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2007-698 G/PE GINEERING SERVICES DEPARTMENT J- city ' Encinitas Capital Improvement Projects District Support Services Field Operations Sand Rep lenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering October 8, 2009 Attn: San Diego County Credit Union 501 N. El Camino Real Encinitas, California 92024 RE: Peter Zovanyi and Jody D Zovanyi 1075 Cornish Drive APN 258-341-06 Grading Permit 698-GI Final release of security Permit 698-GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved the grading and finaled the project. Therefore, full release of the remaining security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account # 0019975517-36 in the amount of$ 13,656.00. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Sin" ly, Debra Geishart ' Le ach Engineering Technician mane Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Peter Zovanyi Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �4Z)� recycled paper ✓ city OfENGINEERING SER VICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Sand Replenishment/Stormw ter Compliance Subdivision Engineering October 8, 2008 Traffic Engineering Attn: San Diego County Credit Union 501 N. El Camino Real Encinitas, California 92024 RE: Peter Zovanyi 1075 Cornish Drive APN 258-341-06 Grading Permit 698-GI Partial release of security Permit 698-GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved rough grade. Therefore, release of a portion of the security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account# 0019975517-37 in the amount of$ 40,968.00. The document originals are enclosed. Should you have any questions or concerns,please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Sin fly ' Debra Gei Engineering Technician J Le ach Subdivision Engineering inance Manager Financial Services CC: Jay Lembach, Finance Manager Peter Zovanyi Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 � recycled paper W CHRISTIAN WHEELER ENGINEERING July 2, 2009 Mr. and Mrs. Peter Zovanyi 1035 Cornish Drive CWE 2070538.07 Encinitas, California 92024 SUBJECT: PROPOSED DRIVEWAY SECTION, 1075 CORNISH DRIVE, ENCINITAS, CALIFORNIA. References: 1) Report of Preliminary Geotechnical Investigation, Proposed Residential:additions, 1075 Cornish Drive, Encinitas, California,prepared y Christian Wheeler Engineering Report No. 2070538.01, dated September 13, 2007. 2) Grading Plan For: 1075 and 1075"A" Cornish Drive,prepared b Pasco Engineering, dated January 2, 2008, revised August 1, 2008, Drawing No. 698-G. Dear Ladies and Gentlemen: In accordance with request of Mr. Bruce Weigand with Weigand Neglia,we have prepared this letter address the pavement section for the proposed driveway. We unders to tand that 60 millimeter pavers will be used for the entire driveway, and that the contractor plans to compact 4 inches of Class II miscellaneous base material under the pavers. Although an R-value test was not performed on the subgrade material, we expect that the subgrade soils will provide adequate support for the proposed driveway. It is our opinion that the proposed driveway section of 60 millimeter pavers over 4 inches of compacted base will provide adequate support for the proposed driveway if the following reco mmendations e ar followed. The subgrade should be scarified to a depth of 12 inches, moisture conditioned to near optimum moisture content,and compacted to 95 percent of the maximum dry density. The base material should also be moisture conditioned to near optimum moisture content and compacted to 95 percent of the maximum dry density. As shown on the referenced grading plan, a zero-height curb (concrete cut-off wall)will be constructed between the existing street and the proposed pervious parking area at the front of th the design of the proposed driveway paver system, and the location of the Grasspathe property.system Based m within the 3980 Home revenue San Diego, CA 92105 a, 619-550- 1700 :� FAX 619-550-1701 CWE 2070538.07 July 2,2009 Page 2 western portion of the proposed driveway,we recommend that the proposed zero-height curb be extended from the southern parking section to the northern property line in order to minimize the potential for infiltrated water to adversely affect the roadway. The curb should extend flush with the Proposed finish grades of the adjacent pavements and be embedded a minimum of 18 inches into the underlying subgrade soils,below the base layer. If you have any questions after reviewing this report,please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING l at— Charles H. Christian, R.G.E. 002 5 CHC:TSW:tsw Troy S. Wilson, P.G. 08000 Distribution: (2)Submitted (1)via email:bn,cP_a :, u , , O 1? �a /t nrnm m �� AZ NO-GE2t5 ' T QYS.WtL { EXP.9-30-09 ,� soy O No'8[30t} • CAOV QUQpFESSI O A7 TgM-NT "5„ �ZruHAEL q9 ENCROACHMENT MAINTENANCE AND REMOVAL COVENANT FOR PROPOSED PCC PAVERS D APN.• 258-342-06 2,1✓ ,r Lu m No. 71651 Z zo '�' INS ALL GRASSPAVE 'BY ,;+ � %�'' li Exp. 12/31/09 INV LL STRUCT(IRES /y!1 vz sTq ct � �tiP i _ _ r ` = 1--�L) FS 152,80 DF CA�IFOP FS 149.6 -_ FS 150.1 �1J FS 150.85 h'CC:DR V _>> SWAY-Tfl. -,BE REPLACED 4WITH i1L EX 5/8" ATER METER d 2.4"°'PAYERS OVER B• O TO BE RE LACED N = W/ I" WATER METER o c IE 51.70 Z FS 149.9 = a FS 149.1 4� U a FS 150,70 FS FS 148.6 15% Joy INSTALL GRAkSPAVE BY 4 / INVISIBLE S RUCTURES / EX WALL TO / TREE TO REMAIN � BE REMOIpj AMID= EXIST 8" VCP TW@FG 152.60 AS NECf, SARY SEWER MAIN �}BW@FG 148.30 / t Ln 6" X 24' PCC 0., N HEIGHT RB EXISTING CMU RET WALL < IN ROW T REMOVED BE , q �` � P Z CON TRUC C-4 MASONRY TW G 352.00 ,' RET INIVG WALL PER SDRSD BW G 147.67 EX FS 153.6 4" AC OVER 6" 8.75 , CLASS II AB REDW D DER INSTALL GRAVELPAV BY FG 153.3 INVISIBLE STRUCTUIfES w FG 147.20 TW FG 151.58 26.3' BW FG 147.25 10.25' 20' 20' EX RAILROAD TIE 40' WALL TO REMAIN PE 1605 PASCO LARET SUIT ER & ASSOCIATES CIVIL ENGINEERING+LAND PLANNING+LAND SURVEYING 535 N Coast Highway 101 Ste A Solana Beach,CA 92075 ph 858.259.8212 fz 858,259.4812 1 plsaengineering.com RECORDING REQUESTED BY AND, ) WHEN RECORDED MAIL TO: 1tN1 EU�r,� 1c lr CITY CLERK , t Ot r,c;E CITY OF ENCINITAS ) I�AE 428 " 505 SOUTH VULCAN AVENUE ) ENCINITAS, CA 92024 ) SPACE ABO� ENCROACHMENT MAINTENANCE AND REMOVAL COVENANT ENCROACHMENT PERMIT NO. A.P.N. -6-J 0 An encroachment permit is hereby granted to the Permittee designated in paragraph one, Attachment "A°, as the owner of the Benefited property described in paragraph two, Attachment"A,"to encroach upon City Property described in paragraph three, Attachment"A" as detailed in the diagram, Attachment"B". Attachments "A" and "B" are hereby incorporated herein by this reference as though fully set forth at length. In consideration of the issuance of this encroachment permit, Permittee hereby covenants and agrees, for the benefit of the City, as follows: 1• This covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees, and assigns of the respective parties. 2. Permittee shall use and occupy the City Property only in the manner and for the ur ose described in paragraph four, Attachment "A". p p 3. By accepting the benefits herein, Permittee acknowledges title to the City pro pe to in the City and waives all right to contest that title. be 4. The term of the encroachment permit is indefinite and may be revoked by the City and abandoned by Permittee at any time. The city shall mail written notice of revocation Permittee, addressed to the Benefited Property which shall set forth the date upon which the benefits of encroachment permit are to cease. 5• City is entitled to remove all or a portion of the improvements constructed by Permittee in order to repair, replace, or install public improvements. City shall have no obligation to pay for or restore Permittee's improvements. 6. Permittee agrees to hold harmless, defend and indemnify from and against all claims demands, costs, losses, damages, injuries, litigation, and liability arising out of or related to the use, construction, encroachment or maintenance to be done by the Permi Permittee's agents, employees or contractors on City Property. ttee or bp6603/08/22/06/gs a bin e 7. Upon abandonment, revocation, completion, or termination, Permittee shall at n o cost to the city, return City Property to its pre-permit condition within the time specified in the notice of revocation or prior to the date of abandonment. 8. If Permittee fails to restore the City Property, the City shall have the right to enter upon the City Property, after notice to the Permittee, delivered at the Benefited Pro e p n restore the City Property to its pre-permit condition to include the removal and �' and destruction of any improvements and Permittee agrees to reimburse the city for the costs incurred. Notice may be given by first class mail sent to the last known address of the Permittee, which shall be deemed effective three calendar days after mailing, or b any other reasonable method likely to give actual notice. y 9• If either party is required to incur costs to enforce the provisions of this covenant, prevailing party shall be entitled to full reimbursement for all costs, including reasonable attorney's fees. 10. Permittee shall agree that Permittee's duties and obligations under this cove lien upon the Benefited Property. Upon 30-day notice, and an o Want are, the City may add to the tax bill of the Benefited Property an opportunity to respond, owing to city by way of this covenant. p y Y past due financial obligation 11. Permittee waives the right to assert any claim or action against the City arising ut of r resulting from the revocation of this permit or the removal of any improvements or any other action by the City, its officers, agents, or employees taken in a manner in accordance with the terms of the permit. 12. Permittee recognizes and understands that the permit may create a Possessory inter est subject to property taxation and that the permittee may be subject to the payment of property taxes levied on such interest. 13. As a condition precedent to Permittee's right to go upon the City Property, e agreement must first be signed by the Permittee, notarized, executed by the City and recorded with the County Recorder of the County of San Diego. The recording fee shall be raid by Permittee 14. Approved and issued by the City of Encinitas, California, this 20�� AGREED AND ACCEPTED akday ofl.., PERMITTEE Dated:- r 47 Dated: Joo(y Do,, (Notarization of PERMITTEE signature is attached) City of Encinitas b p6603/08/22/06/gsa b in e CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of San "�tMc) ss. ;I On before me, _ C11rrr i–}�ry rP,. S , NpaeYy ��b1 e� L. Date Name and Title of Omicer(e.g., Jane Doe,Notary Public") personally appearedb ► �,nr� yany� Name(s)of Signer(s) S! i ! (` ❑personally known to me ' -proved to me on the basis of satisfactory I evidence to be the persory-afi whose name(s)�IS)are ( subscribed to the within instrument and • CHRIST INEADILY9oTROS acknowledged to me that he sh /they executed t' COMM.#1603915 rn the same in his their authorized t W e` ei Notary Public-California y ) SAN DIEGO COUNTY capacity " and that by his their My COMM.EXP.Sept$2009 signature a}on the instrument the person(SI, or ? the entity upon behalf of which the person(sJ- �?! acted, executed the instrument. WITNESS my hand and official seal. Place Notary Seal Above Signature of Notary Pu 333) (` 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. 1 Description of Attached Document Title or Type of Document: �t'1,(^ � � �, A�Y(,AeA-N P o t.fbna.- Document Date:_i�`�1��"� Number of Pages: Signer(s)Other Than Named Above: N P� 1 Capacity(ies) Claimed by Signer Signer's Name: ❑ Individual ❑ Corporate Officer—Title(s): Top or thumb here ❑ Partner—❑Limited ❑General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ) ❑ Other: -1 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 ATTACHMENT"A" TO COVENANT REGARDING ENCROACHMENT PERMIT NO. X98 - c PERMITTEE: JODY ZOVANYI BENEFITED PROPERTY: SOUTH HALF LOT 14 IN BLOCK "J" OF ENCINITAS HIGHLANDS, ACCORDING TO MAP THEREOF NO. 2141, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO OF SAN DIEGO COUNTY, DECEMBER 4, 1928. CITY PROPERTY: PORTION OF RIGHT-OF-WAY ADJACENT TO WESTERN BOUNDARY OF ABOVE REFERENCED PROPERTY. ENCROACHMENT INTO CORNISH DRIVE AVENUE, APPROXIMATELY 400' SOUTH OF MELBA ROAD. PURPOSE- FOR S PRIVATE IMPROVEMENT INCLUDING GRASSPAVE AND REDWOOD HEADER ENCROACHMENT �QQROFESS/py HJCHAE( m No. 71651 L Civi eop CALIF q?oFESsi AT` -ACHMENT 1l3„ k.Qc�4�Zc,HAEL q90 ENCROACHMENT MAINTENANCE AND REMOVAL COVENANT ,` 0 2 FOR PROPOSED WALKWAY AND RETAINING WALL APN.• 258-34,E-p6 w o No. 71651 o rn INS ALL GRASSPAV�* BY Exp. 12/31/09 INV SIBLE STRUC CIVIL FS 152.80 qlF OF CALIF�P� FS 149.6 FS 150.1 FS 150.85 d EX WATER METER 'PCC DRIVEWAY TO BE" � d iY TO BED RELOCATED REPAVED AS 'NECESSAR'/ OUT OF DRIVEWAY Cn FS 149.9 IE J51 70 _ 530-5 O L1L FS 149 1 °FX7Fs•5 , 0 SP O 4X 1 . U FS 148.6 , 16% 11 1/O 2 INSTALL GRA$SPAVE BY .� INVISIBLE STRUCTURES , `-- TRE TO REMAIN W `-EX WALL TW @FG 152.60 TO RE �- BW@FG 148.30 f EXIST 8" VCP SEWER MAIN YI 6" X 16" PCC 0" HEIGHT RB Z moo° ;_r✓ �: 1L. EXISTING CMU PET WAL IN POW TQ BE REMOVED I CON j, UC C-4 MASONRY TW G ,152.00 ; RET N G WALL PER SDRSD BW �% 147.67 � � " < ` EX FS 153.6 4" AC OVER 6" CLASS II AB REDWD - DER` INSTALL GRASSPAVE BY FG 153.3 ! INVISIBLE STRUCT URES / g FG 147.20 / Ln TW FG 151.58 y .26.3' BW FG 147.25 10.25' �,-l..fam r it 1 , r7 20' EX RAILROAD TIE 20, _ WALL TO _REMAIN _ 40' PE 1605 PASCO ENGINEERING (858) 259-8212 535 N. HWY 101, STE. A SOLANA BEACH, CA 92075 ,«awr M State of California s r= CALIFORNIA ALL-PURPOSE County of �` ) CERTIFICATE OF ACKNOWLEDGMENT On before me, personall d (here insert name and title of the officer) Y ppeared //fJf f/y E who proved to me on the basis of satisfactory evidence to be the Person(s) , the within instrument and acknowledged to me tha h p on(s) whose name(Ohre subscribed to authorized capacity(ies), and that b is/ er/their signaturon/they executed the same in is er/their upon behalf of which the person(s)acted,executed the instrument, he instrument the person(s), or the entity I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct WITNESS my hand and official seal. RANCA G.MILLJ" won 01705664 Notary Pubk-CWornW Sn 10111101110 county Si nat u re EM An.6,2011 (Seal) OPTIONAL INFORMATION - Although the information in this section is not required by law, it could prevent fra a udu removal and reattachment of this cknowledgment to an unauthorized document and ma yprove useful to persons relying on the attached document. Description of Attached Document The preceding Certificate of Acknowledgment is attached to a document Method of signer titled/for the purpose of 9 r Identification Proved to me on the basis of satisfactory evidence: L0 form(s)of identification O credible witness(es) containing pages, and dated Notarial event is detailed in notar y journal on: Page# Entry# The signer(s)capacity or authority is/are as: ❑ Individual(s) Notary contact: ❑ Attorney-in-Fact Other ❑ Corporate Officer(s) ❑ Additional Signer(s) ❑ Title(s) Signer(s)Thumbprint(s) ❑ Guardian/Conservator ❑ Partner-Limited/General ❑ Trustee(s) ❑ Other: representing: Name(s)of Person(s)or Entitoes)signer is Representing M71!i ®Copyright 2007 Notary Rotary, 925 29th sty,Des Moines,IA 50312-3612 Form ACK03. 10/07. To3 re-order,„Mop toll-free 1-873.r-349xy>588 of visit us on the Internet at httP ww.notary ota r call toll-free 1-877-349-6588 89or visit us on the Internet at http://W�,W notaryrotary.com PASCO ENGINEERING, INC. WAYNE A.PASCO 535 NORTH HIGHWAY 101, SUITE A R.C.E.29577 SOLANA BEACH, CA 92075 JOSEPH YUHAS (858)259-8212 P.L.S.5211 FAX(858)259-4812 W.JUSTIN SUITER R.C.E.68964 September 18, 2007 PE 1605 Engineering Department City of Encinitas 505 South Vulcan Ave Encinitas, CA 92024 RE: HYDROLOGY AND HYDRAULICS FOR 1075 CORNISH ENCINITAS, CA DRIVE, The purpose of t:lis letter is to address the hydrology associated with a proposed development at 1075 Corni h Drive.ulics of the improvements HYDROLOGY This pro— 'e�a consists of an existing duplex, a guest driveway. The proposed grading for this project will be for sthe construction sheds, and a retaining walls, a new driveway, and grading around the proposed single of new and no drainage patterns will be significantly altered as a result of the Will continue to flow from east to west family residence t as it does in the current condition.grading. Runoff HYD��q ULICS The existing topography and drainage structures are adequate to cor from the rest of the site as they did prior to the proposed work. A n ew desiltation seepage container will be constructed in the front ard. Vey and contain Q�oo Y Eased on the discussion in this letter it is the professional opinion of Inc. that the existing drainage system on the corresponding Grading adequately intercept, contain and convey flow from Pasco Engineering, pc,mts of discharge, an u a 100 year storm to he appropriate to Please call if you have any questions. Sincerely, . OFESS/ON9l MEt �Rd F2 Ban rdolino, RCE 71651 co Senior Designer " r ��. gner c { No. 716,11 cr` 'gin *\ Exp.az4w7 CfV11. N �TFOF CALF PASCO ENGINEERING INC � WAYNE A. PASCO 535 NORTH HIGHWAY 101, SUITE A R.C.E.29577 SOLANq BEACH, CA 92075 JOSEPH YUHAS 259-4,912 12 (X(858)259? P.L.S.5211 W.JUSTIN SUITER R.C.E. 68964 November 15, 2007 PE 1605 Engineering Department City of Encinitas 505 So. Vulcan Avenue Encinitas, CA 92024 To Whom It May Concern: The net change in impervious surface for the project at 10 CA (698-G) is a decrease of 63 square feet. The proposed Cornish Drive, Encinitas, consists of 2,500 square feet. The proposed residence, access propose 3487 square feet of building driveway and flatwork g area. oTY unit, and existing sheds Please call if you have any questions. Regards, i Brian M. Ardolino, RCE 71651 Senior Designer J r; W CHRISTIAN WHEELER ENGINEERING July 2, 2009 Mr. and DFrs.Peter Zovanyi 1035 Cornish Drive C� 2070538.07 Encinitas, California 92024 SUBJECT: PROPOSED DRIVEWAY SECTION, 1075 CORNISH DRIVE, ENCINITAS, CALIFORNIA. References: 1) Report of Preliminary Geotechnical Investigation, Proposed Residential Additions, 1075 Cornish Drive, Encinitas, California,prepared b,.Christian Wheeler Engineering, Report No. 2070538.01,dared September 13,2007. 2) Grading Plan For 1075 and 1075"A"Cornish Drive,perparrd bj'Pasco Engineering, da/edjanuary 2,2008,retiredAugust 1,2008,Drawing No. 698-G. Dear Ladies and Gentlemen: In accordance with request of Mr. Bruce Weigand with Weigand Neglia,we have prepared this letter to address the pavement section for the proposed driveway. We understand that 60 millimeter pavers will be used for the entire driveway,and that the contractor plans to compact 4 inches of Class II miscellaneous base material under the pavers. Although an R-value test was not performed on the subgrade material, we expect that the subgrade soils will provide adequate support for the proposed drivew2v. It is our opinion that the proposed driveway section of 60 millimeter pavers over 4 inches of compacted base will provide adequate support for the proposed driveway if the following recommendations are followed. The subgrade should be scarified to a depth of 12 inches, moisture conditioned to near optimum moisture content,and compacted to 95 percent of the maximum dry density. The base material should also be moisture conditioned to near optimum moisture content and compacted to 95 percent of the maximum dry density. As shown on the referenced grading plan,a zero-height curb {concrete cut-off wall)will be constructed between the existing street and the proposed pervious parking area at the front of the property. Based on the design of the proposed driveway*paver system, and the location of the Grasspave2 system within the 3980 Home Avenue a: San Diego, Ca 92105 m 619-550-1700 a, FAX 619-550-1701 C\t'E 2070538.07 July 2,2009 page 2 western portion of the proposed driveway,we recommend that the proposed zero-height curb be extended from the southern parking section to the northern property line in order to minimize the potential for infiltrated water to adversely affect the roadway. The curb should extend flush with the proposed finish grades of the adjacent pavements and be embedded a minimum of 18 inches into the underlying subgradc soils,below the base later. If you have any questions after reviewing this report,please do not hesitate to contact this office. This Opportunity to be of professional service is sincerely appreciated. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING rl1� L/ at., Charles H. Christian,R.G.E.00215 CHC:-1'3 :tsw Troy S. Wilson,P.G.08000 Distribution: (2)Submitted (1)%ia email:bruceto mcommuniries corn Q� H �pNAL e;f Exp. 3 Of 8 + TROYS.WILSON -t * . No.8WO • * Exr.7-M OF lrr�'' OF CAS. PASCO LARET SUITER A� & ASSOCIATES CIVIL ENGINEERING + LAND PI_ANNiN; I ANC SURVf PING September 25, 2009 PLSA 1605 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA. 92024 RE: ENGINEER'S FINAL GRADING CERTIFICATION FOR GRADING PERMIT NO. 698-G. The grading under permit number 698-G has been performed in substantial conformance with the approved grading plan or as shown on the attached "As Graded"plan. Final grading inspection has demonstrated that lot drainage conforms to the approved grading plan and that swales drain a minimum of 1% to the street and/or an appropriate drainage system. All the Low Impact Development, Source Control; and Treatment Control Best Management Practices as shown on the drawing and required by the Best Management Practice Manual Part lI were constructed and are operational, together with the required maintenance covenant(s). r • _ Engineer of Record �OQRQFCS' S//Oyq Date 1 Q 'L ' 0 1J No. 7165 ° m FxP• 3/6711 Verification by the Engineering Inspector of this fact is done by the In e, crfs . '�`�"e hereon and will take place only after the above is signed and stamped and will not relieve e ngineer of Record of the ultimate responsibility: Engineering Inspector Date Very truly yours, Brian Ardolino, RCE 71 651 Project Engineer 535 N Coast High�sa}' 101 Ste A Solana Beach, California 92075 ph 858.259.8212 fr 858.259.4812 1 plsaengineering.com MID f THE ORIGINAL OF THIS DOCUMENT RECORDING REQUESTED BY AND, WAS RECORDED ON 22,Zoos DOCUMENT NUMBER 2009009-0528164 DAVID L. BUTLER,COUNTY RECORDER WHEN RECORDED MAIL TO: SAN DIEGO COUNTY RECORDER'S OFFICE TIME: 3:59 PM ) CITY CLERK ) CITY OF ENCINITAS ) 505 SOUTH VULCAN AVENUE ) ENCINITAS, CA 92024 ) SPACE ABOVE FOR RECORDER'S USE ENCROACHMENT MAINTENANCE AND REMOVAL COVENANT ENCROACHMENT PERMIT NO. 1(1,�7_ A.P.N.: Q- &4/- n� ., Project No: - CDP An encroachment permit is hereb Exhibit "A", as the owner of the Benefited property described in paragraph y granted to the Permittee designated in p��ap- one, encroach upon City Property described in paragraph three, Exhibit "A", as detailed Exhibit "B"• 9 aph two, Exhibit "A," to Exhibit"A" and "B" are hereby incorporated herein by this reference as though forth at length. In consideration of the issuance of this encroachment permit, m the diagram, covenants and agrees, for the benefit of the City, as follows: fully set p mlt, Permittee hereby 1• This covenant shall run with the land and be binding future owners, encumbrancers, successors, heirs, and assigns of the respective parties. g pon and inure to the benefit of the personal representatives, transferees, 2. Permittee shall use and occupy the City Property only in the man ner and for the purpose described in paragraph four, Exhibit "A". 3. By accepting the benefits herein, Permittee acknowledges title to t he City Property to be in the City and waives all right to contest that title. 4. The term of the encroachment permit is indefinite and may be rev oked by the City and abandoned by Permittee at any time. The city shall mail written notice o Permittee, addressed to the Benefited Property which shall the benefits of encroachment permit are to cease. set forth the date upon which f revocation to 5 City is entitled to remove all or a portion of the improvements c order to repair, replace, or install public improvements. City shall have no obligation to pay for or restore Permittee's improvements. constructed by Permittee in 6- Permittee agrees to hold harmless, defend and indemnif y from demands, costs, losses, damages, injuries, litigation, and liability arising the use, construction, encroachment or maintenance t m and against all claims, Permittee's agents, employees or contractors on City Proe dtone by the Permittee o fated to 7. Upon abandonment, p y. revocation, completion, or termination, Permittee shall the city, return City Property to its pre-permit condition within the time specified in the notice of revocation or prior to the date of abandonment. , at no cost to 8. If Permittee fails to restore the City Property, the City shall have the right to enter upon the City Property, after notice to the Permittee, delivered at the Benefited Property, and restore the City Property to its pre-permit condition to include the removal and destruction of any improvements and Permittee agrees to reimburse the city for the costs incurred. Notice may be given by first class mail sent to the last known address of the Permittee, which shall be deemed effective three calendar days after mailing, or by any other reasonable method likely to give actual notice. 9. If either party is required to incur costs to enforce the provisions of this covenant, the prevailing party shall be entitled to full reimbursement for all costs, including reasonable attorney's fees. 10. Permittee shall agree that Permittee's duties and obligations under this covenant are a lien upon the Benefited Property. Upon 30 notice, and an may add to the tax bill of the Benefited Property an opportunity to respond, the City city by way of this covenant. P Y Y Past due financial obligation owiig to 11• Permittee waives the right to assert any claim or action against the City arising out of or resulting from the revocation of this permit or the removal of any improvements or any other action by the City, its officers, agents, or employees taken in a manner in accordance with the terms of the permit. 12. Permittee recognizes and understands that the permit may create a possessory interest subject to property taxation and that the permittee may be subject to the payment of property taxes levied on such interest. 13. As a condition precedent to Permittee's right to go upon the City Properly the agreement must first be signed by the Permittee, notarized, executed by the City and recorded With the County Recorder of the County of San Diego. The recording fee shall be _aici by Permittee 14. Approved and issued by the City:ofEncinilas, Califor i , this day of 20 Dated: Owner/Perms Owner/Permittee Print Dated: - 3 + Owner rm ature Own rmi ee Print (Notarization of PERMI E ign a is att e Dated:ALVd M ImPeter Cota-Robles Engineering Service Director, City of Encinitas ACKNOWLEDGMENT State of California County of 11 0o } On JVL`7 tL1 Loo° before me, CRor1 J. c�s�.� NoTaR-% Por3Ljc.W/ in se i name and title of the officer) Personally appeared P6TEK- A 7ofl-{ who proved to me on the basis of satisfactory evidence to be the person(s)whose name s /are subscribed to the within Instrument and acknowledged to me that to SWthey executed he same in hi~heir authorized capacity(ies), and that by W,.h6r/their signature(s)on the instrument the person(s), or the entity upon behalf of which the person(s)acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. CAVEM J.n CAt 1EY Co nww* tbti2387 Holory RWc-CaW=W Signature _ (Seal) kin -- -- - t7lAtrComm.DNW�ACup18.201 ATTACHMENT"A" TO COVENANT REGARDING ENCROACHMENT PERMIT NO. PERMITTEE: JODY ZOVANYI BENEFITED PROPERTY: SOUTH HALF LOT 14 IN BLOCK "J" OF ENCINITAS HIGHLANDS, ACCORDING TO MAP THEREOF NO. 2141, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO OF SAN DIEGO COUNTY, DECEMBER 4, 1928. CITY PROPERTY: PORTION OF RIGHT-OF-WAY ADJACENT TO WESTERN BOUNDARY OF ABOVE REFERENCED PROPERTY. ENCROACHMENT INTO CORNISH DRIVE AVENUE, APPROXIMATELY 400' SOUTH OF MELBA ROAD. PURPOSE: FOR PRIVATE IMPROVEMENT INCLUDING DRIVEWAY PCC PAVERS ENCROACHMENT. �oQ?,pFESS/p�ql HAE F2 cc P� "F CALIF Q� VA AE�ESSIpN A 7TACHMENT 11L311 Qc�O 4 9� ENCROACHMENT MAINTENANCE AND REMOVAL COVENANT FOR PROPOSED PCC PAVERS Q,✓J 1_ �J�,-a Z APN.- 258-342-06 w No. 71651 o m INS ALL GRASSPAVE BY R Exp. 12/31/09 a IN SIBLE STRUCTURES CIVIL 1Q -FS FS 152.80 qTF OF CA�ZFOP� FS 149.6 FS 150.1 15%. a ' FS 150.85 4% a'. PCC -VRIV�WA 8E REPLACED •WITH 1Y EX 5/8" ATER METER G 2.4 PhVEIPS,OVER 0i TO BE PEffLACED 2F SAND•OVER ; y W/ 1" WA TEP METER o 4" CLASS II AB T� 153,30 YE Z FS 149.9 X5170 a FS 149.1 .15 .30 U ° FS 1 0,70 ° 'FS- 152.30 FS 148.6 INS TA L L x/11— lO� INVISIBLE SRUCTE BY II URES / EX WALL TO BE REMOVE TREE TO REMAIN AND 'REf� / �- AS NEr" SAP EXIST 8" VCP TWDFG 152.60 / SEWER MAIN �{BW @FG 148.30 / 6" X 24' PCC 0" / -z// N HEIGHT RB Z 1L EXISTING CMU PET WALL - < IN ROW TQ BE REMOVED C) I Ln I k z CON TPUC, C-4 MASONRY TW G 152.00 RET INIlV6 B 147.67 WALL PER SDRSD W G 4" AC OVER 6', B EX FS 153.6 CLASS II AB .75' - REDW OD DER` INSTALL GPAVELPAV BY Q FG 153.3 INVISIBLE STRUCTLf ES FG 147.20 I TW FG 151.58 26.3' BW FG 147.25 20' 20 EX RAILROAD TIE_ WALL TO PEMAIN 40' PE 1605 PASCO LARET SUIT ER & ASSOCIATES CIVIL ENGINEERING+LAND PLANNING+LAND SURVEYING 535 N Coast Highway 1Di Ste A Solana Beach,CA 92075 ph 858.259.8212 1 fz 858.259.4812 1 plsaengineering.com CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of _:�w Z)/e On /,V, &09 before me, A �. 1 CCU y Date p / / personally appeared Here Insert Name and Title of the officer Names)of Signers) who proved to me on the basis of satisfactory evidence to be the person(s) whose names is re subscribed to the in instrument and acknow e/ he/they executed the s e • ged to me that P ty(ies), and that b is a eir signature(s)thoni the ca aci instrument the persons , or the entity upon behalf of =4RANDA which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoin ara ra true and correct. g P 9 ph is WITNESS my hand and official seal. Place Notary Seal Above Signatur Zr- w1olt- OPTIONAL 9nature of Notary P lie Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Signer(s) Other Than Named Above: Number of Pages: Capacity(ies) Claimed by Signer(s) Signer's Name: ❑ Individual Signer's Name: ❑ Corporate Officer—Title(s): ❑ Individual ❑ Partner—❑ Limited ❑ General ❑Corporate Officer—Title(s): ❑ Attorney in Fact ❑ Partner—❑ Limited C� General ❑ Trustee Top of thumb here ❑Attorney in Fact ❑ Guardian or Conservator ❑Trustee Top of thumb here ❑ Other: ❑ Guardian or Conservator ❑ Other: Signer Is Representing: Signer Is Representing:_ ©2007 National Notary Association•9350 De Soto Ave.,P,O.Box 2402•Chatsworth,CA 91313-2402• - - www.NationalNotaryorg Item#5907 Reorder:Call Toll-Free 1-800-876-6827 rr w CHRISTIAN WHEELER- EN G IN EE R ING REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED RESIDENTIAL ADDITIONS 1075 CORNISH DRIVE ENCINITAS, CALIFORNIA SUBMITTED TO: MR.AND MRS. PETER ZOVANYI 1035 CORNISH DRIVE ENCINITAS, CALIFORNIA 92024 SUBMITTED BY: CHRISTIAN WHEELER ENGINEERING 4925 MERCURY STREET SAN DIEGO, CALIFORNIA 92111 4925 Mercury Street + San Diego CA 92111 + 858-496-9760 + FAX 858-496-9758 W CHRISTIAN WHEELER ENGINEERING September 13,2007 X1r. and Mrs. Peter Zovanyi 1035 Cornish Drive CWE 2070538.01 Encinitas, California 92024 SUBJECT: REPORT OF PRELIMINARY GEOTECHNICAL I NVESTIGATION, PROPOSED RESIDENTIAL ADDITIONS 1075 ENCINITAS, CALIFORNIA. CORNISH DRIVE, i Dear Mr. and Mrs. Zovanyi: In accordance with your request and our Proposal dated July 18, 2007 we I investigation for the subject Property. have completed a geotechnical 1 P P ty• In general,we found the subject site suitable Proposed residential additions,provided the recommendations presented herewith to support the are followed. Based on our investigation,we have determined that the area to support north of the existing home and the areas to support the proposed ning wallspnsthelnoral addition to be Portion of the site are underlain by competent terrace deposits that are consider northeastern settlement-sensitive improvements. considered suitable to support The areas to support the proposed garage expansion and the new retaining found to be underlain by terrace deposits that are mantled b, `Fall at the front of the lot were its variable density, the existing residual soil is considered unsuitable relatively thin layer of residual soil. Due to settlement-sensitive improvements. Y1s such,any residual soil that is not removed by yeti planned o support will need to be removed from the area to support the proposed garage expansion y p tied grading structural fill. In addition, footings supporting the new retaining wall to beconsstn constructed t the l front lot will need to extend through the layer of residual soil and be embedded into the O11t of the terrace deposits. Specitic recommendations are presented in the body of the attached 1report.dr` g competent 4925 Mercury Street + San Diego, CA 92111 + 858-496-9760 + FAX 858-496-97 C\)�'E 2070538.01 September 13,2007 Page No. 2 We have also determined that the existing footings are considered suitable to support the proposed additional loads provided the bearing capacity-is limited as discussed in the "Existing Footings"section of this report. The site is located in an area that is relatively free of geologic hazards that will have a significant effect on the proposed construction. The most likely geologic hazard that could affect the site is ground shaking due to seismic activity along one of the regional active faults. However, construction in accordance with the requirements of the most recent edition of the California Building Code and the local governmental agencies should provide a level of life-safety suitable for the type of development proposed. If you have any questions after reviewing this report,please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING Wail Mokhtar, Staff Engineer C harles H. Christian,RGE # 00215 CHC:CRB:scc:wm Curtis R. Burdett, C.E.G. #1090 cc: (1) Submitted (5) Edward M. Eginton,Architect, Inc. �OQ,jk,oFESS/0. p�AL F \ G ,LwQ 2��5 H. Z No.GE215 z m J Na. 1 090 -A U> CERTIFIED * Exp.9-30-09 M * ENGINEERING * GEOLOGIST O> �FO�CHMOP� �P cPJ Exp. 10-08 �Q �T�CFCA1-�FCP� 9TFOF SAL\F��� i TABLE OF CONTENTS j Introduction and Project Description..••••,,,,•,,,• Page ProjectScope........................................................... Findings 1 ....................................................................................... Site Description.................................................... . ...................................3 Existing Foundations...................................... ............................... General Geology and Subsurface Conditions ....................................................4 ................ Geologic Setting and Soil ....................D....e..s..c..r.i.p...t.i.o..n... .....Residual Soil ....... . = ............................................................................................................5 GrouTerrace Deposits................................................................................................................................ ndwater............................................................................ Tectonic Setting .......................................6 g....................................................................................................................................................6 Geologic Hazards................................................ Ground Shaking ...............7 Landslide Potential and Slope Stability......••••••,,,••, Liquefaction..................................................... 7 Flooding............................. 7 Tsunamis 7 Seiches ............................................................ ................................................................................................ Conclusions....................................................... 8 Recommendations........................................... 8 Grading and Earthwork............................................................... 9 General....... 9 ........................................................................................................................................................9 ClearObservation of Grading......................................................................................................................................9 ing and Grubbing.................................................................................................... Site Preparation......................................... 9 Processing of Fill Areas............... 10 Compaction and Method of Filling................................................................................................................10 Surface Drainage......................................... .................................................................................................. Grading Plan Review................................. Foundations......................... 11 Existing Footings...................... ................11 11 New Foundations.......................................................................................................... New Foundation Bearin g Capacity 11 .................................................................................................................11 LaterFooting Reinforcement.....................................................................................................................................11 al Load Resistance....................................................................................................................................12 Settlement Characteristics....................... Expansive Characteristics........................................... 12 Foundation Plan Review ..........12 ...................................................................................................................................12 Foundation Excavation Observation............................................... Soluble Sufates....................................... 12 Seismic Design Parameters ..............................................12 ....................................................... On-Grade Slabs................................................................. ....................................................................13 ........................................13 ........................................................................ Interior Floor Slabs.................................................................................. .........................13 Under-Slab Vapor Retarders— ...................13 .....................................................................14 Exterior Concrete Flartvork...................... ................................................................. Earth Retaining Walls............................ 15 ....................................... Foundations.......................................................................................... .................... ................... ................... .1S 15 C`A'E 2070538.01 Proposed Residential :additions 1075 Cornish Drive, Encinitas, California ' / ' ,! Passive Pressure --_______________________ Equivalent Fluid Pressure,__ ................ 15 " uo6�ub��x�� ____________------------------------�15 } ",cuuu______------___ _ 16 Limitations _----------------------------------�l6 Review, Observation and --------------------------------'/6 } Testing` --� . ' �—_---,------------------- '. . ""cLuo _______ l6 ^ �xuoom------_______� ----17 Profess' nzal Standard-- _---------------------------------l7 � C�cu�o --- . 17 Field Explorations--_----______________� 17 ( Lunor»�/�, ___----______________ ------------1O ! �-------------------------'18 ATTACHMENTS / ' i / / TABLES Table l M Table Il uzinuo�(�rouu6�{cc�rrn6on. Page 7 . �usmicDesign� Pxrxonete/ ,PoQe 12 � FIGlJIkB8 > / Figure 1 Site Vicinity Map, Follows Page 1 PLATES � Plate 1 Site Plan � Plates 2'9 Test Pit Logs Plate lO Laboratory Test Results { nxuc 11 Retaining Wall Gu6druin Z)em8 APPENDICES � Appendix Dc6rcocce Appendix Recommended Grading 8pcci6cu6oua'GcorculProvisions ' (IYE207OS38.01 / / ropo,cdDcxt]ontial AJJi6ou, 1075 Cornish [}ziv,. 2o6ni,n,, California � _ r ] Wi CHRISTIAN WHEELER ENGINEERING r REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION i PROPOSED RESIDENTIAL ADDITIONS 1075 CORNISH DRIVE ENCINITAS C NLIFORNI,-1 INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of a preliminary geotechnical investigation performed for the proposed additions to be constructed at an existing residence located at the address of 1075 Cornish Drive,in the Cardiff-by-the-Sea area of the city of Encinitas, California. Figure Number 1,presented on the following page provides a site vicinity map showing the approximate location of the property. The subject site is a developed, rectangular-shaped residential lot. The property currently su o one- and two-story, single-family residence in the front and a single-stony guest house in th the ar of the ro er P p ty, and other associated improvements. We understand that the main residence will be significantly remodeled. As part of this remodel, a lateral addition will be constructed north of the i home, the existing garage will be expanded to the east, and a new second story-will be constructed over the entire footprint of the home. We expect that the proposed additions will be of wood-frame construction and the lateral additions will be supported by new conventional shallow foundations and will have on-grade concrete floor slabs. The existing foundations will be used to support some i of the new second story-loads;however, some new footings may be required within the footprint of the existing home where new columns may be needed. In addition,retaining walls of up to four feet in height will be constricted adjacent to and north of the proposed garage expansion. Also, a concrete block retaining wall, about four feet high, exists at the front of the property. This wall is severely distressed and it is our understanding that it will be replaced with a new retaining wall. Grading is expected to be limited to cuts of up to about four feet below existing grade in some areas of the site as well as backfilling behind the new replacement retaining wall. I'o assist in the preparation of this report, we were provided with a set of plans for the proposed Project,prepared bY Edward N[. Eginton, .lrchitect, Inc., dared ;1-[ay ), 2007. We were also provided 4925 Mercury Street + San Diego, CA 92111 + 8 5 8-4 6- 9 9760 + FAX 858-496-975g r j SITE VICINITY MAP (.Adapted from Thomas Brothers Maps) r PROPOSED RESIDENTIAL ADDITIONS 1075 CORNISH DRIVE ENCINITAS, CALIFORNIA ITE 114 r ; RED.kLl, n c•I _ �� n I LN F i ' A t t• �AISIW r'' � l �I SI ii 7, I LLJ ,74PK ' 4I el vi v ©SAN Ll Y•LNIS IA _ .?F1 •amnrl r116Ei��ciP� J .-r rL _ k 4 Y � 3 F^ gq�iS^S MaL O K i ; ` �r� 2005 Thomas Bros.Maps rAll L 70538.01 September 2007 Figure 1 CkX E 21070538.01 September 13,2007 Page No. 2 with the grading plan for the project,prepared by Pasco Engineering dated July 10 2007. A co the grading plan was used as a base map for our site plan and geologic ma in Py of i herein as Plate No. 1. PP g> and is included This report has been prepared for the exclusive use of Mr. and Mrs. Peter Zovanyi and their design consultants for specific application to the project described herein. Should the project be changed in any way, the modified plans should be submitted to Christian Wheeler Engineering for review to determine their conformance with our recommendations and to determine if any additional subsurface investigation, laboratory testing and/or recommendations are warranted. Our professional services have been performed,our findings obtained,and our recommendations prepared in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties, express or implied. PROJECT SCOPE Our preliminary geotechnical investigation consisted of surface reconnaissance, subsurface exploration, obtaining representative soil samples,laboratory testing, analysis of the field an laboratory data and review of relevant geologic literature. Our scope of service did not include assessment of hazardous substance contamination,recommendations to prevent floor slab moisture intrusion or the formation of mold within the structure, or any other services not specifically described in the scope of services presented below. More specifically, the intent of this was to: investigation a) Explore the subsurface conditions of the site to the depths influenced by the Proposed construction; b) Evaluate, by laboratory tests and our experience with similar soils, the engineering properties of the various strata that may influence the proposed construction , g including bearing capacities, expansive characteristics and settlement potential; C) Describe the general geology at the site including possible geologic hazards that could have an effect on the proposed construction, and provide the seismic design parameters as required by the most recent edition of the California Building Code; CW E 2070538.01 September 13,2007 s Page No. 3 d) Address potential construction difficulties that may be encountered due to soil conditions,groundwater or geologic hazards, and provide recommendations concerning these problems; e) Determine the embedment depth,width and bearing capacity of the existing foundations to support additional loads, and if necessary,provide recommendations to increase the bearing capacity-of the existing footings that will receive new structural loads; Develop soil engineering criteria for site preparation and grading, as necessary; g) Provide design parameters for restrained and unrestrained retaining walls; h) Recommend an appropriate foundation system for the proposed additions and develop soil engineering design criteria for the recommended foundation design; i) Present our professional opinions in this report, which includes in addition to our conclusions and recommendations, a plot plan, exploration logs and a summary of the laboratory test results. Although a test for the presence of soluble sulfates within the soils that may be in contact with reinforced concrete was performed as part of the scope of our services,it should be understood that Christian Mieeler Engineering does not practice corrosion engineering. If such an analysis is considered necessary,we recommend that the client retain an engineering firm that specializes in this field to consult with them on this matter. The results of these tests should only be used as a de to determine if additional testing and analysis is necessary. line FINDINGS SITE DESCRIPTION The subject site is a developed,rectangular-shaped parcel of land located at the address of 1075 Cornish Drive,in the Cardiff-by-the-Sea area of the city of Encinitas, California. The site has approximately 66x11 feet of frontage along Cornish Drive and is approximately 145 feet deep. The property is bounded the west by Cornish Driyc and on the remainin> P ded on 1 sides by residential properties. The property currently Ck E 2070538.01 September 13,2007 Page No. -} supports none -and tWo-story, single-family-residence with an attached garage in the front a single- ,story guest house in the rear,other associated improvements,including two sheds,in the southest i corner of the site,and various small concrete block site retaining walls of up to about 4 feet in height. One site retaining wall,which is severely distressed,is located at the front of the lot. The remaining retuning walls are located northeast of the main house. A concrete driveway exists along the north side i of the main residence and covers the entire area north of the home. The topography of tine lot is characterized by two relatively-level pads upon which the existing main home and guest house are located. The guest house pad is about 3 feet higher in elevation than the main house pad.The remaining portions of the site slope gently downwards towards the west. Elevations within the site generally range from about 152 feet in the southwest corner to about 157 feet in the northeast comer of the site. Vegetation on-site generally consists of typical residential landscaping with some shrubs and trees. EXISTING FOUNDATIONS Six test pits were excavated adjacent to the perimeter foundations of the existing residence and attached garage in order to determine the dimensions of the existing footings. Within test pit P-2,which was excavated on the northeastern corner of the existing garage, the exposed footing had an approximate embedment of 15 inches and a width of about 12 inches. Within test pit P-3,which was excavate the southeastern side of the garage, the exposed footing had an approximate embedment of 12 excavated on and a width of about 8 inches. Within test pit P-4,which was excavated on the no inches home, the exposed footing had an approximate embedment of 11 inches and a width eof about 2 f the inches. Within test pit P-5,which was excavated on the northwestern side of the home, the ex o footing had an approximate embedment of 12 ' p sed inches and a width of about 12 inches. Within test pit P- 6,which was excavated on the southern side of the home, the exposed footing had an approximate embedment of 18 inches and a width of about 16 inches. Within test pit P-7,which was excavated on the southwestern side of the home, the exposed footing had an approximate embedment of 18 inches and a width of about 14 inches. In general, the footings observed in test pits P-2 through P-5 were founded in the terrace deposits while the footings observed in test pits P-6 and P-7 were founded in residual soil. Both of these soil types are described in the following general geolog section. y GENERAL GEOLOGY AND SUBSURFACE CONDITIONS GEOLOGIC SETTING AND SOIL DESCRIPTION: The subject site is located in tin Coastal Plains Physiographic Province of San Diego County, Based upon the results of our SubsurfaCe CWE 2070538.01 September 13,2007 Page No. 5 explorations and anal]sus of readily available,pertinent geolo is literati project areas are generally underlain b � literature,`°e have found that the y by terrace deposits that are overlain by a relatively- thin layer of residual soil in the southern portion of the house pad, the are garage expansion, and the area to support the new retaining wall at the front of the lot�ltloourhdnot encountered within any of our test pits, the anticipate that there is backfill material associated wgit the existing distressed retaining wall located at the front of the lot. Given the condition o h this material is considered to be unsuitable in its present condition and will need to be removed Ill ! and replaced as structural fill. The materials encountered within our subsurface exploration are described below in order of increasing age. ed RESIDUAL SOIL: A layer of residual soil was encountered within our test pits P-1, P-3 and P-6 through P-8. The residual soil had a thickness of about 1 foot to 2;'2 feet. The ' encountered residual soil generally consisted of light to medium brown to orangish-brown, silty sand (Sl\/l) that was damp to moist. It should be noted that the footings Pits P-6 and P-7 were founded in residual soil that was observed to be medium dense in test consistency. The residual soil below the exposed footings had a thickness of about 6 inche However, the residual soil encountered in our remaining test pits was observed t s to medium dense in consistency. The existing residual soil is expected to possess a w ose expansi o on index and a low to moderate low settlement potential. Although the residual soil encountered below the exposed footings is considered suitable to support the existing foundations, the residual soil encountered within our remaining test pits is con unsuitable in its present condition to support settlement-sensitive improvements, but can be used as structural fill. TERRACE DEPOSITS (Qt): Quaternary-age terrace deposits were encounter concrete 1latwork within our test its P-2, encountered below the and northern portions of the site, and below the dual sod Were excavated in the central aining The encountered terrace deposits are expected to underlie the entiresite. This material test pits. generally consisted of light to medi and medium dense to d um brown to reddish-brown,silty sand (Sly that was moist dense in consistency. The existing terrace deposits are expected to Possess a low expansion index,a low settlement potential, and relatively high strength parameters in their present condition, and are considered suitable to support settlement- sensitive improvements. CkX`E 2070538.01 September 13,2007 Page No. 6 GROUNDWATER: No groundwater was encountered in our subsurface explorations and we do not expect any groundwater related conditions during or after the proposed constriction. However,it should be recognized that minor groundwater seepage problems might occur after construction and I landscaping at a site even where none were present before construction.These are usually minor phenomena and are often the result of an alteration in drainage patterns and/or an increase in irrigation water. Based on the anticipated construction and landscaping,it is our opinion that any seepage problems that may occur will be minor in extent. It is further our opinion that these problems can be most effectively corrected on an individual basis if and when they occur. TECTONIC SETTING:No faults are known to traverse the subject site. However,it should be noted that much of Southern California,including the San Diego County area,is characterized by a series of Quaternary-age fault zones that consist of several individual,en echelon faults that generally strike in a northerly to northwesterly direction. Some of these fault zones (and the individual faults within the zone) are classified as "active"according to the criteria of the California Division of Mines and Geology. ,Active fault zones are those that have shown conclusive evidence of faultin g during g the Holocene Epoch (the most recent 11,000 years). The Division of I\Enes and Geology used the term "potentially active"on Earthquake Fault Zone maps until 1988 to refer to all Quaternary-age (last 1.6 i million years) faults for the purpose of evaluation for possible zonation in accordance with the Alquist- Priolo Earthquake Fault Zoning Act and identified all Quaternary-age faults as "potentially active" except for certain faults that were presumed to be inactive based on direct geologic evidence of inactivity during all of Holocene time or longer. Some faults considered to be"potentially active" would be considered to be"active" but lack specific criteria used by the State Geologist,such as �rsicient� active and ivell-defined. Faults older than Quaternary-age are not specifically defined in Special Publication 42, Fault Rupture Hazard Zones in California,published by the California Division of Mures and Geology. However,it is generally accepted that faults showing no movement during the Quaternary period may be considered to be "inactive". A review of available geologic maps indicates that the active Rose Canyon Fault Zone is located approximately 4 kilometers west of the subject site. Other active fault zones in the region that could possibly affect the site include the Newport-Inglewood Fault Zone to the northwest, the Coronado Bank Fault Zone to the southwest,and the Elsinore and Earthquake Valley Fault Zones to the i northeast. i CWE 2070538.01 September 13, 2007 Page No. 7 GEOLOGIC HAZARDS GROUND SHAKING:A likely geologic hazard to affect the site is ground shaking as movement along one of the major active fault zones mentioned above. The maximum groundt of accelerations that would be attributed to a maximum magnitude earthquake occurring along he near fault segments of selected fault zones that could affect the site are summa ' g nearest razed 'n the following Table I. Fault Zone TABLE I: MAXIMUM GROUND ACCELERATION Distance Maximum Magnitude Maximum Ground Earthquake Rose Canyon 4 Acceleration Ne ort-In lewood 18 km T�Ma rude 0.45 Coronado Bank ?8 7.1 I�1a tulle 0.19 Elsinore Lilian 46 7.1 Ma 7 6 Magnitude'tude 0.18 Earthquake Valle �g� 0.10 6.5 Ma 'tude 0.05 i Probable ground shaking levels at the site could range from slight to moderate, depending' factors as the magnitude of the seismic event and the distance to the epicenter. It is Possible that h site will experience the effects of at least one moderate to large earthquake during he he Proposed improvements. g life of the LANDSLIDE POTENTIAL AND SLOPE STABILITY:As part of this investigation we reviewed the publication, "Landslide Hazards in the Northern Part of the San Diego Area"by Tan, 1995. This reference is a comprehensive >rehensive study g Metropolitan p j that classifies San Diego County into areas of relative landslide susceptibility. According to this publication, the site is located in Relative Landslide Susceptibility Area 3-1,which is considered to be "generally susce tible"to landslidig an includes gentle to moderate slopes. Based on the gently sloping terrain of the site and the com netentd nature of the underlying formational materials,it is our professional opinion that the of P failures within the site is low. p ential for slope LIQUEFACTION: The near-surface soils encountered at the site are not considered susceptible liquefaction due to such factors as soil density, to ty grain-size distribution,plasticity and the absence of shallow groundwater conditions. FLOODING: The site is located outside the boundaries of both the 100-year and the 500-year tloodplains according to the maps prepared by the Federal Emergency Management Agency. CWE 2070538.01 September 13,2007 Page No. 8 r TSUNAMIS: Tsunamis are great sea waves produced by submarine earthquakes or volcanic eruptions. Due to the site's elevation and location, the site is not subject to a tsunami. SEICHES: Seiches are periodic oscillations in large bodies of water such as lakes,harbors,bays or reservoirs. Due to the site's location,it should not be affected b3-seiches. CONCLUSIONS In general, no geotechnical conditions were encountered that would preclude the construction of the proposed residential additions provided the recommendations presented herein are followed. Based on our investigation,we have determined that the project areas are generally underlain by Quaternary-age terrace deposits that are overlain by a relatively thin layer of residual soil in the southern portion of the house pad, the area to support the garage expansion, and the area to support the new retaining wall to be constructed at the front of the lot. We have also determined that the existing footings are considered suitable to support the proposed additional loads provided the bearing capacity is limited as discussed in the "Existing Footings"section of this report. Although the residual soil encountered below the footings exposed in our test pits P-6 and P-7 is considered suitable to support the existing foundations, the residual soil encountered within our remaining test pits is considered unsuitable in its present condition to support settlement-sensitive improvements. As such, any residual soil that is not removed by the planned grading for the area to support the proposed garage expansion will need to be removed and replaced as structural fill. In addition, footings supporting the proposed garage expansion will need to extend through any replaced material and be embedded in the underlying competent terrace deposits. During the replacement of the existing site retaining wall at the front of the lot, any backfill material associated with the existing retaining wall will need to be removed and replaced as structural fill. In addition, footings supporting the replacement retaining wall at the front of the lot will need to extend through the layer of residual soil and be embedded into the underlying competent terrace deposits. Based on our subsurface explorations,we anticipate that the area to support the proposed lateral addition north of the existing home will be underlain by competent terrace deposits that are considered suitable to support settlement-sensitive improvements. However, any disturbed soils CWE 2070538.01 September 13,2007 Page No. 9 resulting from the demolition of the existing flatwork will need to removed and replaced as Structural till. i We anticipate that the cuts for the proposed site retaining walls to be constructed adjacent to and north of the proposed garage expansion will expose competent terrace deposits that are considered suitable to support the proposed retaining walls. I The site is located in an area that is relatively free of geologic hazards that will have a significant effect on the proposed construction. The most likely geologic hazard that could affect the site is ground shaking due to seismic activity along one of the regional active faults. However,construction in accordance with the requirements of the most recent edition of the California Building Code and the local governmental agencies should provide a level of life-safety suitable for the type of development proposed. P RECOMMENDATIONS GRADING AND EARTHWORK GENERAL: All grading should conform to the guidelines presented in Appendix Chapter A33 of the California Building Code, the minimum requirements of the City of Encinitas,and the Recommended Grading Specifications and Special Provisions attached hereto as Appendix B,except where specificall superseded in the text of this report. Prior to grading, a representative of Christian XV'heeler y Engineering should be present at the preconstruction meeting to provide additional grading guidelines, if necessary,and to review the earthwork schedule. OBSERVATION RVATI ON OF GRADING: Continuous observation by the Geotechnical Consultant is essential during the grading operation to confirm conditions anticipated by our investigation, to allow adjustments in design criteria to reflect actual field conditions exposed, and to determine that the grading proceeds in general accordance with the recommendations contained herein. CLEARING AND GRUBBING:Site preparation should begin with the removal of the existing improvements that are designated for removal. This removal should include the foundations for the existing retaining walls to be removed,concrete flatwork, and utilities to be abandoned as well as any vegetation, and other deleterious materials including all significant root material. The resulting organic materials and constriction debris should be disposed of in an appropriate off-site facility. C\vGTF 2070538.01 September 13,2007 Page No. 10 SITE PREPARATION: Site preparation should consist of performing the cuts for the proposed garage expansion, then removing any residual soil that is not removed by the planned cuts and replacing the removed soils as structural fill. In addition, the backfill associated with the existing retaining wall at the front of the lot and any disturbed formational soils resulting from the demolition of the existing concrete flanvork in the area of the proposed lateral addition to the north of the home will need to be removed and replaced as stnictural fill. The removals should extend to contact with the underlying competent terrace deposits. Based on our subsurface explorations, the layer of residual soil in the area of the proposed garage expansion had a thickness of about 2'A_ feet, but may be thicker r in localized areas.The removals should extend at least 5 feet outside area of the proposed garage expansion,or to the property line whichever is less.The bottom of the excavations should be approved by our project geologist, engineer, or technician supervisor prior to placing fills or constructing improvements. PROCESSING OF FILL AREAS:Prior to placing any new fill soils or constricting any new improvements in areas that have been cleaned out and approved to receive fill, the exposed soils should be scarified to a depth of 12 inches,moisture-conditioned,and compacted to at least 90 percent relative compaction. No other special ground preparation is anticipated at this time. COMPACTION AND METHOD OF FILLING:All structural fill and backfill material placed at the site should be compacted to a relative compaction of at least 90 percent of ma xim um dry density as determined by ASTM Laboratory Test D1557. Fills should be placed at or slightly above optimum moisture content,in lifts six to eight inches thick,with each lift compacted by mechanical means. Fills should consist of approved earth material, free of trash or debris,roots,vegetation,or other materials determined to be unsuitable by our soil technicians or project geologist. Fill material should be free of rocks or lumps of soil in excess of twelve inches in maximum dimension. Utility trench backfill within five feet of the proposed additions,driveway and concrete flatwork should be compacted to a minimum of 90 percent of its maximum dry density. SURFACE DRAINAGE: The ground around the proposed lateral additions should be graded so that surface water flows rapidly away from the structures without ponding. In general,we recommend that the ground adjacent to strictures slope away at a gradient of at least two percent. Densely vegetated areas where nuioff can be impaired should have a minimum gradient of at least five percent within the first three feet from the structure. Gutters and downspouts should discharge into controlled drainage devices. CW E 2070538.01 September 13, 2007 Page No. 11 GRADING PLAN REVIEW: The final grading plan should be submitted to this office for review in order to ascertain that the recommendations contained in this report have been implemented, and i that no additional recommendations are needed due to changes in the anticipated development plans. FOUNDATIONS EXISTING FOOTINGS: It is our opinion that the existing footings may be used to support the existing and additional second-story loads;however, the total bearing pressure on the existing footings should be limited to 2,000 pounds per square foot. Where this bearing pressure will be exceeded,it will be necessary to underpin those portions of the existing footings. The underpinned footings should extend through the residual soil and be embedded at least 6 inches into the underlying competent terrace deposits with a minimum embedment of 12 inches below the bottom of the existing footings. Isolated underpinnings should have a minimum width of 24 inches. t NEW FOUNDATIONS: New conventional spread footings supporting the proposed lateral additions and second-story addition should be embedded at least 6 inches into the underlying terrace deposits with an overall minimum embedment of 18 inches below finish pad grade and should have a minimum width of 15 inches. Retaining wall footings should extend through the existing residual soil and be embedded at least 6 inches into the underlying terrace deposits with an overall minimum embedment of 18 inches below the lowest adjacent grade. Isolated and retaining wall footings should have a minimum width of 24 inches. NEW FOUNDATION BEARING CAPACITY:New conventional continuous spread footings with a minimum embedment of 18 inches and width of 15 inches may be designed for an allowable soil bearing pressure of 2,500 pounds per square foot. This value may be increased by 700 pounds per square foot for each additional foot of embedment and 300 pounds per square foot for each additional foot of width up to a maximum of 5,000 pounds per square foot. The bearing value may also be increased by one-third for combinations of temporary loads such as those due to wind or seismic loads. FOOTING REINFORCEMENT:The project structural engineer should provide reinforcement requirements for foundations. However, based on soil conditions,we recommend that the minimum reinforcing for continuous footings should consist of at least one No. 5 bars positioned three inches above the bottom of the footing and one No. 5 bars positioned two inches below the top of the footing. Where new footings abut existing foundations, they should be doweled together as per the recommendations of the project structural engineer. CWE 2070538.01 September 13,2007 Page No. 12 LATERAL LOAD RESISTANCE:Lateral loads against foundations may be resisted bv friction between the bottom of the footing and the supporting soil,and by the passive pressure against the footing. The coefficient of friction between concrete and soil may be considered to be 0.30. The passive resistance may be considered to be equal to an equivalent fluid weight of 350 pounds per cubic foot. This assumes the footings are poured tight against undisturbed soil. If a combination of the passive pressure and friction is used,the friction value should be reduced by one-third. SETTLEMENT CHARACTERISTICS: The anticipated total and differential foundation settlement is expected to be less than about 1 inch and 1 inch in 40 feet,respectively,provided the recommendations presented in our forthcoming report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses, therefore some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. i EXPANSIVE CHARACTERISTICS: The foundation soils are expected to have a low expansive potential. The recommendations presented in this report reflect this condition. i FOUNDATION PLAN REVIEW: The foundation plans should be submitted to this office for review in order to ascertain that the recommendations of this report have been implemented,and that no additional recommendations are needed due to changes in the anticipated construction. FOUNDATION EXCAVATION OBSERVATION: 111 foundation excavations should be observed by a representative of this office prior to the placement of forms or reinforcement in order to verify that the footings have the proper dimensions and that the soil conditions are as anticipated during the formation of our foundation recommendations. SOLUBLESUFATES The water soluble sulfate content was determined in accordance with California Test Method 417 for a representative soil sample from the site. The results of this test indicate that the representative soil sample had a soluble sulfate content of 0.002 percent. Soils with a soluble sulfate content of less than 0.1 percent are considered to be negligible and no special recommendations are needed. CWT_2070538.01 September 13,2007 Page No. 13 SEISMIC DESIGN PARAMETERS Based on our Deterininistic Seismic Hazard analysis, the Maximum Ground Acceleration at the site is estimated to be 0.45 g(based upon a Maximum i�fagnihide Seismic Event of 7.?Magnitude along the Rose Canyon Fault). For structural design purposes,a damping ratio not greater than 5 percent of critical dampening, and Soil Profile Type Sc are recommended (CBC Table 16-J). Based upon the location of the site at approximately 4 kilometers from the Rose Canyon Fault(Type B Fault),Near Source Factors N,equal to 1.10 and N, equal to 1.33 are also applicable.These values,along with other seismically related design parameters from the California Building Code (CBC) 2001 edition,Volume II, Chapter 16,utilizing a Seismic Zone 4 are presented in tabular form below. TABLE II: SEISMIC DESIGN PARAMETERS CBC Chapter 16 Seismic Recommended Table No. Parameter Value 16-I Seismic Zone Factor Z 0.40 16--f Soil Profile Type Sc 16-Q Seismic Coefficient C, 0.40 Na 16-R Seismic Coefficient C,. 0.56 N,: 16-S Near Source Factor N, 1.10 16-T Near Source Factor N,. 1.33 16-U Seismic Source Type B ON-GRADE SLABS GENERAL: It is our understanding that the floor system for the proposed lateral addition and garage expansion will consist of concrete slabs-on-grade. The following recommendations are considered the minimum slab requirements based on the soil conditions and are not intended in lieu of structural considerations. INTERIOR FLOOR SLABS: The minimum floor slab thickness should be four inches (actual) and the slabs should be reinforced with at least No. 3 reinforcing bars placed at 18 inches on center each way. Slab reinforcement should be supported on chairs such that the reinforcing bars are positioned at mid-height in the floor slab. The slab reinforcement should extend into the perimeter foundations at least six inches. The garage slab may be constricted independent of the garage perimeter footings, but the slab and foundation should have a felt strip between them. If the garage slab and footings are constructed monolithically, the slab reinforcement should extend into the perimeter grade beams at least six inches. CkX`E 2070538.01 September 13,2007 Page No. 14 UNDER-SLAB VAPOR RETARDERS:Steps should be taken to minimize the transmission of moisture vapor from the subsoil through the interior slabs where it can potentially damage the interior floor coverings. Local industry-standards typically include the placement of a vapor retarder,such as visqueen,between two,2-inch-thick layers of coarse sand placed directly beneath the concrete slab. This is the most common under-slab vapor retarder system used in San Diego County. The vapor retarder should be at least 15-mil visqueen«Yth sealed seams and should extend at least 12 inches down the sides of the interior and perimeter footings. The sand should contain less than 100.%passing the Number 100 sieve and less than 5°,o passing the Number 200 sieve. Although the system described above has historically performed adequately, national standards for the installation of vapor retarders below interior slabs are changing as evidenced in currently published standards including ACI 302, "Guide to Concrete Floor and Slab Construction"and ASTM E1643, "Standard Practice for Installation of Water Vapor Retarder Used in Contact with Earth or Granular Fill Under Concrete Slabs". Rather than placing the vapor retarder between the two sand layers, both of these standards recommend placing the sand capillary break layer onto the subgrade with a vapor retarder placed above the sand and the concrete placed directly onto the vapor retarder. There are advantages and disadvantages to each of these installation procedures. An advantage to placing concrete directly onto a vapor retarder is that it eliminates the layer of sand between the slab and vapor retarder. This layer of sand typically contains moisture prior to the placement of concrete and can receive more moisture during the curing and construction processes. This moisture can be retained in the sand layer for an extended period of time until the concrete moisture decreases to the point at which the excess sand moisture is absorbed by the concrete and transmitted up through the slab. This process can take many months depending upon the environmental conditions. One disadvantage to placing concrete directly onto a vapor retarder is that removing the sand layer from directly beneath the concrete restricts the ability of the concrete to lose moisture on both the top and bottom surfaces during the initial curing period. Variations in the drying rate between the top and bottom surfaces can result in increased concrete cracking, curling, and other finishing issues. The drying rate differences and their potential side effects can be minimized, however,with suitable finishing and curing procedures. Recognizing the stated benefits and limitations of these standard below-slab vapor retarder systems, the owner and designer should select the system that they believe is most suitable for this project CWE 2070538.01 September 13,2007 Page No. 15 considering the construction schedule and planned floor coverings. It should be understood that neither of the described systems provides a "waterproof barrier". It should also be understood that slab concrete contains free water and should be allowed to reach equilibrium in an environment similar to that anticipated in the completed structure prior to installing floor coverings. We recommend that the flooring installer perform standard moisture vapor emission tests prior to the installation of all moisture-sensitive floor coverings in accordance with ASTM F1869 "Standard Test Method for Measuring Moisture Vapor Emission Rate of Concrete Subtloor Using Anhydrous Calcium Chloride". EXTERIOR CONCRETE FLATWORK Exterior slabs should have a minimum thickness of four inches. Reinforcement should be placed in exterior concrete flatwork to reduce the potential for cracking and movement. Control joints should be placed in exterior concrete flatwork to help control the location of shrinkage cracks. Spacing of control joints should b 1 e in accordance«7th the American Concrete Institute specifications. Where patio slabs,walkways and porch slabs abut perimeter foundations, they should be doweled into the footings. EARTH RETAINING WALLS FOUNDATIONS: Foundations for proposed retaining walls should be constructed in accordance with the recommendations for shallow foundations presented previously in this report. PASSIVE PRESSURE:The passive pressure for the anticipated foundation soils may be considered to be 350 pounds per square foot per foot of depth. This pressure may be increased by one-third for seismic loading. coefficient o g f faction for concrete to soil may be assumed to be 0.30 for the resistance to lateral movement. kVhen combining frictional and passive resistance the friction should be reduced by one-third. EQUIVALENT FLUID PRESSURES: The equivalent fluid pressure for the design of "unrestrained" and "restrained"earth retaining structures with level backfill may be assumed to be equivalent to the pressure of a fluid weighing 35 and 55 pounds per cubic foot, respectively. These pressures do not consider any other surcharge. If any other loads are anticipated, the Geotechnical Consultant should be contacted for the necessary increases in soil pressures. These values assume a drained, non-detrimentally expansive (E.I.<50) backfill condition. CWE 2070538.01 September 13,2007 Page No. 16 WATERPROOFING AND SUBDRAIN: WateLproofing details should be provided by the project architect. A suggested wall subdrain detail is provided on the attached Plate Number 11. We recommend that the Geotechnical Consultant be requested to observe all retaining wall subdrains to I verify proper construction. i BACKFILL: _ill backfill soils should be compacted to at least 90 percent relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the masonry has reached an adequate strength. LIMITATIONS REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the Geotechnical Engineer and Engineering Geologist so that they may review and verify their compliance with this report and i with the California Building Code. It is recommended that Christian Wheeler Engineering be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of constriction. UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in thus report that may be encountered during site development should be brought to the attention of the Geotechnical Engineer so that he may make modifications if necessary. C\XB 2070538.01 September 13,2007 Page No. 17 j CHANGE IN SCOPE i This office should be advised of anN-changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. It should be verified in writing if the recommendations are found to be appropriate for the proposed changes or our recommendations should be modified by a written addendum. TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however,occur with the passage of time,whether they are due to natural processes or the work of man on this or adjacent properties. In addition,changes in the Standards-of-Practice and/or Government Codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. PROFESSIONAL STANDARD In the performance of our professional services,we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys,and explorations are made,and that our data,interpretations,and recommendations are based solely on the information obtained by us. We will be responsible for those data,interpretations, and recommendations,but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only,and no warranty of any kind whatsoever,express or implied,is made or intended in connection with the work performed or to be performed by us,or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. CLIENT'S RESPONSIBILITY It is the responsibility of the Client, or their representatives, to ensure that the information and recommendations contained herein are brought to the attention of the structural engineer and architect for the project and incorporated into the project's plans and specifications. It is further their CWE 2070538.01 September 13,2007 Page No. 18 responsibility to take the necessary measures to insure that the contractor and his subcontractors carry out such recommendations during construction. FIELD EXPLORATIONS Eight subsurface explorations were made on August 8, 2007 at the locations indicated on the attached Plate Number 1. These explorations consisted of test pits excavated manually. The I , fieldwork was conducted under the observation of our engineering geology personnel. { The explorations were carefully logged when made. The test pit logs are presented on the following Plate Numbers 2 through 9. The soils are described in accordance with the Unified Soils Classification System. In addition,a verbal textural description, the wet color, the apparent moisture and the density or consistency are provided. The density of granular soils is given as very loose, loose,medium dense,dense or very dense. The consistency of silts or clays is given as either very soft, soft,medium stiff, stiff,very stiff, or hard. Disturbed and "relatively undisturbed" chunk samples of typical and representative soils were obtained and transported to our laboratory for testing. LABORATORY TESTING Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTNv test methods or suggested procedures. A brief description of the tests performed is presented below: a) CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. b) MOISTURE-DENSITY: In-place moisture contents and dry densities were determined for representative soil samples. This information was an aid to classification and permitted recognition of variations in material consistency with depth. The dry unit weight is determined in pounds per cubic foot, and the in-place moisture content is determined as a o ercenta e of the soil's P g y d -weight. The r r g exults are summai7zed u1 the test pit logs. C\y-E 2070538.01 September 13,2007 Page No. 19 c) MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST: i The maximum dry density and optimum moisture content of a sample of the on-site soil j was determined in the laboratory in accordance with.kST_1%1 Standard Test D-1557, Method A. The results of this test are presented on Plate No. 10. i d) DIRECT SHEAR TEST:A direct shear test was performed to determine the failure envelope of a representative sample of the on-site soil based on yield shear strength. The shear box was designed to accommodate a sample having a diameter of 2.375 inches or 2.50 inches and a height of 1.0 inch. Samples were tested at different vertical loads and a saturated moisture content. The shear stress was applied at a constant rate of strain of approximately 0.05 inch per minute. The results of this test are presented on Plate No. 10. i e) SOLUBLE SULFATES:The soluble sulfate content was determined for a sample of soil likely to be present at the foundation level.The soluble sulfate content was determined in accordance with California Test Method 417. The results are presented on Plate No. 10. i IX WATERI,MAIN— 'NS ALL CAA ,IV IDLE S FS FS E IFS 1`_3 MASONRY EX W 1* LL PEA SOPSO V&F AELOCA QRIVEj E2 FS . 0 FS � 2 FS f I Z °C TREE TO R O TW@FG BW@FG 7NRY $ EXIST B' VCP SEWER M47N 7 SOPSD 6" FEIGNT X 16 PCC O' I9 R9 EXISTING CrA/PE7 $ .01 0 r BE Fe I i TW@FG . BWL�G 4"AC OVER 6"� CLASS IT AB INSTALL GRASSPAVEIBY 33.3' INVISIBLE STPUCT,TS FG 14 ' TW@FG 1 BW@FG 1 1 i 20 a e0, I� WOE I r CWE LEGEND BACKFILL UNDERLAIN BY TERRACE DE- t TERRACE DEPOSITS I''8 8 APPROXI.NLATE TEST PIT LOCATION; GEOLOGIC CONTACT )VANYI ADDITIONS SITE PI sir' SER 3gp7 JOB ti0.: 30%0538.01 ��� 1 IR l�I f \N �'�I If l H I� JDs i LOG OF TEST PIT NUMBER P-1 Date Excavated: 8/8/3007 Equipment: Hand Tools Logged by: DF Existing Elevation: 157.0 feet Project Manager: CHC ' Finish Elevation: 154.0 feet Depth to Water: N/A Drive\Veight: N/A r O SUiN11\LNRY OF SUBSURFACE CONDITIONS z y � a; zz o x Residual soil:Light to medium brown,moist,loose to t:l; 1 medium dense,SILTY SAND (S\I),very fine to medium-grained, i with roots.Becomes medium dense at 1.5 feet. 2 t-K 7.1 113.4 3 Terrace Deposit_ s (Qt).Medium reddish-brown,moist, medium dense,SILTY SAND (SiNI),very fine to medium-grained. 4 � C;K 59 113.5 Test pit terminated at 4 feet.No groundwater or seepage. 5 6 7 8 9 10 PROPOSED RESIDENTIAL ADDITIONS 1075 Cornish Drive, Encinitas, California CHRISTIAN WHEELER BI': ��1I D,�iTE: � September 2007 JOB NO. : 20 70538 PLA'T'E NO.: 2 LOG OF TEST PIT NUMBER P-2 j Date Excavated: 8/8/2007 I Logged bv: DF Equipment: Hand Tools Project i\fanager: CHC Existing Elevation: 154.0 feet � Finish Elevation: 154.0 feet Depth to Water: N/A Drive Weight: N/A v O v O y x � x SUNINLARY OF SUBSURFACE CONDITIONS Q � 0.71C H 3 inches of concrete flatwork. 1 Terrace Deaosits QpO Medium orangish-brown,moist, CK 7.2 114.0 medium dense to dense,SILTY SAND (SN\ ,very-fine to 2 medium-grained. CK 8.1 120? 3 Test pit terminated at 2.5 feet. No groundwater or seepage. 4 5 6 7 8 9 10 PROPOSED RESIDENTIAL ADDITIONS 1075 Cornish Drive, Encinitas, California CHRIS HAN \�l IEELER BY": \�JI I N �� � �� i i it i u r, D-A'TE: September 200' JOB NO. : 2070538 PLATE NO.: 3 i LOG OF TEST PIT NUMBER P-3 rJEquipment:te Excavated: 8/8/2007 Logged bv: DF Hand Tools Project Manager: CHC sting Elevation: 154.0 feet Finish Elevation: Depth to Water: N/A 151.0 feet Drive Weight: N/A S_1MITH"; u O 00 Slii�i1�1 CRY OF SUBSURF 10E CONDITIONS a 2 O +r n y L i Ln � Z V) Residual soil:Light brown,damp,loose,SILTY SAND (SCI) CK 5.8 112.7 1 ve ,fine to medium-grained.Abandant roots. Terrace Deposits(Ot)•Light brown to orangish-brown,moist, 2 medium dense,SILTY SAND (SNl,very fine to medium-grained, CK i Test pit terminated at 2 feet. No groundwater or seepage. 3 i 4 5 6 i 7 8 9 10 ' PROPOSED RESIDENTIAL ADDITIONS 1075 Cornish Drive, Encinitas, California CHRIS-HAN WHEEUR BY: ��11 `' ` u i i is DATE: September 2007 JOB NO. : 2070538 PLATE NO.: 4 i I LOG OF TEST PIT NUMBER P-4 Date Excavated: 8/8/2007 Equipment: Nand Tools Logged by: DF Existing Elevation: 154.0 feet Project Manager: CHC Finish Elevation: 154.0 feet Depth to Water: N/A Drive XVeight: N/A n u .. o � Y SL'�11vLARY OF SUBSURFACE CONDITIONS z U z z V) 2.5 inches of concrete flatwork. 1 Terrace Deposits (Ot)• A1edium orangish-brown,moist, CK 4.8 167 ti5 medium dense to dense,SILTY SAND (S\I),very fine to CK 4.5 DS 2 medium-grained. AID Test pit terminated at 2 feet. No groundwater or seepage. i 3 4 5 6 7 8 i 9 �r 10 PROPOSED RESIDENTIAL ADDITIONS 1075 Cornish Drive, Encinitas, California CHRISTI AN WHEELER BY: `�I ) N , D.VTE: Septemher 2407 )OB NO. : 207(-)538 PL_1TE NO.: 5 i LOG OF TEST PIT NUMBER P-5 Date Excavated: 8/8/2007 i Logged by: DF Equipment: Hand Tools Existing Elevation: 153.5 feet Project Manager: CHC Depth to Water: N/A Finish Elevation: 153.5 feet Drive Weight: N/ � SANIPLFS I � C a w z C w E� o SUIVINIARY OF SUBSURFACE CONDITIONS a Z pz � � SCC � CC„ rs O x 2 to 3 inches of concrete flatwork. 1 Terrace Deposits (Qt)•Light orangish-brown,moist, t h i medium dense to dense,SILTY SAND (SCI),very fine to 2 medium-grained.Becomes dense at 2 feet. CK F114.8 1 3 Test pit terminated at 2.5 feet.No groundwater or seepage. 4 5 i i 6 7 8 9 r 10 PROPOSED RESIDENTIAL ADDITIONS 1075 Cornish Drive, Encinitas, California Cf IRl�II,�N �VLIEEL.ER BY: XX3I D:1'IE: September v `' I `'� 1 1. k i u r. :00, JOB NO. : G 20,0538 IPL.\'I'E NO.: I I LOG OF TEST PIT NUMBER P-6 Date Excavated: g/g/_'007 SAINIPLFS Equipment: Logged by': DF Hand Tools Existing Elevation: 153.7 feet Project Manager: CHC Finish Elevation: Depth to Water: N/A 153.7 feet Drive Weight: N/A � O FL, O SUI TNUN RY OF SUBSURFACE CONDITIONS W � -r' � a z U W � � Q Residual soil:Light brown,moist,loose to medium dense, 1 SILTY SAND (S1\1),very fine to medium-grained,with roots. CN 6,7 114.0 Becomes medium dense at 1 foot. 2 Terrace Deposits (Qt)-Medium brown to orangish-brown, 3 moist,medium dense,SILTY SAND (S,\]),very fine to medium C1` grained. 8.6 111.9 4 Test pit terminated at 4 feet.No groundwater or seepage. 5 6 7 8 9 10 PROPOSED RESIDENTIAL ADDITIONS 1075 Cornish Drive, Encinitas, California C1 iRISl1.-iN \N11EELER BY: ��G\I i N ' I N i i it i DATE: September 2007 OB NO. : 20"0538 PLATE NO.: i LOG OF TEST PIT NUMBER P-7 Date Excavated: 8/8/2007 Logged by: DF Equipment: Hand Tools Project Manager: CHC Existing Elevation: 153.5 feet Depth to Water: N/A Finish Elevation: 153.5 feet Drive Weight: N/A S.\\IN,I:S u C SU�Ii�L1RY OF SUBSURFACE CONDITIONS o z >1 w c x Residual soil:Light brown,moist,loose to medium dense, 1 SILTY SAND (Sl),very fine to medium-grained,with roots. (- 3.1 112.4 i i 2 Terrace Deposits (pt�Light brown to orangish-brown, 3 moist,medium dense,SILTY SAND (SNI),very fine to medium t-K 4? U)4.5 rained.Becomes dense at 3 feet. 4 Test pit terminated at 3.5 feet.No groundwater or seepage. 5 6 7 8 9 10 PROPOSED RESIDENTIAL ADDITIONS 1075 Cornish Drive, Encinitas, California CFIR I-STIAN' �k HEELER BY: `ti�I DATE: September 200 JUB NO. : 20-0538 PL_\T'E NO.: 8 LOG OF TEST PIT NUMBER P-8 Date Excavated: 8/8/2007 Equipment: Logged by: DF Hand Tools Project Manager: CHC Evsting Elevation: 1-48.0 feet Finish Elevation: Depth to Water: N/A 148.0 feet Drive Weight: N/A O SAMPLFS O U O 94 O SU1NM\RY OF SUBSURFACE CONDITIONS Residual ual soil:Light orangish-brown,damp,loose to medium dense 1 SILTY SAND S,\ ,very fine to medium- rained.With concrete debris. Terrace Deposits (_ Ot).LNIedium orangish-brown,moist,medium CK 6? 134.1 2 dense to dense,SILTY SAND(SCI),very fine to medium-grained, Test pit terminated at 1.5 feet. No groundwater or seepage. 3 4 5 6 7 8 9 10 PROPOSED RESIDENTIAL ADDITIONS 1075 Cornish Drive, Encinitas, California CHRIti7L�N ��HEEL, BY: ��1I DATE: September 2007 JOB NO. : 2070538 PL_A1E NO.: 9 LABORATORY TEST RESULTS PROPOSED RESIDENTLIL ADDITIONS 1075 CORNISH DRIVE ENCINIT,-1S C.\I.IFORNIA MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT (ASTM D1557) Sample Location: Test pit P-4 @ 0.25'-2' Sample Description: Reddish-brown,SM Maximum Density-: 131.5 pcf Optimum Moisture: 8.3 °,o i DIRECT SHEAR (ASTM D3080) Sample Location: Test pit P-4 @ 0.25'-2' i Sample Type: Remolded to 90 Friction_angle: 29 Cohesion: 150 psf I SOLUBLE SULFATES (CALIFORNIA TEST 417) Sample Location Test pit P-4 @ 0.25'-2' Soluble Sulfate 0.002% (SO{) i (:At f: 207 538.01 Septeinber 2007 N I late No. lo i f ; i i fl ' 6-f h Minimum 1 :Slope Min mum I i 6-inch I Max. f 3/4 inch Crushed Rock or AIiradrain 6000 or Equivalent � Waterproof Back of Wall Per_architect's Specifications 12" Top of Ground or Concrete Slab i Geofabric Between - e Rock and Soil 6-inch Minimum Minimum 4-inch Diameter Perforated Pipe PVC Schedule 40 i ii RETAINING WALL i SUBDRAIN DETAIL No Scale PROPOSED RESIDENTIAL ADDITIONS 1075 CORNISH DRIVE ENCINITAS,CALIFORNIA VI.1t(j R) ' Ila 1.1 1)x1 I". C. (-Al.II-(wN1.A v^I I I ._ - -- 1'1.,\"1'1( - _ II CXVE 2070538.01 September 13, 2007 Appendix A i I REFERENCES i r Anderson, J.G.;Rockwell, R.K. and Agnew,D.C., 1989, Past and Possible Future Earthquakes of Significance to the San Diego Region,Earthquake Spectra,Volume 5,No. 2, 1989. Blake,T.F.,2000,EQFAULT,A Computer Program for the Estimation of Peak Horizontal Acceleration from 3-D Fault Sources,Version 3.0,Thomas F.Blake Computer Services and Software,Thousand Oaks, California. Boore,David M.,Joyner,William B., and Fumal,Thomas E., 1997,"Empirical Near-Source Attenuation Relationships for Horizontal and Vertical Components of Peak Ground Acceleration,Peak Ground Velocity,and Pseudo-Absolute Acceleration Response Spectra",in Seismological Research Letters,Volume 68,Number 1,January/February 1997. California Division of Mines and Geology, 1997, "Guidelines for Evaluating and Mitigating Seismic Hazards in California",CDMG Special Publication 117. Countywide Flood Insurance Rate Map,Map No. 06073C1041 F(panel 1041F of 2375),prepared by the Federal Emergency Management Agency,effective date June 19, 1997. i California Division of Mines and Geology, 1998,Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada. Jennings, C.W., 1975, Fault Map of California, California Division of Mines and Geology, Map No. 1,Scale 1:750,000. Kennedy, M.P., 1975,Geology of the San Diego Metropolitan Area, California; California Division of Mines and Geology,Bulletin 200. Tan,S.S., 1995,Landslide Hazards in the Northern Part of the San Diego Metropolitan Area,San Diego County, California, California Division of Mines and Geology Open-File Report 95-03. Kern, P., 1989, Earthquakes and Faults in San Diego County, Pickle Press, 73 pp. Wesnousky, S.G., 1986, "Earthquakes, Quaternary Faults, and Seismic Hazards in California," in Journal of Geophysical Research, Volume 91,No. B12,pp 12,587 to 12,631, November 1986. CWE 2070538.01 September 13, 2007 .Appendix B- 1 RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS PROPOSED RESIDENTLAL.-ADDITIONS 1075 CORNISH DRIVE ENCINI1_1S CALIFORNIA GENERAL INTENT The intent of these specifications is to establish procedures for clearing,compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary geotechnical investigation report and/or the attached Special Provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication s' by the Geotechnical Engineer. ngned OBSERVATION AND TESTING Christian Wheeler Engineering shall be retained as the Geotechnical Engineer to observe and test the i earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules,changes and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations, the Geotechnical En n shall be contacted for further recommendations. gn eer If,in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil unacceptable moisture content, inadequate compaction, adverse weather, etc. constriction should be stopped until the conditions are remedied or corrected or he shall recommend ' rejection of this work. Tests used to determine the degree of compaction should be performed in accordance With the following :American Society-for Testing and Materials test methods: CWE 2070538.01 September 13, 2007 Appendix B - 2 Maximum Density-& Optimum Moisture Content-ASTM D-1557-91 Density'of Soil In-Place - ASTM D-1556-90 or ASTNI D-2922 i All densities shall be expressed in terms of Relative Compaction as determined by the foregoing AST-.,%I testing procedures. PREPARATION OF AREAS TO RECEIVE FILL i All vegetation, brush and debris derived from clearing operations shall be removed,and legally disposed of. i All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. r After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for die specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soil which possesses an in-situ density of at least 90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soil. The lower bench shall be at least 10 feet wide or 1-1/2 times the equipment width,whichever is greater,and shall be sloped back into the hillside at a gradient of not less than two (2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water i lines. Anv buried structures or utilities not to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. All water wells which will be abandoned should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 CWE 2070538.01 September 13, 2007 Appendix B - 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and/or a qualified Structural Engineer. i FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient tine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non-structural fills is discussed in the geotechnical report,when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of i CW'E 2070538.01 September 13, '007 Appendix B - 4 two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over-built and cut- back to finish contours after the slope has been constructed. Slope compaction operations shall result in all i fill material six or more inches inward from the fmished face of the slope having a relative compaction of at least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be surficiall y-stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems i arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding,joints or fault planes are encountered during grading, these conditions shall be i analyzed by the Engineering Geologist and Geotechnical Engineer to determine if mitigating measures are necessary. / Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of the controlling governmental agency. ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. I CWE 2070538.01 September 13, 2007 Appendix B - 5 1 SEASON LIMITS j Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, tilling operations shall not be resumed until the proper moisture content and density of the fill materials can achieved. Damaged si ac conditions resulting from weather or acts of God shall be repaired before � acceptance of work. i RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper twelve in should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the American Society of Testing Materials (ASTIvi) Laboratory Test D4829-95. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over six inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material are provided by the Geotechnical Engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. i i f i L ~ # 2008-0044839 il1111111114il 11,11 11111 11,1111111 VIII 111111111111111 Bill 11111 P 2008 4:28 +n RECORDING REQUESTED BY AND, ) JAN 29, M W WHEN RECORDED MAIL TO: ) uFFICL�.L RECrRCr 6 ) 4'1 �J!E�r COiJPiT`;'RECI iRC:ER'S IFFICE EGC1R) J. 'MITH:C:uUt-J YRECL"RDER CITY CLERK SEE., �J I III PAGES: 6 CITY OF ENCINITAS ) 505 SOUTH VULCAN AVENUE ) I lllill llli}11111111111[iii hill 11111 Hill Hill 11111 Viii 11111 Hill 11111 oil 1111 ENCINITAS, CA 92024 ) SPACE ABOVE run KcuuKucK s uz>t ENCROACHMENT MAINTENANCE AND REMOVAL COVENANT ENCROACHMENT PERMIT NO. x..98 /°E A.P.N. 256 -C? -06 J An encroachment permit is hereby granted to the Permittee designated in paragraph l� one, Attachment"A", as the owner of the Benefited property described in paragraph two, Attachment"A," to encroach upon City Property described in.paragraph three, Attachment"A", as detailed in the diagram, Attachment"B". Attachments "A" and "B" are hereby incorporated herein by this reference as though fully set forth at length. In consideration of the issuance of this encroachment permit, Permittee hereby covenants and agrees, for the benefit of the City, as follows: 1. This covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees, and assigns of the respective parties. 2. Permittee shall use and occupy the City Property only in the manner and for the purpose described in paragraph four, Attachment"A". 3. By accepting the benefits herein, Permittee acknowledges title to the City Property to be in the City and waives all right to contest that title. 4. The term of the encroachment permit is indefinite and may be revoked by the City and abandoned by Permittee at any time. The city shall mail written notice of revocation to Permittee, addressed to the Benefited Property which shall set forth the date upon which the benefits of encroachment permit are to cease. 5. City is entitled to remove all or a portion of the improvements constructed by Permittee in order to repair, replace, or install public improvements. City shall have no obligation to pay for or restore Permittee's improvements. 6. Permittee agrees to hold harmless, defend and indemnify from and against all claims, demands, costs, losses, damages, injuries, litigation, and liability arising out of or related to the use, construction, encroachment or maintenance to be done by the Permittee or Permittee's agents, employees or contractors on City.Property. bp6603/08/22/06/gsabine 7. Upon abandonment, revocation, completion, or termination, Permittee shall, at no cost to the city, return City Property to its pre-permit condition within the time specified in the notice of revocation or prior to the date of abandonment. 8. If Permittee fails to restore the City Property, the City shall have the right to enter upon the City Property, after notice to the Permittee, delivered at the Benefited Property, and restore the City Property to its pre-permit condition to include the removal and destruction of any improvements and Permittee agrees to reimburse the city for the costs incurred. Notice may be given by first class mail sent to the last known address of the Permittee, which shall be deemed effective three calendar days after mailing, or by any other reasonable method likely to give actual notice. 9. If either party is required to incur costs to enforce the provisions of this covenant, the prevailing party shall be entitled to full reimbursement for all costs, including reasonable attorney's fees. 10. Permittee shall agree that Permittee's duties and obligations under this covenant are a lien upon the Benefited Property. Upon 30-day notice, and an opportunity to respond, the City may add to the tax bill of the Benefited Property any past due financial obligation owing to city by way of this covenant. 11. Permittee waives the right to assert any claim or action against the City arising out of or resulting from the revocation of this permit or the removal of any improvements or any other action by the City, its officers, agents, or employees taken in a manner in accordance with the terms of the permit. 12. Permittee recognizes and understands that the permit may create a possessory interest subject to property taxation and that the permittee may be subject to the payment of property taxes levied on such interest. 13. As a condition precedent to Permittee's right to go upon the City Property, the agreement must first be signed by the Permittee, notarized, executed by the City and recorded with the County Recorder of the County of San Diego. The recording fee shall be paid by Permittee. 14. Approved and issued by the City of Encinitas, California, this akday ofl , 20 AGREED AND ACCEPTED PERMITTEE Dated: Joo(, Dated: AkA 3a�% ����o✓o( 2ov4hy (Notarization of PERMITTEE signature is attached) City of Encinitas All -IV bp6603/08/22106/gsabine CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT 3 State of California �> ss. It County of San "�!)T50 N On , before me, ����5��cu �R" SOS , ND�e�`'� �►b�Name and Title of Officer(e.g.,"Jane Doe.Notary Public") Date ism - personally appeared Name(s)of Signer(s) ❑personally known to me ( proved to me on the basis of satisfactory I evidence to be the persorg-f# whose named is re ) subscribed to the within instrumen and CNRISTINEADLYSOTROS acknowledged to me that he oh /they executed (; 014y COMM.#1603915 m the same in his their authorized Notary Public-Califomia w SAN DIEGO COUNTY capacity iP }, and that by his er their Comm.Exp.Sept 2,2009 signature„(.4)on the instrument the person(sy, or the entity upon behalf of which the person(bl acted, executed the instrument. I N WITNESS my hand and official seal. r; ri ( Signature of Notary Pu � � Place Notary Seal Above g ry ) �I (, OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the documentj� I, and could prevent fraudulent removal and reattachment of this form to another document. ('> Description of Attached Document Title or Type of Document: 1�Q3�C�n �. A.�(1-�Ql(�Q^I+ 'LQ. �� .u�c►"�/aA1 aCbM'� Document Date: Yj..�U1\'2Q c� Number of Pages: 2 Signer(s) Other Than Named Above: N /� Capacity(ies) Claimed by Signer Signer's Name: ❑ Individual rTopthumb here ❑ Corporate Officer—Title(s): ❑ Partner—❑Limited ❑General ❑ Attorney in Fact ❑ Trustee O Guardian or Conservator ❑ Other: Signer Is Representing: ' 0 1997 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth;CA 91313-2402 Plod.No.5907 Reorder:Call Tog-Free 1-800-876-6827 ATTACHMENT"A" TO COVENANT REGARDING ENCROACHMENT PERMIT NO. 08 -PE PERMITTEE: JODY ZOVANYI BENEFITED PROPERTY: SOUTH HALF LOT 14 IN BLOCK "J" OF ENCINITAS HIGHLANDS, ACCORDING TO MAP THEREOF NO. 2141, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO OF SAN DIEGO COUNTY, DECEMBER 4, 1928. CITY PROPERTY: PORTION OF RIGHT-OF-WAY ADJACENT TO WESTERN BOUNDARY OF ABOVE REFERENCED PROPERTY. ENCROACHMENT INTO CORNISH DRIVE AVENUE, APPROXIMATELY 400' SOUTH OF MELBA ROAD. PURPOSE: FOR PRIVATE IMPROVEMENT INCLUDING GRASSPAVE AND REDWOOD HEADER ENCROACHMENT oQROFESS/pN�l V,J,'r4AE( Lu No, 741651 `� m Exp.IZ 31 s � CIVIL Q leap CALi����\ pPoFAES.rr ATTACHMENT 1311 �� L q9O� ENCROACHMENT MAINTENANCE AND REMOVAL COVENANT FOR PROPOSED WALKWAY AND RETAINING WALL ti tiQ <� APN.l 258-34t-06 y f w o N0. 71651 o m INS ALL GRASSPAVE (BY (l -- 154,77 Exp. 12/31/09 INVISIBLE STRUCTC�ES ) ? FS 152.80 l �- sTgTF OF CA�I FS 149.6 .' y - FS 150.1 FS 150.85 •PCC Dt?IVFWAY TO BEd a EX WATER METER ` DiL TO B RELOCATED �` R�FdAVED AS NECESSARY ,. OUT OF DRIVEWAY o Tf 15330 Lj (n FS 149.9 Z FS 149:1 150,70 FS 150 4% FS 148.6 16% 1 UF 111._.1 O' INSTALL GRA SPAVE BY INVISIBLE S RUC TURES TPEE TO REMAIN' ry EX WALL j �! TW @FG 152.60 " ���T� 1 0 BW @FG 148.30 /.X EXIST 8" VCP SEWER MAIN ', .i L0 6' X 16' PCC 01 � Y" HEIGHT C UPB � Z °o .59 EXISTING CMU PET"WAL ( m' IN ROW TQ BE REMOVED ' Ln!. II i' CON -RUC C-4 M SONRY TW G 152.00 RET N G WALLER SDRSD BW C% 147.67 ' EX FS 153.6 4" AC OVER 6"- i 75„ i `Inn D DER CLASS II AB mill INSTALL GRASSPAVE E BY FG 15 .3 INVISIBLE STRUCT FG 147.20 TWi FG 151.56 BW FG 147.25 10.25' 411 :, V-00 _ EX RAILROAD TIE.__. 20' 20' I ' WALL TO-REMAIN 40- PE 1605 PASCO ENGINEERING (858) 259-8212 535 N. HWY 101, STE. A SOLANA BEACH, CA 92075 State of California ) CALIFORNIA ALL-PURPOSE Y County of t:14" ) CERTIFICATE OF ACKNOWLEDGMENT On .L9 20040 beforeme'�� c�• /rl/G1�,71J1J� �lley/�(J,C3L/L (here insert name and title of the officer) personally appeared Rf VAY Ae-A E,e 0 who proved to me on the basis of satisfactory evidence to be the person(s)whose name( is re subscribed to the within instrument and acknowledged to me tha<�he/they executed the same in is er/their authorized capacity(ies), and that b is/ er/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s)acted,executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. x RANOA G.iiijll tIR 1 x WITNESS my hand and official seal. C on$17004M fit, Sin 0 Gu R 1 Ev.Jan.6.2011' Signature 7va. F R (Seal) E R OPTIONAL INFORMATION Although the information in this section is not required by law,it could prevent fraudulent removal and reattachment of this R acknowledgment to an unauthorized document and may prove useful to persons relying on the attached document. E Description of Attached Document Additional Information The preceding Certificate of Acknowledgment is attached to a document Method of Signer Identification titled/for the purpose of Proved to me on the basis of satisfactory evidence: L form(s)of identification 0 credible witness(es) Notarial event is detailed in notary journal on: containing pages,and dated Page# Entry# The signer(s) capacity or authority is/are as: Notary contact: R ❑ Individual(s) Other ❑ Attorney-in-Fact R ❑ Additional Signer(s) ❑ Signer(s)Thumbprint(s) ❑ Corporate Officer(s) Title(s) ❑ ❑ Guardian/Conservator ❑ Partner-Limited/General ; ❑ Trustee(s) F ❑ Other: representing: Name(s)of Person(s)or Entity(ies)Signer is Representing ®Copyright 2007 Notary Rotary,Inc.925 29th St.,Des Moines,IA 50312-3612 Form ACK03. 10/07. To re-order,call toll-free 1-877-349-6588 or visit us on the Internet at http://www.notaryrotary.com