d S 3 s ti r w'$... ,K n .w � - t• 1 s F � � �.. 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'T J > ' � y 1 s 1 .+J`f ` a• y, F - r 4 '"n x f > 'd {"�wcT r Y'�" F .� r �" •.�, - fi r Q r+�^� „t' �� a ,t } � ;M c �4w a � , M :�� >t� 1 �.Lf.' �'fr ���1� 3 .�p �. � � �"' c ♦ � , 3 � �.{�r 'r 1� `c!F'!C +}.."' ` . -.�" a. � . ��'��i ° +S � . � i af � ,,��••-- �� ]i f '�,�, JY, JL N4• . �,�'• yt t #.'i2F�.+.o, i•1� � � �• e I }�� ��'" �..e p,�'•'° w �.�� 1y..fgT �.{S Y, -• �1 ' r� yk �' �� �l `S ��''1.. .,; � � d i . ti, z •Z. y+S 1 �. � ,.• + s• , •D', sX t � '* , �.1. t o ��'. yM p Xr�`t� - _ v . d r FS } v t:, R '. # 1 } _ L � • ;' * J •Wc Y r i TABLE OF CONTENTS Section Page SCOPE --- ------------------------------------------------------------------- - - - - -- 3 PROPOSED DEVELOPMENT -------------------------------------- - - - - -- 3 SITE DESCRIPTION -------------------------------------------------- - - - - -- 4 FIELD STUDY ----- --------------- -- ------------------ ------------------ 4 LABORATORY TESTS DESCRIPTION -------------------------- - - - - -- 5 SUBSURFACE EARTH MATERIALS ------------------------------ - - - - -- 7 GROUNDWATER -------------------------------------------------- - - - - -- 7 SEISMIC CONSIDERATIONS -------------------------------------- - - - - -- 7 CONCLUSIONS AND RECOMMENDATIONS ------------------- - - - - -- 8 GENERAL EARTHWORK & GRADING -------------------------- - - - - -- 9 FOUNDATION RECOMMENDATIONS -------------------------------- - - - -10 SEISMIC DESIGN ----------------------------------------------------------- - - - -12 FLOOR SLAB RECOMMENDATIONS ------------------------------- - - - -13 RETAINING WALL RECOMMENDATION --- — --- --------------------- 14 BLOCKWALL 1 FENCES --------------------------------------------- - - - - -- 16 FINISH GRADING ------------------------------------------------------ - - - - -- 16 PLANTERS ------------------------------------------------------------ - - - - -- 16 TEMPORARY CONSTRUCTION CUTS -------------------------- - - - - -- 17 TRENCH BAC KF I LL -------------------------------------------- - - - - -- 18 PAVEMENT RECOMMENDATION --------------------------------- - - - - -- 18 UNDERGROUND STORAGE TANKS ---------------------------- - - - - -- 19 PLANREVIEW ---- -------- — ---------- — ------ --- ----------- ----------------- 20 CONSTRUCTION OBSERVATIONS --------------- ---------------------- 20 CLOSURE --------------------------- -------------- ----------------------------- 21 APPENDIX A----------------------- - - - - -- DRAWINGS APPENDIX B----------------------- - - - - -- BORING LOGS APPENDIX C ---- -- - - -- ----- --- - -- LABORATORY TESTS APPENDIX D------------------ - - - - -- TECHNICAL REFERENCES r r*' E0 N !Y IRON f GEOTECHNICAL AND ENVIRONMENTAL ENGINEERING CONSULTANTS, INC. 3904 E. Miraloma Ave. Unit I, Anaheim, CA 92806 . (714) 632 -3190. Fax (714) 632 -3191 Job No. 0112 -131P December 23, 2001 Mr. Fred Cohen Ambience Engineering Services 2131 S. Dupont Anaheim, CA 92806 Subject: Preliminary Geotechnical Study for the, Proposed Service Station 1766 N. Highway 101, Encinitas, San Diego County, California Reference: 1) Inder Engineering, December 2001, "Preliminary Grading Plan for the Proposed Service Station, 1766 N. Highway 101, Encinitas, California " Dear Mr. Cohen: In accordance with your request and authorization, we have performed a preliminary geotechnical engineering investigation for the subject project. The accompanying report presents the preliminary results of our field exploration work, laboratory tests, our geotechnical experience previously performed in the vicinity of the project site, as well as engineering analysis. The subsurface and foundation conditions are discussed and preliminary recommendations for the geotechnical engineering aspects of the project are presented. Ambience Engineering Services, 1766 N. Highway, Encinitas Page: 2 Job No: 0112-131P This opportunity to be of service is appreciated. If you have any questions concerning our findings, please call at your convenience. Respectfully submitted, — Geo Environ Eng. Consultants, Inc. WXL AM HOBBS N0.42266 F-V• 3-31 0 004 CIVIL Jabed Masud illiam C. Hobbs Project Engineer Senior Engineer, RCE 42265 JM/WCE /gm Attachments: Appendix `A' - Drawings Appendix `B' -Boring Logs Appendix `C' - Laboratory Tests Appendix `A' - Technical References T Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 3 Job No: 0112 -131 P SCOPE The scope of this study designed to determine and evaluate the surface and subsurface conditions of the subject site and to present preliminary recommendations for the foundation systems and grading requirements as they relate to the planned development The scope included the following geotechnical functions: • Review of available literature pertaining to the site and vicinity. • Evaluation of natural and manmade surface features at the site and contiguous areas. • Drilling and logging of exploratory borings. • Securing of bulk and undisturbed samples of earth materials from the borings for laboratory testing. • Laboratory testing of selected samples. • Geotechnical engineering analysis of data obtained during the study. • Preparation of this report and the accompanying illustrations to present the findings, conclusions, and recommendations pertaining to the planned construction. The scope of work did not include any environmental assessment of the property or opinions relating to possible soil or subsurface contamination by hazardous or toxic substances. PROPOSED DEVELOPMENT Preliminary details of the proposed construction and the reference drawing were provided by Mr. Inder Chauhan, the project civil engineer of Inder Engineering, Inc. A service station is planned to be constructed on the subject site. The building structures are anticipated to be supported on continuous and isolated pad footing type foundations. Loads on the foundations are unknown but are not anticipated to exceed 2500 plf for continuous footings and 50 kips for column loads. The proposed floors will consist of concrete slabs placed on finish grade. r Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 4 Job No: 0112-131P Should details involved in final design vary from those outlined above, this firm should be notified for review and possible revision of our recommendations. SITE DESCRIPTION Location The subject property upon which the soil exploration has been performed is located at west side of highway 101, less than 1/4 mile south of La Costa Avenue, % mile west of I -5 freeway, and approximately 3/4 mile east of pacific ocean, in the City of Encinitas, San Diego County, California. Site Conditions The subj ect site is a pie shaped property which measures approximately 160 feet by 190 feet. The site is relatively flat with a slight fall of I% toward north at the time of our study. Surrounding the site are residential properties. The site is occupied by one single story building structure, concrete slab, roof shed. The remainder of the property is covered with asphalt pavement. Utilities consisting of electric, telephone, sewer, gas, water, as well as other unknown underground lines, maybe present on the site. FIELD STUDY A field study consisting of site observations and subsurface exploration was conducted on December 19 , 2001. Three (3) exploratory borings were hand augured to a maximum depth of 10 feet. The soils encountered in the exploratory borings were logged by our field personnel. The boring logs are included in Appendix `A'. The approximate location of the borings are shown on the plot plan in Appendix `C'. i Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 5 Job No: 0112 -131 P Disturbed and undisturbed samples of the soils encountered were obtained at frequent intervals in the borings. Undisturbed samples were obtained by driving a thin walled steel sampler with successive drops of a 32 -pound weight having a free fall of 24 inches. Undisturbed soils were retained in brass rings with a 1 -inch height and 2.413 -inch in side diameter. The ring samples were retained in close fitting moisture proof containers and transported to our laboratory for testing. The exploratory borings used for subsurface exploration used for subsurface exploration were backfilled with reasonable effort to restore the area to their original condition prior to leaving the site. LABORATORY TESTS The results of laboratory tests performed on disturbed, undisturbed, and remolded soil samples are presented in appendix `C'. Following is a listing and brief explanation of the laboratory tests which were performed as part of this study. The remaining soil samples are stored in our laboratory for future reference. Unless notified to the contrary, all samples will be disposed of 30 days after this report. Classification The field classification of the soils were verified in the laboratory in general accordance with the Unified Soil Classification System. The final classification is shown on the boring logs. Field Moistures and Densities The field moisture content was determined for each of the disturbed and undisturbed soil samples. The dry density was also determined for each of the undisturbed samples. The dry density was determined in pounds per cubic foot and the field moisture content is determined as a percentage of the dry weight of the soil. Both results are shown on boring logs. Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 6 Job No: 0112-131P Consolidation Tests Settlement predictions of the soil's behavior under load were made on the basis of the consolidation tests which are performed in general accordance with ASTM D -2435 procedures. The Consolidation apparatus is designed to receive a one inch high ring. Loads normal to the face of the specimen are applied in several increments in a geometric progression under both field moisture and submerged conditions; and the resulting changes in sample thickness are recorded at selected time intervals. Porous stones are placed in contact with the top and bottom of each specimen to permit addition and release of pore water. Results are plotted on the "Consolidation Test Graph ". Expansion Characteristics Laboratory expansion tests were performed on a near surface soil sample in general accordance with ASTM D -4829 (U 3C Standard No. 29 -2) procedures. In this testing procedure, the sample is compacted in two equal layers to a total compacted depth of approximately 1 1/4 inches by using a 5.5 -pound weight dropping 12 inches with 15 blows per layer. The saturation of the compacted sample should be at 49 to 51 percent saturation. The sample is then trimmed to attain a height of 1.0 inch and confined under a pressure of 144 psf and allowed to soak for twenty -four hours. The resulting volume change due to the increase in moisture content is recorded and the expansion index calculated. Direct Shear Test Direct Shear test was performed in the Direct Shear Test Machine which is of the strain control type in general with ASTM D -3080 procedure. Each sample was sheared under varying pressures normal to the face of the specimen to determine the shear strength (cohesion and angle of internal friction). Samples were tested in a submerged condition. The result is plotted on the "Direct Shear Test Graph." -„ Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 7 Job No: 0112 -131P SUBSURFACE CONDITIONS & EARTH MATERIALS The subject site is underlain with fill approximately 2 to 3 feet deep, silty sand slightly moist to moist, slightly to moderately dense. The fill overlies native materials consist of sandy silt, moist to very moist and dense to the end of our borings of 10 feet below existing site grades at the boring locations. A more detailed description of the earth materials encountered is presented on the log borings in Appendix `A'. The soil strata as the boring logs represents the soil conditions in the actual boring locations other variations may occur between the borings. Lines of demarcation represent the approximate boundary between the soil types, but the transition may be gradual. GROUNDWATER Groundwater is expected to be within 10 feet below existing grade. SEISMICITY No active or potentially active faults (i.e. having ruptured during the last 11,000 years and 1.2 Million years respectively) are known to transect the site. However, the subject property is situated in earthquake prone Southern California. Proximally, as well as regionally, there is evidence of geologically youthful fault movement. Significant faults, historic earthquake epicenters, and their locations relative to the site are delineated on the fault location map in Appendix `D'. The subject site is not located within the limits of an Yolkiest Prelaw special studies zone and does not require special fault study. The faults are listed below are those capable of generating the highest ground acceleration at the site based on currently available data. + - Ambience Engineering Services, 1766 N. Highway 101, Encinitas page: 8 Job No: 0112-131P Causative Fault Distance and Richter Maximum Peak Maximum Direction From (100 Year) Bedrock Repeatable Site Magnitude Acceleration Acceleration Newport - Inglewood 3. 0 mi. E 7.0 0.62g 0.40g ( 5 KM As shown above, the causative fault for the project is the Whittier- Elsinore fault with an estimated design event of Richter magnitude M = 7.0 anticipated within the economic life span of the proposed development. Peak bedrock accelerations are based on technical reference #16 in Appendix`A', and on analysis of available site data. Repeatable bedrock accelerations are based on technical references # 17 in Appendix `A'. CONCLUSIONS AND RECOMMENDATIONS The plan construction and development of the site is considered feasible from a geotechnical engineering point of view provided the engineering recommendations of this report are followed, 1) The surface and the subsurface soil on the site will be adequate for the support of the structure and any fill soils proposed for the site, 2) The proposed structure, grading, and development of the site will not cause adverse safety hazards or instability to the adjacent properties or their structures, and 3) conversely, the adjacent properties or their structures will not cause adverse safety hazards or instability to the planned development. Laboratory test indicated that the near surface soils on the site have a low expansion potential. Therefore, recommendations for foundation and floor slab design have been provided which consider this expansion potential of the on -site soils. The following sections present specific recommendations for the design and construction of the project. s Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 9 Job No: 0112 -131 P ROUGH GRADING RECOMMENDATION Rough grading of the site will comprise of the removal of existing buildings, concrete, asphalt and overexcavation of the near surface soils. The following recommendations may need to be modified and/ or supplemented during rough grading as field conditions necessitate. The proposed building areas developed in fill shall be overexacavated 3.0 feet below existing site grades. The proposed building areas developed by cut shall be similarly overexacavated and processed in place 3 feet below the design grade. In the proposed parking, canopy and driveway areas, the existing near surface soils also need to be overexcavated to a minimum depth of 2.0 feet below existing site grades or proposed subgrade elevation, whichever is deeper. If wet, unstable soil is encountered at the overexcavation depth, additional overexcavation may be required to obtain a working base for fill placement. The competency of the exposed overexcavation bottoms must be determined by the soil engineer or his representative at the time they are exposed and prior to scarification or placement of fill. Based on observations of the borings, however, this recommendations is not likely to become necessary. Wherever possible, the limits of overexcavation for building areas shall extend at least 5 feet beyond the proposed building limits or to the property line whichever is less. All overexcavation bottoms and any areas to receive fill shall be scarified a minimum of 6 inches, watered or aerated as necessary to achieve optimum moisture content, and properly compacted to at least 90% of maximum dry density prior to filling. For the purpose of estimating earthwork quantities, a shrinkage factor of 10 -15 % may be assumed for the existing near surface on -site soil to be used as fill and compacted to 90% of maximum dry density. Subsidence due to grading is estimated to be. 1 feet. Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 10 Job No: 0112-131P Any soil to be placed as fill, whether natural or import, shall be approved by the soil engineer or his representative prior to their placement. The fill material shall be free from vegetation, organic material or debris. Import soil shall be no more expansive than the existing near surface soils on the site. Suitable fill soil shall be placed in horizontal lifts not exceeding 6 inches in thickness after compaction and uniformly watered or aerated to obtain optimum moisture content. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to ensure uniformity of the soil and optimum moisture in each layer. After each lift has been placed, it shall be thoroughly compacted to not less than 90% of maximum dry density. The soil engineer or his representative shall observe the placement of fill and should take sufficient tests to verify the moisture content and the uniformity and degree of compaction obtained. In -place density testing should be performed in accordance with ASTM acceptable to the local building authority. The optimum moisture content and the maximum dry density for compacted soils shall be determined in accordance with ASTM D -1557 procedures. Due to the possibility of imported fill soil in the building areas and / or variable soil strata that may be exposed in the building pad, typical soil samples should be obtained at completion of rough grading for laboratory testing to confirm the expansion characteristics of the graded site. FOUNDATION RECOMMENDATIONS Subgrade soils within the subject building pad exhibit low expansion potentials. A conventional foundation system using continuous and pad footings is recommended for the support of the planned structure. • All exterior footings shall be founded into competent undisturbed natural soil or properly compacted fill to a minimum depth of 18- inches below the lowest adjacent finished grade. - Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 11 ' Job No: 0112 -131 P • Interior footings may be founded at a minimum depth of 12- inches below the lowest adjacent finished grade. • Column footings shall be a minimum of 18 inches by 18 inches in width. • Continuous footings shall be a minimum width of 12 inches for one story structures. • Continuous footing shall be reinforced with at least one (1) # 4 rebar at the top and one (1) # 4 rebar at the bottom of the footing in order to minimize the effects of any minor variations in the engineering characteristics in the supporting soils. • A grade beam founded at the same depths and reinforced as the adjacent footings shall be provided across doorway entrances. The project structural engineer shall determine actual footing widths, depths and reinforcements necessary to resist design vertical, horizontal and uplift forces. Allowable Soil Bearing Capacities Based on the field and laboratory test data, a safe allowable soil bearing value of 1500 psf is recommended for the design of the continuous and spread footings at a typical 12 inch depth and 12 inch width. This value may be increased 20% for each additional foot of depth and / or width or a maximum of 2500 psf. A 1/3 increase in the above bearing value may be used when considering short term loading from wind or seismic sources. Settlement Using a 1500 psf bearing value and the maximum assumed wall and column loads, the proposed structure is not anticipated to exceed a maximum total settlement of 3/4 inches. Maximum differential settlement is expected to be less than 1/4 an inch over a span of 30 feet. Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 12 Job No: 0112-131P Lateral Bearing Pressure Additional soil design parameters that may be pertinent to the design and development based on undisturbed natural soil or properly compacted fill are as follows: • Allowable lateral soil pressures ( Equivalent Fluid Pressure) Passive case: 250 pcf • Allowable Coefficient of Friction between concrete and soil: .30 The above values are allowable design values and have factors of safety of 2.0 and 1.5 incorporated into them for the lateral soil pressure and coefficient of friction, respectively. If both values are used, then the passive resistance should be reduced by one third. Seismic Design Criteria Peak and repeatable bedrock accelerations of 0.62g and 0.40g, respectively, may be expected to affect the site within the economic lifetime of the planned development. Uniform Building Code Seismic design requirements are based upon criteria limited t fulfilling life safety concepts. Based on Technical Reference No. 18, structures designed in accordance with the provisions of the Uniform Building code should be able to resist major earthquakes of the severity anticipated at the subject site without collapse, although structural damage could occur. The reference also indicated that an effective peak acceleration (EPA) of 0.40g (Z =0.40) for Seismic Zone 4 has been assumed for derivation of seismic formulas presented in Chapter 23 of the Uniform Building. Based on the Uniform Building Code acceptance of some structural damage without collapse, the subject development may be designed in accordance with the seismic formulas and requirements presented in the current version of the Uniform Building Code. It is the responsibility of the project structural engineer to utilize the critical the critical seismic factors to be used for building design and to implement the applicable sections of the code. Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 13 Job No: 0112 -131 P Seismic Design In accordance with the 1997 UBC, the structural design should consider the following design parameters: Soil Profile: (Table 16 -J) = Sd Seismic Zone (Figure 16 -2) = 4 Seismic Zone Factor (Figure 16 -2) Z = 0.4 Importance Factor (Table 16 -K) I, Ip = 1.00, 1.00 Seismic Coefficient (Table 16 -Q) Ca = 0.44 Na Seismic Coefficient (Table 16 -R) Cv = 0.64 Nv Near Source Factor (Table 16 -S) Na = 1.0 Near Source Factor (Table 16 -T) Nv = 1.2 FLOOR SLAB RECOMMENDATIONS The recommendations for concrete slabs, both interior and exterior, are based upon medium low expansion potential for the supporting soils. The expansion potential of the slab subgrade areas should be verified at the completion of rough grading. Concrete slabs should be constructed in accordance with the following section. • 4- inches concrete reinforced with #3 rebar at 24- inches O.0 over 4- inches of crushed rock or sand which shall be overlain with a vapor barrier consisting of a minimum 6 -mil polyvinyl chloride membrane with all laps sealed. 2- inch of sand shall be placed over the membrane to aid in uniform curing of the concrete. Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 14 Job No: 0112 -131 P The concrete section and/ or reinforcing should be increased as necessary for excessive design floor slabs or anticipated concentrated loads. In areas where moisture sensitive floor covering are anticipated over the slab, a 6 -mil polyvinyl chloride membrane should be placed with all laps sealed beneath the concrete slab. The plastic moisture barrier should be overlaid with a minimum of 2 inches of sand to aid in concrete curing and to minimize potential punctures The slab subgrade should be moisture conditioned to at least near optimum moisture content condition to a depth of 6 inches immediately prior to placement of the moisture barrier or pouring concrete. RETAINING WALL RECOMMENDATIONS Retaining walls if planned should be designed to resist the active pressures summarized in the following table. The active pressure is normally calculated from the lowermost portion of the footing to the highest ground surface at the back of the wall, including necessary factors for sloping ground. The active and passive pressures indicated in the table are equivalent fluid densities. Walls that are not free to rotate or that are braced at the top should use active pressures that are 50% greater than those indicated in the table. Retaining wall design for passive resistance should neglect the top foot of earth in front of the wall. Additionally, the table below includes design values based on the calculations that follow and are based on Coulomb equations for lateral earth pressures found in Bowles, Fourth Edition, "Foundation Analysis and Design," chapter 11. Retaining Wall Design Parameter Equivalent Fluid Pressures: Slope of adjacent ground Active Pressure with backfill of on -site soil (Med. EI) Level 30 pcf 2 :1 45 pcf Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 15 Job No: 0112 -131 P The pressures shown on above table are for retaining walls backfilled with non - cohesive granular materials available on the site, and provided with drainage devices such as weep holes or subdrains to prevent the build -up of hydrostatic pressures beyond the design values. Also, it is strongly recommended that all backfill material be compacted to a minimum of 90 percent relative compaction, as this is the density from which the pressure are calculated. This recommendation cannot be overemphasized. Drainage and Waterproffing A subdrain system shall be constructed behind and at the base of all retaining walls to allow drainage and to prevent buildup of excessive hydrostatic pressures. Typical subdrains may include weep holes with a continuous gravel gallery, perforated pipe surrounded by filter rock, or other approved devices. Gravel galleries or filter material, if not properly designed and graded for the on- site soils, shall be enclosed in a geotextile fabric such as Mirafi 140N or a suitable equivalent to prevent infiltration of fines and clogging of the system. Subdrains should maintain a positive flow gradient away from the retaining walls and have outlets that drain in a non - erosive manner. Wall Backfill Backfill directly behind retaining walls (if backfill width is less than 2 feet) may consist of 3/8 to 3/4 inch maximum diameter rounded to subrounded gravel. If wider areas are backfilled with gravels, the gravel shall be enclosed in a geotextile filter fabric. If other types of soil or gravel are used for backfill, mechanical compacting methods will be necessary to obtain a relative compaction of at least 90% of maximum dry density. Backfill directly behind retaining walls shall not be compacted by wheel, track or other rolling by heavy construction equipment unless the wall is designed for the surcharge loading from the compaction equipment. Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 16 Job No: 0112 -131P If gravel or other imported granular backfill is used behind the retaining wall, the upper 12 inches of backfill in unpaved areas shall consist of typical on -site soil compacted to a minimum of 90% of the laboratory maximum dry density. This will prevent the infiltration of surface runoff into the granular backfill and into the subdrain system. Maximum dry density and optimum moisture content for backfill materials shall be determined in accordance with ASTM D -1557 procedures. BLOCK WALL/ FENCES Footings for block walls and garden walls shall be founded a minimum 12 inches below lowest adjacent grade and shall be reinforced with a minimum two (2) No. 4 bars, one top and one bottom. FINISH GRADING The finished lot drainage in unpaved areas should include a minimum positive gradient of 2% away from the structure for a minimum distance of 3 feet and a minimum of 1% pad drainage off the property in a non - erosive manner. Any roof or canopy water and the pad drainage should be conducted to the street or off the site in an approved non - erosive manner. Drainage off the property should be accomplished in an approved manner to prevent erosion or instability. PLANTERS Planters around perimeters of the structures shall be designed to ensure that adequate drainage is maintained and minimal irrigation water is allowed to drain into the soil underlying the buildings. Separately constructed planters with solid bottoms, independent of the underlying soil, are recommended and should drain directly onto surrounding paved areas or into a properly designed subdrain system. t Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 17 Job No: 0112-131P TEMPORARY CONSTRUCTION CUTS Temporary construction cuts for retaining walls, foundations, utility trenches, etc., in excess of 5 feet in depth will have to be properly shored or cut back into an inclination not steeper than 3/4 : 1 (horizontal to vertical). Where more restrictive, the safety requirements for excavations contained in the State Construction Safety Orders enforced by the State Division of Industrial Safety (CAL -OSHA) and / or the safety codes of the local agency having jurisdiction over the project shall apply. All excavations shall be initially observed by the geotechnical engineer or his representative to verify the recommendations presented or to make any additional recommendations necessary to maintain stability. TRENCH BACKFILL Trench excavations for utility lines which extend under building and paved areas are within the zone of influence of adjacent foundations shall be properly backfilled and compacted in accordance with the following recommendations. The pipe should be bedded and backfilled with clean sand or approved granular soil (minimum Sand Equivalent Value of 30) to a depth of at least 1 foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition. The remainder of the backfill should be on -site soil or very low to low expansive import soil, which should be placed in loose lifts not exceeding 12 inches in thickness, watered or aerated to optimum moisture content, and mechanically compacted to at least 90% of maximum dry density as determined by ASTM D -1557 procedures. Water jetting of the backfill is not allowed. r Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 18 Job No: 0112 -131P PAVEMENT RECOMMENDATIONS For preliminary design purposes, the typical soil anticipated in the subgrade will consist of fine silty sand. Based on this soil type, an R -Value of 25has been assumed for preliminary design of the pavement section. The actual R- Value of the subgrade soil should be tested and verified at the time of construction. The following are our preliminary recommendations for the structural pavement section calculated in general accordance with Caltrans procedures and based on the assumed R -Value and assumed Traffic Index (TI) of 6.0. This allows for approximately 1,000 automobiles and 2 to 3 heavy trucks per day. Site Area Traffic R -value Pavement Section Index Parking/ 6.0 25 3" A.C. over 4" Base Driveway As an alternative to asphaltic concrete pavement, Portland Cement Concrete (PCC) pavement may be utilized. Concrete driveway and parking slabs shall be at least 5 inches thick and provided with saw cuts or expansion joints every 10 feet or less. The reinforcing shall consist with No. 3 bars spaced 24 inches on centers, both ways. Concrete pavement should be underlain by a minimum 4 inches of base course. The concrete should have a 28 -day concrete strength of at least 3,000 psi. To reduce the potential of unsightly cracking concrete pavement for sidewalk and hardscape should be at least 4 inches thick and provided with saw cuts or expansion joints every 6 feet or less. Subgrade soils shall be overexcavted, scarified and compacted to at least 90% + of laboratory maximum dry density as recommended in the previous section of rough grading. Base course shall be compacted to at least 95% + of laboratory maximum dry. AmWence Engineering Services, 1766 N. Highway 101, Encinitas Page: 19 • Job No: 0112 -131P UNDERGROUND STORAGE TANKS Geo Environ's observations of the subsurface soil conditions indicate that it is likely that the excavation walls will stand vertically in saturated soils, to the depth required to install the UST's. The OSHA requirements for excavation should be adhered to. Considering the shallow groundwater underlying the site, and to mitigate against potential UST uplift buoyant pressures, we recommends that the USTs e anchored to balance buoyant forces In order to maintain the necessary lateral support for canopy footings, it is imperative that the USTs be installed and the UST excavation be completely backfilled prior to the start of any excavations for the canopy foundations. In addition, the UST excavation sidewalls should not encroach within seven horizontal feet of the proposed canopy footings. If necessary, shoring should be installed within the excavation adjacent to the canopy footing locations. Surcharge from stockpiles, structures, vehicles, etc., should be positioned within 10 feet of the excavation. The UST excavation may be completed by utilizing one of the following construction methods: 1) Utilize interlocking sheet pile walls during excavation and place the concrete for the anchoring system underwater with tremmie piping, or 2) dewater the excavation area prior to construction through the installation of surrounding exterior groundwater extraction wells in combination with shoring. Unshored excavations should be sloped back an inclination not steeper than 1.5:1 (horizontal to vertical). The shoring design may be tentatively based upon the following lateral earth pressures. , Ailibience Engineering Services, 1766 N. Highway 101, Encinitas Page: 20 Jon No: 0112 -131P Equivalent Pressures Active ( cantilever) : 40 psf per foot of depth Passive: 250 psf per foot of depth Backfilling adjacent to and over the top of the underground storage tanks (UST's) should be performed in accordance with the tank manufacturers's requirement. If Gravel is used for tank backfill, in lieu of compacted soil backfill, the backfill should be covered with a structural concrete slab designed to bridge localized settlement of the gravel backfill. PLAN REVIEW Subsequent to formulation of final development plans and specifications but prior to construction, grading and foundation plans should be reviewed by Geo Environ to verify compatibility with site geotechnical conditions and conformance with recommendations contained herein. CONSTRUCTION OBSERVATIONS All rough grading of the property shall be performed under engineering observation of Geo Environ. Rough grading includes, but is not limited to, overexcavation cuts, fill placement, and excavation of temporary and permanent cut and fill slopes. Geo Environ should observe all foundation excavations. Observations should be made prior to installation of concrete forms and reinforcing steel in order to verify or modify, if necessary, conclusions and recommendations in this report. t Ambience Engineering Services, 1766 N. Highway 101, Encinitas Page: 21 Job No: 0112 -131 P CLOSURE The findings, conclusions, and recommendations presented reflect our best estimate of subsurface conditions based on the data obtained from a limited subsurface exploration performed during the field study. The conclusions and recommendations are based on generally accepted geotechnical engineering principles and practices. No further warranties are implied nor made. Due to the possible variability of soil and subsurface conditions within the site, conditions may be encountered during grading and development that may differ from those presented herein. Should any variation or unusual condition become apparent during grading and development, this office should be contacted to evaluate these conditions prior to continuation of work and necessary revisions to the recommendations. This office should be notified if changes of ownership occur or if the final plans for the site development indicate structures areas, type of structures, or structural loading conditions differing from those presented in this report. If the site is not developed or grading does not begin within 24 months following the date of this report, further studies may be required to ensure that the surface or subsurface conditions have not changed. Any charges for necessary review or updates will be at the prevailing rate at the time the review work is performed. I APPENDIX A DRAWINGS GEO EIMRON ENG. 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V S : +rh:r 'ir: .:...,:r . ::::::::: .:. ....u:G /.C::ln.✓.M,.w.wiin,..wd.,.. :.....,,�.............:: .: r: :. %.�.:.:.,, ; }; •• } -l. Encinitas Blvd` .! YG.. c�cw . >�;iik`':;• .:w;.,i:cG� ,i...,.wF:. :;; > > }_ :•f.... .. :::. v:: = Re u i R eza St' lJ(�U /�V�lll�rll 0 m 05 t 5 I DWG. NO. 1 1 111 GEOTECHNICAL i ENVIRONMENTAL SERVICES 1788 N. Highway 101, Encinitas SITE LOCATION MAP San 01s90 County, CA 3604 E. MIRALOMA AVE 0 I Project No. 0112 ANAHEIM, CA 92306 ' r \\ y r I I I 1 uaoo ff �� ai R�R f 7 6 IT r -- -- -- 4- ! If , • flNlO'11Pp oa�pdoa I I J r / Ci — - — I b� I � � , � 1 rn•r 1 1 ' � ` 4 1 I n O • I I 1 , � 1 • � " �1 I , � J 1 I p IO 1� I I i1 Il i i io ji y{ 1 0 I -r I ® BORING LOCATION AEU �'JVUII{UN DWG. NO.2 I GEOTECHNICALB . ENVIRONMENTAL SERVICES 1766 N. Highway 101, Encinitas PLOT PLAN 3904 E.MIRALOMA AVE 9I San Diego County CA Project No. 0112 -131P ANAHEIM, CA 92806 i �j \ \ • BAKER r TEHACHAPI� . SAW lfRWAlD /WO Co. BAR' TOW 4 y LFgRw4T6 PALAIDALE AAtBOY o� • VICTORV7LLE �(_ C ` F o� EWHAL.c � �— • �' WR1G lq ~ LAKE • �. \ S1 gyp ARRO;hF.tD . LLAN R SON /. BAG B EAR CIT p • i � , � /(,` �`�. ' �ND � H S� -I Y p11i ► OOAS TY` S / } HIW � � POO p/ _ _ — - E SA M lEl CO.� �.t, ANGELES 1/�\ r -- s f/YfRS/Df CO. 19 RIVERSIDE — - B l�!!ING IL B H C R\ s4 .y PALM SPRPoGS �Q DESERT CENTER SANTA ANAI ' �4C • s • WINE �O wp10 \ 9G �S �i[, 9� SAN - -- -- - - - lA( /fl /Al CO. SAW D /rco CO. I F Cq SANTA CATAJAIA p `• . , ISLAND $AL7t7Al: 0 9�t` SEA.;. OCEANSIDE \ y • ESCONDIDO SG \ 1p F9S \ \ SOLANA BEACH SANC \ •SAN D1EG0 \ ` ■ ow ■ ON 5 a 0 010011 4( M aalox ■ MEXIC0 s� 41 s C` 0 30 60 *c . scale mites �\ �G'f \ FAULT LOCATION MAP 1766 N. highway 101 GEO ENVIRON Encinitas, CA GEOTECHNICAL & ENVIRONMENTAL SERVICES J.N. 0112-131P FIG. 3 . W-1 - 0 p" lag 51 01 K4 Zxi ��. � �, •£ .. fit• � ��, r �_- ,�. � .•� t a t 1 \ �. Y ' S t, APPENDIX B BORING LOGS GEO ENURON ENG. CONSULTANTS, INC. GEO ENVEON BORING LOG B -1 PROJECT NO 0112 -131P CLIENT Ambience Engineering SI TE 1766 N. Highway 101, Encinitas BORING DIA 8" LOGGED BY M.M. D ATE 12/19/01 DRILL RIG HA SAMPLING METHO lb. Weight, 24" drop D S B D M U L E A L E O S I P M O N I C T T P W S S S H H L S I T O (ft) E per T U L EARTH MATERIAL DESCRIPTION T ype 12 Y R O inch (Pcf) E G ( %) Y ■ 105.5 10.9 SM Orange, silty SAND, fine grained, moderately moist, moderately dense. • • ■ 108.9 12.7 Light tan, silty sand, fine to medium grained, moist, dense. SM Light tan to orange, silty sand, fine to medium grained, very moist, 10 • 110.0 15.8 End of Boring @ 10'. 0 0 0 •Undisturbed Sample 0 Bulk Sample Standard Penetration Test � r GO ENVIRON BORING LOG B -2 PROJECT NO 0112 -131P CLIENT Ambience Engineering SI TE 1766 N. Highway 101, Encinitas BORING DIA 8" LOGGED BY M.M. D ATE 12/19/01 DRILL RIG HA SAMPLING METHO 32 lb. Weight, 24" dro D S B D M U L E A L E O S I P M O N I C T T P W S S S H H L S I T O (ft) E per T U L EARTH MATERIAL DESCRIPTION ype 12 Y R O inch (Pcf) E G ( %) Y 103.8 11.9 SM Orange, silty SAND, fine to medium grained, moderately moist, moderately • dense. • 107.1 13.8 End of Boring @ 5.0' 10 0 0 0 *Undisturbed Sample ■Bulk Sample Standard Penetration Test • r ' CEO MINX BORING LOG B -3 PROJECT NO 0112 -131P CLIENT Ambience Engineering SI TE 1766 N. Highway 101, Encinitas BORING DIA 8" LOGGED BY M.M. D ATE 12/19/01 DRILL RIG HA SAMPLING METHO 32 lb. Weight, 24" dro D S B D M U L E A L E O S I P M O N I C T T P W S S S H H L S I T O (ft) E S T U L EARTH MATERIAL DESCRIPTION per ype 12 Y R O inch (pcf) E G ( %) Y 0 101.0 8.8 SM Light tan to orange, silty SAND, fine grained, moderately moist, slightly to • moderately dense. • 110.1 14.6 End of Boring @ 5.0' 10 0 0 0 *Undisturbed Sample ■Bulk Sample ♦ Standard Penetration Test f APPENDIX C LABORATORY TESTS GEO ENURON ENG. CONSULTANTS, INC. • l � ' Ambience Engineering, 1766 N. Highway 101, Encinitas Job No. 0112 -131 P EXPANSION CHARACTERISTICS (UBC 29 -2) 0 -21 Very Low 21 -50 Low 51 -90 Medium 91 -130 High 131+ Very High In dex Sample Soil Type Expansion Expansion • S # 1 Silty Sand 15 Very low SULFATE TEST Sulfate i n 1 4) Cement Type Water Cement ii Water Ex 110 PPM Low � r t CONSOLIDATIN CURVE PROJECT CLIENT------- Ambience Engineering 1766 N. Highway, Encinitas NO -_-- 0112.131P_ ------------------------ - - - - -- SITE---------------------------------------------------- -------------------------- ---------------------------------------------------- ------------------------- TECH - - -- - - -Q --------------------------- - - - - -- DATE - - - - -- 12 SAMPLE---- B= .1_.� 2.0' --------------------------------- ---------------------------- EARTH MATERIAL - -Silty Sand_______ ____ __ ____ -------------------------------------- TEST SPECIFICATION: ASTM D -2435 Sample at: o Field Moisture 9 Saturated Condition - 4 -3 -2 -1 0 1 2 3 4 C 5 O N 6 S 7 O 8 L I 9 D 10 A T 11 I O 12 N 13 % of Sarnplc Thickness 1-5 16 17 18 19 20 100 500 1000 2000 3000 4000 5000 10000 20000 PRESSURE (psf) F H � CONSOLIDATIN CURVE PROJECT Ambience Engineering 1766 N. Highway, Encinitas NO .... 0112_1'1P CLIENT - - - - -- - - -- ------------------------ - - - - -- SITE ---------------------------------------------- ----------------------------------------------------------------------------- TECH - - -- --- C --------------------------- DATE - - - - -- 12/20 ----------------------------- SAMPLE - - - - -B- _ @ 5:0------------------------- EARTH MATERIAL - -Silty Sand----------------------------------------------------------------------- TEST SPECIFICATION: ASTM D -2435 Sample at: o Field Moisture 0 Saturated Condition -4 -3 -2 -1 0 1 2 3 4 C 5 O N 6 S 7 O 8 L I 9 D 10 A T 11 I O 12 N 13 17C of Sample TluclrneU 15 16 17 1s 19 20 100 500 1000 2000 3000 4000 5000 10000 20000 PRESSURE (PS) DIRECT SHEAR TEST PROJECT NO: 0112-131P CLIENT: Ambience Engineering SITE: 1766 N Highway 101, Encinatas Tech: H X DATE: 12/20/2001 SAMPLE: B -1 @ 2.0' MATERIAL: Fine silty SAND TEST SPECIFICATION: ASTM D -3080 SAMPLE SIZE: Dia: 2.413 HEIGHT: 1" DRY DENSITY: 102.2 MOIS. CONTENT: Initial: Final: UNDISTURBED: REMOLDED: x 11.6 14 STRAIN RATE(in /min):.004 Samples Tested in Submerged Condition SHEAR STRENGTH PEAK: Phi= ULTIMATE: Phi = 31 deg. RESIDUAL: Phi = C = C = 200 psf C = 5000 4000 S H E 3000 A R S T 2000 R E S S 1000 (psf) i 0 1000 2000 3000 40000 5000 NORMAL BEARING PRESSURE (PSF) » W APPENDIX D TECHNICAL REFERENCES GEO ENURONENG. CONSULTANTS, INC. TECHNICAL REFERENCES 1. Albee, A.L., and Smith, J.L., 1966, "Earthquake Characteristics and Fault Activity in Southern California," in 'Engineering Geology in Southern California', Association of Engineering Geologists Special Publication. 2. Barrows, Allen G., 1974, "A Review of the Geology and Earthquake History of the Newport - Inglewood Structural Zone, Southern California," Division of Mines and Geology, Special Report 1 14. 3. Bonilla, M.G., 1970, "Surface Faulting and Related Effects," in Weigel, R.L., editor, 'Earthquake Engineering', Prentice -Hall, Inc., Inglewood Cliffs, N.J. pp. 47 -74. 4. California Division of Mines and Geology, 1972, "Provisional Fault Map of California," Seismic Safety Information Map 72 -1. 5. California Division of Mines and Geology, 1972, "Faults and Earthquakes in California," Seismic Safety Information, 72 -7. 6. California Division of Mines and Geology, 1 972, "Guidelines to Geologic and Seismic Reocrts," C.D.M.G. note 37. 7. California Division of Mines and Geology, 1975, "Guidelines for Evaluating the Hazard of Surface Fault Rupture," C.D.M.G. Note 49. S. Conrey, B.L., 1967, "Early Pliocene Sedimentary History of the Los Angeles Basin, California," California Division of Mines and Geology, Special Report 93. 9. Hart, E.W., 1985, "Fault Rupture Hazard Zones in California," California Division of Mines and Geology, Special Publication 42. 10. Jennings, C.W., and Strand, R.G., 1969, "Geologic Map of California, Los Angeles Sheet, Olaf P. Jenkins Edition," Scale, 1:250,000. 11. Jennings, C.W., and Strand, R.G., 1962, "Geologic Map of California, Long Beach Sheet, Olaf P. Jenkins Edition," Scale„ 1:250,000. 12. Moran, D.E., et al, October 1973, "Geology, Seismicity, and Environmental Impact," Association of Engineering Geologists, Special Publication. 13. Proctor, R.J., 1973, "Map of Major Earthquakes and Recently Active Faults in the Southern California Region: In Geology, Seismicity and Environmental Impact," Special Publication, Association of Engineering Geologists. 1 �. Rogers, T.H., 1965, "Geologic Map of California, Santa Ana Sheet, Olaf P. Jenkins Edition," Scale, 1:250,000. 15. Rogers, T.H., R.G., 1967, "Geologic Map of California, San Bernardino Shea, Olaf F. Jenkins Edition," 1:250,000. 16. Seed, H.B., and Idriss, I.M., 1982, "Ground Motions and Soil Liquefaction During Earthquakes," Earthquake Engineering Research Institute Monograph Series. 1 7. Slosson, J.E., and Ploessel, M.R., 1974, "Repeatable High Ground Accelerations from Earthquakes, Important Design Criteria," California Division of Mines and Geology, California Geology, pp. 195-199. 18. Structural Engineers Association of California, Seismology Committee, 1988, "Recommended Lateral Force Requirements and Commentary." 19. Yerkes, R.V. et al., 1965, "Geology of the Los Angeles Basin California," United States Geological Survey Professional Paper 420 -A. 20. Ziony, J.I., 1985, "Evaluating Earthquake Hazards in the Los Angeles Region: An Earth - Science Perspective," United States Geological Survey Professional Paper 1360. GEO ENV ON 0 GEOTECHNICAL AND ENVIRONMENTAL ENGINEERING CONSULTANTS, INC. 1240 N. Van Buren St. Ste 101, Anaheim, Ca 92807 • (714) 632 -3190 • Fax (714) 632 -3191 Job No. 04 -01 -131 P -172G December 23, 2004 Mr. David Berry 7201 Garden Grove Blvd., Ste. # H Garden Grove Ca 92841 Subject: Precise Grading Report for the Proposed Service Station Facility, 1766 North Highway 101, Encinitas, San Diego County, California References: 1) Geo Environ, Inc., March 25, 2004 " Geotechnical Report Update, Proposed Service Station, 1766 North Highway 101, Encinitas, San Diego County, California ' 2) Inder Engineering, 7/26/04 "Precise Grading Plan, 1766 North Highway 101, Encinitas, San Diego County, California Dear Mr. Berry: Submitted herewith is a report of precise grading for the proposed service station facility within the subject site. Conclusions pertaining to the suitability of the grading for the proposed construction and foundation design recommendations are presented herein. Field density tests results are presented in the Summary Sheet in Appendix `A. The ' approximate location of the field density tests, excavation areas, and other pertinent data are shown on the attached plot plan in Appendix `B'. Mr. David Berry, 1766 N. Coasghway 101, SD Page: 2 J.N. 04-01-131P-172G Date Of Observation 9/24/04 through 12/14/ 2004 Proposed Development Gasoline Retail Facility Grading Equipment Backhoe, Sheep's foot Wheel 1 Grading and Fill Operation The proposed service building was overexcavated at least 3.0 feet below the planned footing bottoms. Wherever possible, the limits of overexcavation extended 5 feet beyond the proposed building as shown on the plot plan `B'. The overexcavation bottom areas were observed by our representatives and approved as being competent for the support of proposed fill and ' structures. The overexcavation bottom areas were Fill was placed in lifts not exceeding 6 inches in thickness, watered or aerated as required and compacted to a minimum of 90% of the laboratory maximum dry density. The proposed parking and canopy areas were scarified to 6 inches, moisture conditioned to achieve optimum moisture content and compacted to a minimum of 95% of the laboratory maximum dry density. See the summary sheet in Appendix `A' for the description of the imported and on -site soil and the density test results. Geo Environ Engineering Consultants, Inc. Mr. David Berry, 1766 N. Coaloghway 101, SD • Page: 3 J.N. 04-01-131P-172G Density Testing In -place density tests were performed in general accordance with Nuclear Methods ASTM D2922 and D3017 and the Sand Cone Method ASTM D -1556 procedures at a frequent sufficient to verify the moisture content and degree of compaction obtained. Maximum dry density of the fill soil was obtained in general accordance with ASTM D -1557 procedures. Laboratory Tests i Expansion Tests A sample of the on -site soil was obtained during rough grading. Results of laboratory expansion test indicated typical on -site soil as being very low expansion potential. Maximum Density Test Results Type Soil Classification Maximum Dry Optimum ' Density (pcf) Moisture Content A L. brown, silty sand, fine grained 126.0 12.0 Conclusion r All general rough grading of the site has been completed in accordance with the requirements of the reference No. 1 soil report. The completed site in the areas noted as rough graded is adequate for the construction and support of the proposed structures. Geo Environ Engineering Consultants, Inc. ' Mr. David Berry, 1766 N. Coaighway 101, SD • Page: 4 J.N. 04-01-131P-172G Foundation Recommendations A conventional foundation system using continuous and pad footings is recommended for the support of the planned structure. • All exterior footings shall be founded into competent undisturbed natural soil or properly compacted fill to a minimum depth of 18- inches below the lowest adjacent finished grade. • Interior footings may be founded at a minimum depth of 12- inches below the lowest ' adjacent finished grade. ' 0 Continuous footings shall be a minimum width of 12 inches for one story structures. • Column footings shall be a minimum of 18 inches by 18 inches in width. • Continuous footing shall be reinforced with at least one (1) # 4 re -bar at the top and one (1) # 4 re -bar at the bottom of the footing in order to minimize the effects of any minor variations in the engineering characteristics in the supporting soils. ' Project civil/ or structural engineer should determine the actual footing widths, depths and necessary reinforcements to resist design vertical, horizontal and uplift forces. ' FOUNDATION DESIGN PARAMETERS Allowable Soil Bearing Capacities Based on the Uniform Building Code (UBC), 1997 Table 18 -I -A, a safe allowable soil bearing value of 1500 psf is recommended for the design of the continuous and spread footings at a typical 12 inch depth and 12 inch width. This value may be increased 20% for each additional foot ' of depth and / or width or a maximum of 2500 psf. A 1/3 increase in the above bearing value may be used when considering short term loading from wind or seismic sources. Geo Environ Engineering Consultants, Inc. 1 Mr. David Berry, 1766 N. Coalghway 101, SD . Page: 5 J.N. 04-01-131P-172G ' Settlement 1 Using a 1500 psf bearing value and the maximum assumed wall and column loads, the 1 proposed structure is not anticipated to exceed a maximum settlement of %2 inch or a differential settlement of 1/4 inch over a span of 30 feet between similarly sized and loaded footings. Lateral Bearing Pressure r Additional soil design parameters that maybe pertinent to the design and development based on undisturbed natural soil or properly compacted fill are as follows: ' Allowable lateral soil pressures ( Equivalent Fluid Pressure), Passive case: 250 pcf Allowable Coefficient of Friction between concrete and soil: 0.30 The above values are allowable design values and have factors of safety of 2.0 and 1.5 incorporated into them for the lateral soil pressure and coefficient of friction, respectively. If both values are used, then the passive resistance should be reduced by one third. ' Floor Slab Recommendations ' The recommendations for concrete slabs, both interior and exterior, are based upon a very low to low expansion potential for the supporting soils. Concrete slabs should be constructed in accordance with the following section. 4- inches concrete reinforced with #3 re -bar at 24- inches O.C, over 4- inches clean sand ' which shall be overlain with a vapor barrier of a minimum 6 -mil polyvinyl chloride membrane with all laps sealed should be placed beneath the concrete slab. The plastic moisture barrier should be overlaid with a minimum of 2 inches of sand should be placed beneath the concrete slabs to aid in concrete curing and to minimize potential punctures. The concrete section and/ or reinforcing should be increased as necessary for excessive design floor slabs or anticipated concentrated loads. The slab subgrade should be moisture conditioned to at least optimum moisture content to a depth of 6 inches immediately prior to placement of the moisture barrier or pouring concrete. 1 Geo Environ Engineering Consultants, Inc. Mr. David Berry, 1766 N. Coafighway 101, SD . Page: 6 J.N. 04-01-131P-172G Blockwall ' Footings for block walls should be founded a minimum 18 inches below lowest adjacent grade and should be reinforced with a minimum one No. 4 bars, one top and one bottom. Retaining Wall Retaining structures, if planned, should be designed using the following equivalent fluid density (Low Expansive Soils). Slope of Active Pressure adjacent ground Level 30 2 : 1 35 A subdrain system is required to minimize water pressure build -up behind retaining wall. Use of impervious material is preferred within the upper 18 inches of the backfill placed. Backfill ' behind retaining wall shall be compacted to a minimum 90 percent of laboratory maximum density. Finish Grading I The finished lot drainage in unpaved areas should include g p de a minimum positive gradient of 2% away from the structure for a minimum distance of 3 feet and a minimum of I% pad drainage off the property in a non - erosive manner. Any roof or canopy water and the pad drainage should be conducted to the street or off the site in an approved non - erosive manner. Drainage off the property should be accomplished in an ' approved manner to prevent erosion or instability. ' Geo Environ Engineering Consultants, Inc. Mr. David Berry, 1766 N. Coalbighway 101, SD • Page: 7 J.N. 04-01-131P-172G Temporary Construction Cuts Temporary construction cuts for retaining walls, foundations, utility trenches, etc., in excess 1 of 5 feet in depth will have to be properly shored or cut back into an inclination not steeper than 3/4 : 1 (horizontal to vertical). Where more restrictive, the safety requirements for excavations contained in the State Construction Safety Orders enforced by the State Division of Industrial Safety (CAL -OSHA) and/or the safety codes of the local agency having jurisdiction over the project shall apply. ' All excavations shall be initially observed by the geotechnical engineer or his representative to verify the recommendations presented or to make any additional recommendations necessary to maintain stability. Trench Backtill ' Trench excavations for utility lines which extend under building and paved areas are within the zone of influence of adjacent foundations shall be properly backfilled and compacted in accordance with the following recommendations. The pipe should be bedded and backfilled with clean sand or approved granular soil (minimum Sand Equivalent of 30) to a depth of at least 1 foot over the pipe. This backfill should 1 be uniformly watered and compacted to a firm condition. The remainder of the backfill should be on -site soil or very low to low expansive import soil, which should be placed in loose lifts not exceeding 12 inches in thickness, watered or aerated to optimum moisture content, and mechanically compacted to at least 90% of maximum dry density as determined by ASTM D- 1557 procedures. Water jetting of the backfill is not allowed. Geo Environ Engineering Consultants, Inc. ' Mr. David Berry, 1766 N. Coasioghway 101, SD Page: 8 J.N. 04-01-131P-172G t PAVEMENT RECOMMENDATION If asphalt pavement or PCC pavement are to be placed directly on subgrade, the upper 6 ' inches of the subgrade shall be compacted to a minimum 95% relative compaction. The concrete thickness should be at least 6 inches based on the R -Value and the traffic index (TI). ' CONSTRUCTION OBSERVATIONS Geo Environ should observe all foundation excavations. Observations should be made prior ' to installation of concrete forms and reinforcing steel in order to verify or modify, if necessary, conclusions and recommendations in this report. Observations of the finish grading, utility or other ' trench backfill, pavement subgrade and base course, retaining wall backfill, or other earthwork ' completed for the subject projects shall be performed by Geo Environ. If any of these observations to verify site geotechnical conditions are not performed by Geo ' Environ, liability for the safety and stability of the project is limited only to the actual portions of the project observed and tested by Geo Environ. ' In order to provide timely observations, this firm should be notified at least 48 hours in advance of excavation. ' Geo Environ Engineering Consultants, Inc. Mr. David Berry, 1766 N. Coasi'Highway 101, SD • Page: 9 J.N. 04-01-131P-172G CLOSURE Our findings, conclusions and recommendations are based on generally accepted ' geotechnical engineering principles and practices. No further warranties are implied nor made. ' This opportunity to be of service is appreciated. If you have any questions concerning our findings, please call at your convenience. i Respectfully submitted, I Geo Environ Eng. Consultants, Inc. 1 _ ' Japed Esmail Rastegari Pr %'ect anager Civil Engineer, RCE 43332 JM Attachments: Appendix `A' - Summary Sheet Appendix `B' - Plot Plan 3 31 J ' Geo Environ Engineering Consultants, Inc. ' APPENDIX A i SUMMARY SHEET i 1 1 Geo Environ Engineering Consultants, Inc. ' Mr. David Berry, 1766 N. CoaJghway 101, SD • Page: 10 J.N. 04-01-131P-172G FIELD DENSITY TEST RESULTS No. Date Location Elev. Soil Mois. Dry. Rel. Test Remark (ft) Type ( %) Dens. Comp. Type 1 9/27/04 Service -1.5 1 10.5 115.0 91.3 N Passed Build 2 9/27/04 Service -1.5 1 11.6 116.2 92.2 N Passed Build 3 9/27/04 Service -1.5 1 13.1 116.8 92.7 N Passed Build 4 12/14/04 Service F.G. 1 8.3 119.8 95.1 N Passed Build 5 12/14/04 Service F.G 1 8.1 120.1 95.3 N Passed Build ' 6 12/14/04 Parking S.G 1 10.2 120.4 95.6 N Passed 7 12/14/04 Parking S.G 1 11.6 121.1 96.1 N Passed ' 8 12/14/04 Parking S.G 12.1 119.8 95.1 N Passed ' F.G. Finish Grade S.G. Subgrade N Nuclear Method Geo Environ Engineering Consultants, Inc. ' APPENDIX B ' PLOT PLAN Geo Environ Engineering Consultants, Inc. ---- - - - - -- MV Y6 TsY]Y/M' liU .• J ]. tl 51 IM I "� I Z 'j irk e I — oNlmine oNUSlxa � I I I Ili y 1 0 w N < v x` a � /b I q 1 1 I al ILN `�• // • I ' ` , ill I Q ci ` = _ � � � r S I d SS I gg L "4S = ' � =dd I•: VNIOIing O3SOdOMd JL I!r Id. I Id, I I III r CY h II \\ \\ ! 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AUL X3 1 p \ r ti I '•';'`•• t'On) 11 �rii )CJOV Ww ,9 -qms f3 / ^ J 1 1-• ^ i , .•C ]ia)10 5316111 'M,7Wt� -- jpgd l I `�a. ° , _ .os -- - - - - -- ------------------------ ------ - - - - -- - - -- a3tHr�d — 1 n ------------------------------- -------------------- 11 r rl r r r I I ° R I I I I I I 1 ------- - - - -1J II ------------------------ - - - - -- - - - - - -- ------ - - - - -- - - - - -- \ I I I `11 I II + Recording Requested By: ) • City of Encinitas I HE ORIGINAL OF THIS DOCUMENT When Recorded Mail to: ) wAS RECORDED ON AUG 1 7 2004 L)OCUMENT NUMBER 2004 - 0782416 City Clerk ) r?E�GRY J SMITH COUNTY RECORDER City of Encinitas UIEG<7 COUNTY RECORDER'S OFFICE 505 South Vulcan Avenue ) TIME 356 PM Encinitas, CA 92024 ) FOR THE BENEFIT OF THE CITY SPACE ABO` GRANT DEED OF RIGHT -OF -WAY FOR PUBLIC: xuAw rutcrvara Assessor's Parcel No. 254- 060 -04 Project No.: 00 -011 W.O. No.: 7791 -G,I Nanak Petro Inc A California Corporation, hereinafter called GRANTOR(S), do(es) hereby grant, convey and dedicate an easement to the PUBLIC, hereinafter called GRANTEE, the right of way and incidents thereto for a public highway upon, over and across that certain real property in. the City of Encinitas, County of San Diego, State of California, described as follows: SEE EXHIBITS "A" and `B" ATTACHED HERETO AND MADE A PART HEREOF BY THIS REFERENCE, The Grantor, for himself, his successors and assigns, hereby waives any claim for any and all damages to Grantor's remaining property contiguous to the right -of -way hereby conveyed by reason of the location, constriction, landscaping or maintenance of said easement. 1 Dated this day of T-, 2004 OWNER: r'�N w.1,4 qC-'A Jaswant Jhawar, President Nanak Petro, Inc Signature of Owners to be notarized. (Attach the appropriate acknowledgments. This is to certify that the interest in real property conveyed by deed or grant to the City of Encinitas, a Municipal Corporation, is hereby accepted by the undersigned agent on behalf of the City Council of the City of Encinitas pursuant to authority conferred by Resolution of the City Council of the City of Encinitas adopted on November 9, 1994 and the grantee consents to recordation thereof by its duly authorized officer. Dated: 4 -- By: Peter Cota - Robles (Notarization not required) Director of Engineering Services City of Encinitas 2 • • CALIFORNIA ALL- PURPOSE ACKNOWLEDGMENT State of California ( County of ORANGE Ss. ( On 7A 1 2, 1 6 before me KEVIN ROELS Date Name and Title of Officer (e.g., "Jane Doe, Notary Public ") ( personally appeared J :- .�rvr.� =V-\, _ ,C, , Name(s) oTSgner(s) - ❑ personally known to me j L proved to me on the basis of satisfactory ( evidencr . to be the person whose name$joi /are subscribed to the within instrument and acknowledged to me that & s4efthuy executed is the same in h-ft authorized capacity(), and that by s hefAhefr signature(q ,on the instrument the person{ or the entity upon behalf of which the person(x KEVIN ROELS acted, executed the instrument. COMM. #1436916 �+ ��„ - IlWJW F"LIC - CALIFORNIA P ORANIX COLUM WITNESS my had and official seal. */Cam Expires Aug. 29.2007 Place Notary Seal Above Signature of Notary Public OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Q c� Document Date: f / Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer Signer's Name: ❑ Individual Top of thumb here El 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 -6827 ROAD EASEMENT EXHIBIT 'A' LEGAL DESCRIPTION ALL OF THAT LAND SITUATED IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA. BEING A PORTION OF BLOCK 4 OF NORTH LEUCADIA, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 524, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY APRIL 6, 1880, TOGETHER WITH A PORTION OF THE ALLEY IN SAID BLOCK 4 AS SAID ALLEY WAS VACATED AND CLOSED TO PUBLIC USE ON NOVEMBER 9, 1915, BY AN ORDER OF THE BOARD OF SUPERVISORS OF SAN DIEGO COUNTY, A CERTIFIED COPY OF SAID ORDER HAVING BENN RECORDED IN BOOK 500, PAGE 343 OF DEEDS, AND DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF SAID NORTH LEUCADIA, BEING ALSO THE NORTHWEST CORNER OF SECTION 4, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO BASE AND MERIDIAN; THENCE NORTH 88' 42' 00" EAST ALONG THE NORTH LINE OF SAID SUBDIVISION, 11.06 FEET TO ITS INTERSECTION WITH THE WESTERLY RIGHT -OF -WAY LINE OF THE STATE HIGHWAY AS CONVEYED TO THE STATE OF CALIFORNIA BY DEED DATED NOVEMBER 16, 1933 AND RECORDED IN BOOK 28, PAGE 17 OF OFFICIAL RECORDS OF SAN DIEGO COUNTY; THENCE SOUTH 15' 43' 30" EAST ALONG SAID WESTERLY LINE OF SAID HIGHWAY, BEING ALSO A LINE PARALLEL WITH AND DISTANT 40 FEET AT RIGHT ANGLES WESTERLY FROM THE EASTERLY LINE OF BLOCK 1 IN NORTH LEUCADIA AND THE SOUTH- EASTERLY EXTENSION THEREOF, A DISTANCE OF 331.10 FEET TO A POINT BEING THE SOUTHEASTERLY CORNER OF A PARCEL OF LAND CONVEYED TO MARY SORENSON BY DEED RECORDED MAY 10, 1941 IN BOOK 172, PAGE 223 OF OFFICIAL RECORDS AND THE TRUE POINT OF BEGINNING; THENCE CONTINUING SOUTH 15' 43' 30" EAST, ALONG SAID WESTERLY LINE OF SAID STATE HIGHWAY 202.64 FEET TO A POINT; THENCE SOUTH 74' 16' 30" WEST, A DISTANCE OF 4.00 FEET, THENCE NORTH 15' 43' 30" WEST, 202.64 FEET; THENCE NORTH 74' 16' 30 EAST, 4.00 FEET TO THE TRUE POINT OF BEGINNING. PREPARED UNDER THE SUPERVISION OF: 9 - Y\4w ckoll . q- INDER AT CHAUHAN RCE 28466 EXP 3 -31 -2006 k r INDER ENGINEERING, INC. 2651 E CHAPMAN AVENUE, SYE 101 ,A^ FULLERTON, CALIF. 82831 -3738` PHONE: (714) 680 -9641 SKETCH TO ACCOMPANY ROAD EASEMENT EXHIBIT 'B' NW COR. SEC. 4 T1 3S, R4W N88'42'00 "E 11.06' 9 p' o \ N 1 \ \ I Y � Q \c Z \ O- i c \ N C� \ n o \ N y Z 1 � \ � I r V) o \ cn U I I 7 I W 1 \ J O 1 , to \ H L f) Z 1 \ 1 4' FEES EO �P�EO 1 0 \ 12 PREPARED UNDER UNDER THE SUPERVISION OF: INDER JIT CHAUHAN RCE 28466 EXP 3 -31 -2006 Recording Requested By: ) THE ORIGINAL OF THIS DOCUMENT WAS RECORDED ON AUG 03 2004 City Engineer } DOCUMENT NUMBER 2004 - 0733519 GREGORY J. SMITH COUNTY RECORDER When Recorded Mail t0: } `;AN DIEGO COUNTY RECORDERS OFFICE ) TIME 3 47 PM City Clerk City of Encinitas ) 505 South Vulcan Avenue } Encinitas. CA 92024 ) SPACE ABOV PRIVATE STORM WATER TREATMENT ��- MAINTENANCE AGREEMENT Assessor's Parcel No. 254 - 060 -04 ProjectNo.: 00 -011 MUP /DR /CDP W.O. No.: 7791 -G THIS AGREEMENT for the periodic maintenance and repair of that certain private storm water treatment facilities, the legal description and /or plat of which is set forth in Exhibit "B" attached hereto and made a part hereof, is entered into by NANAK PETRO, INC, A CALIFORNIA CORPORATION (hereinafter referred to as "Developer") for the benefit of future owners who will use the private storm water treatment facilities (hereinafter referred to as " owners "), which shall include the Developer to the extent the Developer retains any ownership interest in any land covered by this agreement. WHEREAS, this Agreement is required as a condition of approval by the City of Encinitas of Grading Permit 7791 -G; and WHEREAS, Developer is the owner of certain real property described in Exhibit "A" that will use and enjoy the benefit of said storm water treatment facilities(s) (Said real property is hereinafter referred to as the "property"); and WHEREAS, it is the desire of the Developer that said private storm water treatment system be maintained in a safe and usable condition by the owners; and WHEREAS, it is the desire of the Developer to establish a method for the periodic maintenance and repair of said private storm water treatment facilities and for the apportionment of the expense of such maintenance and repair among existing and future owners; and WHEREAS, there exists a benefit to the public the private storm water facilities be adequately maintained on a regular and periodic basis; 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 AS FOLLOWS: 1. The property is benefited by this Agreement, and present and successive owners of all or any portion of the property are expressly bound hereby for the benefit of the land. 2. The cost and expense of maintaining the private storm water treatment facilities shall be paid by the owner of the heirs, assigns and successors in interest of each such owner. 3. In the event any of the herein described parcels of land are subdivided further, the owners, heirs, assigns and successors in interest of each such newly created parcel shall be liable under this Agreement for their then pro rata share of expenses and such pro rata shares of expenses shall be computed to reflect such newly created parcels. 4. The repairs and maintenance to be performed under this Agreement shall be limited to the following: reasonable and improvements and maintenance work to adequately maintain said private storm water treatment facilities to permit access to said facilities. Repairs and maintenance under this Agreement shall include, but are not limited to, repairing access roadbeds, repairing and maintaining drainage structures, removing debris, if any, and other work reasonably necessary and proper to repair and preserve the private storm water treatment facilities for their intended purposes. 5. If there is a covenant, agreement, or other obligation imposed as a condition of the development, the obligation to repair and maintain the private storm water treatment facilities as herein set forth shall commence when improvements completed and approved b the City. rovements have been c pp y ty p P 6. Any extraordinary repair required to correct damage to said storm water treatment facilities that results from action taken or contracted for by the owners or their successors in interest shall be paid for by the party taking action or party contracting for work which caused the necessity for the extraordinary repair. The repair shall he such as to restore the storm water treatment facilities to the condition existing prior to said damage. 7. Any liability of the owners for personal injury to an agent hereunder, or to any worker employed to make repairs or provide maintenance under this Agreement, or to third persons, as well as any liability of the owners for damage to the property of agent, or any such worker, or of any third persons, as a result of or arising out of repairs and maintenance under this Agreement, shall be borne, by the owners as they bear the costs and expenses of such repairs and maintenance. Owners shall be responsible for and maintain their own insurance, if any. By this Agreement, the Developer does not intend to provide for the sharing of liability with respect to personal injury or property damage other than that attributable to the repairs and maintenance undertaken under this Agreement. 8. Owners shall jointly and severally defend and indemnify and hold harmless City, City's engineer and its consultants and each of its officials, directors, officers, agents and employees from and against all liability, claims, damages, losses, expenses, personal injury and other costs, including costs of defense and attorney's fees, to the agent hereunder or to any owner, any contractor, any subcontractor, any user of the storm water treatment facilities, or to any other third persons arising out of or in any way related to the use of, repair or maintenance of, or the failure to repair or maintain the private storm water treatment facilities. Nothing in the Agreement, the specifications or other contract documents or City's approval of the plans and specifications or inspection of the work is intended to include a review, inspection acknowledgement of a responsibility for any such matter, and City, City's engineer and its consultants, and each of its officials, directors, officers, employees and agents, shall have no responsibility or liability therefore. 11. The foregoing covenants shall run with the land and shall be deemed to be for the benefit of the land of the owners and each and every person who shall at anytime own all or any portion of the property referred to herein. 12. It is understood and agreed that the covenants herein contained shall be binding on the heirs, executors, administrators, successors, and assignees of each of the owners. 13. It is the purpose of the signatories hereto that this instrument be recorded to the end and intent that the obligation hereby created shall be and constitute a covenant running with the land and any subsequent purchaser of all or any portion thereof, by acceptance of delivery of a deed and /or conveyance regardless of form, shall be deemed to have consented to and become bound by these presents, including without limitation, the right of any person entitled to enforce the terms of this Agreement to 2 institute legal action as provided in Paragraph 8 hereof, such remedy to be cumulative and in addition to other remedies provided in this Agreement and to all other remedies at law or in equity. 14. The terms of this Agreement may be amended in writing upon majority approval of the owners and consent of the City. 15. This Agreement shall be governed by the laws of the State of California. In the event that any of the provisions of this Agreement are held to be unenforceable or invalid by any court of competent jurisdiction, the validity, and enforceability of the remaining provisions shall not be affected thereby. 16. If the Property constitutes a "Common Interest Development' as defined in California Civil Code Section 1351(c) which will include membership in or ownership of an "Association" as defined in California Civil Code Section 1351(a), anything in this Agreement to the contrary notwithstanding, the following provisions shall apply at and during such time as (i) the Property is encumbered by a "Declaration" (as defined in California Civil Code Section 1351(h), and (ii) the Common Area of the property (including the private storm water treatment facilities) is managed and controlled by an Association: (a) The Association, thro!'gh its Board of Directors, shall repair and maintain the private storm water treatment facilities and shall be deemed the "agent" as referred to in Paragraph 7 above. The Association, which shall not be replaced except by amendment to the Declaration, shall receive no compensation for performing such duties. The costs of such maintenance and repair shall be assessed against each owner and his subdivision interest in the Property pursuant to the Declaration. The assessments shall be deposited in the Association's corporate account. (b) The provisions in the Declaration which provide for assessment liens in favor of the Association and enforcement thereof shall supersede Paragraph 8 of the Agreement in its entirety. No individual owners shall have the right to alter, maintain or repair any of the Common Area (as defined in California Civil Code Section 1351(b) in the Property except as may be allowed by the Declaration. (c) This Agreement shall not be interpreted in any manner, which reduces or limits the Association's rights and duties pursuant to its Bylaws and Declaration. IN WITN SS WHEREOF, the parties have executed this Agreement This Z 'V�cA day of JU Lam/ , 2004. Developer: W .� � WaV.tJl Jaswant Jhawar, President Nanak Petro, Inc Signature of DEVELOPER must be notarized. Attach the appropriate acknowledgement. 3 • • CALIFORNIA ALL- PURPOSE ACKNOWLEDGMENT State of California County of ORANGE ss. On before me KEVIN ROELS Date Name and Title of Officer (e.g., "Jane Doe, Notary Public ") personally appeared .3c_,, -7y \C . ."o�r , Name(s) of Signer(s) ❑ personally known to me proved to me on the basis of satisfactory evidence to be the person. whose name M e subscribed to the within instrument and acknowledged to me that( s�he/tWy executed the sa in i�etf htq authorized capacity ), and that by sA;er /ttMr signature on the instrument the person(, or KEVIN ROELS the entity upon behalf of which the perso < COMM. #1436916 acted, executed the instrument. NOTARY ROM - CALIFW M E' ORANGE COUNTY MpemmEvires Aug. 29.M WITNESS y ha an official seal. Place Notary Seal Above Signature of Notary Public OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: /v w Document Date: Z Number of Pages: 3 Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer Signer's Name: M. ❑ Individual - Top of thumb here ❑ Corporate Officer — Title(s): ❑ 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 LEGAL DESCRIPTION EXHIBIT 'A' LEGAL DESCRIPTION PORTION OF BLOCK 4 OF NORTH LEUCADIA, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 524, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, APRIL 6, 1880, TOGETHER WITH A PORTION OF THE ALLEY IN SAID BLOCK 4 AS SAID ALLEY WAS VACATED AND CLOSED TO PUBLIC USE ON NOVEMBER 9, 1915, BY AN ORDER OF THE BOARD OF SUPERVISORS OF SAN DIEGO COUNTY, A CERTIFIED COPY OF SAID ORDER HAVING BEEN RECORDED IN BOOK 500, PAGE 343 OF DEEDS, AND DESCRIBED AS A WHOLE AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF SAID NORTH LEUCADIA, BEING ALSO THE NORTHWEST CORNER OF SECTION 4, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO BASE AND MERIDIAN; THENCE NORTH 88'42' EAST ALONG THE NORTH LINE OF SAID SUBDIVISION, 11.06 FEET TO ITS INTERSECTION WITH THE WESTERLY RIGHT OF WAY LINE OF THE STATE HIGHWAY AS CONVEYED TO THE STATE OF CALIFORNIA BY DEED DATED NOVEMBER 16, 1933 AND RECORDED IN BOOK 281, PAGE 17 OF OFFICIAL RECORDS OF SAN DIEGO COUNTY; THENCE SOUTH 15'43'30" EAST ALONG SAID WESTERLY LINE OF SAID HIGHWAY, BEING ALSO A LINE PARALLEL WITH AND DISTANT 40 FEET AT RIGHT ANGLES WESTERLY FROM THE EASTERLY LINE OF BLOCK 1 IN NORTH LEUCADIA AND THE SOUTHEASTERLY EXTENSION THEREOF, A DISTANCE OF 331.1 FEET TO A POINT BEING THE SOUTHEASTERLY CORNER OF A PARCEL OF LAND CONVEYED TO MARY SORENSON BY DEED RECORDED MAY 10, 1941 IN BOOK 172, PAGE 223 OF OFFICIAL RECORDS AND THE TRUE POINT OF BEGINNING; THENCE CONTINUING SOUTH 15'43'30" EAST ALONG SAID WESTERLY LINE OF SAID STATE HIGHWAY 202.6 FEET TO A POINT; THENCE SOUTH 74'16'30" WEST A DISTANCE OF 167.24 FEET, MORE OR LESS, TO A POINT ON THE WEST LINE OF NORTH LEUCADIA AND THE WEST LINE OF SECTION 4, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BENARDINO BASE AND MERIDIAN; THENCE NORTH 00'31'30" EAST ALONG SAID WEST LINE BEING ALSO THE WEST LINE OF AFOREMENTIONED SECTION 4, A DISTANCE OF 211.07 FEET, MORE OR LESS, TO THE SOUTHWESTERLY CORNER OF AFOREMENTIONED SORENSON'S LAND; THENCE NORTH 74'16'30" EAST ALONG THE SOUTHERLY LINE OF SAID SORENSON'S LAND, A DISTANCE OF 108.11 FEET TO THE TRUE POINT OF BEGINNING. PREPARED UNDER THE SUPERVISION OF: .1'�'i d ' -b z - Zoa INDER JIT CHAUHAN RCE 28466 EXP 3 -31 -2006 INDER ENGINEERING, INC. 2651 E CHAPMAN AVENUE, STE 101 FULLERTON, CA. 92831 -3738 PHONE: (714) 680 -9641 EXIHIBIT B PLAT FOR PRIVATE STORM WATER TREATMENT FACILITIES LEGEND ® LANDSCAPE AREAS FOR STORMWATER POLLUTION CONTROL NOT TO BE MODIFIED WITHOUT A PERMIT FROM THE CITY OF ENCINITAS AND SHALL BE PRIVATELY MAINTAINED. STORMWATER HOLDING TANK FOR STORMWATER POLLUTION MI CONTROL NOT TO BE MODIFIED WITHOUT A PERMIT FROM THE CITY OF ENCINITAS AND SHALL BE PRIVATELY MAINTAINED. WES SAL E• 1 ",4O' SRC Y C 1NE OF SE C N O3130� E 4 2 11, O,, N t0 r O 00 M C) cD W r N O M c0 Z S 15' 43' 30" E 202.6' T ' O •O� STATE HIGHWAY 101 PREPARED UNDER THE SUPERVISION OF: INDER JIT C AUHAN RCE 28466 EXP 3 -31 -2006 INDER ENGINEERING, INC. Kai 4 l 2651 E CHAPMAN AVENUE, STE 101 FULLERTON, CA. 92831 -3738 PHONE: (714) 680 -9641