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2006-96 G ENGINEERING SERVICES DEPARTMENT Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering December 21, 2007 Attn: American Contractors Indemnity Company 9841 Airport Blvd. 9t" Floor Los Angeles, California 90045 RE: Dennis Ferlito 2010-2012 Cambridge Avenue APN 260-384-44 Case 05-090 CDP I ,/,, ap Grading Permit 96-G Partial release of security Permit 96-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The Field Operations Division has finaled the grading. Therefore, a full release in the remaining security deposit is merited. Performance Bond 321448, (in the original amount of$35,342.00), reduced by 75% to $8,835.50, is hereby released in entirety. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at(760) 633- 2779 or in writing, attention this Department. ;Slnccr y, Debra Geishart J em ach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Dennis Ferlito Debra Geishart File Enc. THE ORIGINAL OF THIS DOCUMENT 1NAS RECORDED ON SEP 26: 201 U Recording Requested by: ) DOC:UMENTNUMBER 2010-0516653 City of Encinitas ) DA`JID L. BUTLER. Carl JNTY'RECORDER SAKI DIEGO COUNT,,'RECORDER'S i=iFFICE When Recorded Mail To: ) TIME: 3:30 PM City Clerk ) City of Encinitas ) 505 South Vulcan Avenue ) Encinitas, CA 92024 ) SPACE ABOVE FOR RECORDER' S USE COVENANT REGARDING REAL PROPERTY WAIVER OF PROTEST TO ASSESSMENTS Assessor' s Parcel Proj ect No.05-064 CDP Number: 260-384-44 (0096-G) A. Dennis A. Ferlito, an married man, and separate property, ( "OWNER" hereinafter) are the owners of real property which is commonly known as 2010-2012 Cambridge Avenue, ( !'PROPERTY" hereinafter) and which is legally described as follows : See Attachment "A" which is attached hereto and made a part hereof . B. In consideration of Coastal Development Permit approval for the above referenced project by the City of Encinitas ( "CITY" hereinafter) , OWNER hereby covenants and agrees for the benefit of CITY, to do the following: No protest shall be made by the owners to any proceedings for the installation or acquisition of street improvements, including undergrounding of utility lines, under any special assessment 1911 or the Municipal Improvement Act of 1913 , or any other applicable state or local law, and whether processed by the City of Encinitas or any other governmental entity having jurisdiction in the matter and for the purposes of determining property owners support for same . C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees and assigns of the respective parties . Cov6133 .doc jlr 04/05/06 (01-11-93) D. OWNER agrees that OWNER' s duties and obligations under this Covenant are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the property tax bill of the PROPERTY any past due financial obligation owing to CITY by way of this Covenant . E. If either party is required to incur costs to enforce the provisions of this Covenant, the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorney' s fees, from the other party. F. Failure of the OWNER to comply with the terms of this Covenant shall constitute consent to the filing by CITY of a Notice of Violation of Covenant . G. Upon OWNER' s satisfaction of OWNER' s duties and obligations contained herein, OWNER may request and CITY shall execute a "Satisfaction of Covenant" . H. By action of the City Council, CITY may assign to a person or persons impacted by the performance of this Covenant, the right to enforce this Covenant against OWNER. ACCEPTED AND AGREED: OWNER Dated S-5-04& cz. -- Dennis A. Ferlito Dated (Notarization of OWNER signature is attached)A 5-tq1 ATTACH NOTARY HERE CITY NITAS Dated by (Notarization not required) -410�PETER COTA-ROBLES, Director of Engineering Services Cov6133 .doc jlr 04/05/06 (01-11-93) ATTACHMENT "A" TO COVENANT REGARDING REAL PROPERTY PROJECT NO. CDP 05-064 PROPERTY DESCRIPTION Lots 3 and 4, Block 39, of CARDIFF "A" , in the City of Encinitas, County of San Diego, State of California, according to Map thereof No. 1334, filed in the office of the County Recorder of San Diego County, May 12, 1911 . Cov6133 .doc jlr 04/05/06 (01-11-93) CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California ss. County o OJAn I I before me, ` Date Name an ,tle of O er( g.,"Jane Doe,Notary Public") persona y appeare (s)of Signer(s) personally known to me proved to me on the basis of satisfactory evidence �.amd... to be the person(s� whose names} is/are OFFICIAL SEAL subscribed to the within instrument and L. MON TES acknowledged to me that he/sheAheq executed cb �� o NOTARY PUBLIC-CALIFORNIA COMM.NO. 1482968 the same in hianrGrMte4--authorized ` SAN DILGO COUNTY capacity(aes}, and that by his/herftei- nY COht n.FXP.APRIL 13.2008 9 signature(s)..on the instrument the person(, or the entity upon behalf of which the person* acted, executed the instrument. i NE S m and d official seal. Signature of Noiary Public OPTIONAL Though the information below is not required by law,it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: � Document Date: 4 11 i 11 .20 U Number of Pages: I� Signer(s)Other Than d Above: i Capacity(ies) Claimed by Signer Signer's Name: ❑ Individual Top of thumb here ❑ Corporate Officer — Title(s): ❑ Partner — ❑ Limited ❑ G ral ❑ Attorney-in-Fact ❑ Trustee ❑ Guardian onservator ❑ Oth ' igner Is Representing: ``?{ D 1999 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402•www.nationalnotary.org Prod.No,5907 Reorder:Call Toll-Free 1-800-876-6827 CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT f �tk Pr� � Ccs«fr� k �v�e c f c t� �Rc rk 5r �c ) State of California County of I� On -261D before me, G Dale Here Insert Name and Title of the Officer G' personally appeared y � Name(s)of Signer(s) who proved to me on the basis of satisfactory evidence to be the person(s) whose name( is re < subscribed to within instrument and acknowledged e thae he/they executed the same in his er/their authorized capacity(ies), and that by � i er/their signature(s) on the instrument the � person(s), or the entity upon behalf of which the RANDA G.MILLJOUIC person(s) acted, executed the instrument. commission•170!664 Notaryvubk-CaLler"io I certify under PENALTY OF PERJURY under the son Diego touney laws of the State of California that the foregoing c My Commission Up.Jul.6,201 fi paragraph is true and correct. fi WITNESS my hand and official seal. Signature: Place Notary Seal Above Sig t e of Notary Public I OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: I. Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Signer's Name: ❑ Corporate Officer—Title(s): ❑Corporate Officer—Title(s): I ❑ Individual ❑ Individual ❑ Partner—❑ Limited ❑General Top of thumb here ❑ Partner—❑Limited ❑General Top of thumb here ❑ Attorney in Fact ❑Attorney in Fact ❑ Trustee ❑Trustee ❑ Guardian or Conservator ❑Guardian or Conservator ❑ Other. El Other: Signer Is Representing: Signer Is Representing: fi ©2009 National Notary Association•NationalNotary.org•1-800-US NOTARY(1-800-876-6827) Item#5907 05-090 I HE ORIGINAL.OF THIS DOCUMENT WAS RECORDED ON JUL 11,2006 DOCUMENT NUMBER, 2006-0488526 (;�;EGORY J SMITH COUNTY RECORDER RECORDING REQUESTED BY AND, ? =AN DIEGO COUNTY RECORDERS OFFICE WHEN RECORDED MAIL TO: ) TIME 3.47 RM 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. 00696 Lff-- A.P.N. 260-384-44 An encroachment permit is hereby granted to the Permittee designated in paragraph one, Attachment "A7, as the owner of the Benefited property bed in paragraph three, Attachment "A", Attachment"A," to encroach upon City Property 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. ti.,�anZi�nl7n/fldlncahint? 7 Upon abandonment, revocation completion or term ir!ato within.P thett nee spec at in 'the to the city, return City Property to its pre-permit condition notice of revocation or prior to the date of abandonment g. If Permittee fails to restore the City Property, the City shall have the right to enter upon the City Property, after notice to the Permittee, delivered at the Benefited Property, and restore the City Property to its pre-permit condition to include the removal and destruction of any improvements and Permittee agrees to reimburse the city for the costs incurred. Notice may be given by first class mail sent to the last known address of the Permittee, which shall be deemed effective three calendar days after mailing, or by any other reasonable method likely to give actual g. If either party is required to incur costs to enforce the provisions of this covenant, the prevailing party shall be entitled to full reimbursement for all costs, including reasonable attorney's fees. 10. Permittee shall agree that Permittee's duties and obligations under this covenant are a lien upon the it o il� d opportunity cl the City may add to ax bill the Benefited Property any past due financial 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 thel 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 Perrittee'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 day of 20_ AGREED AND ACCEPTED PERMITTEE Dated: "�:' . O u DENNIS A. FERLITO Dated: (Notarizat'^n of PFRMITTFF ci a4urc is atianharl�, �� (�e City o Encinitas `C bp6603/02/22/05/gsabin e CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California ss. County 16—>q O S Ile 't� 0—before me, s p an Title of i!r .g.,"Jane Doe,Note ") personally appear ^` ma's)of Sgner(s) personally known to me I proved to me on the basis of satisfactory evidence to be the person(,e() whose name(4) isftm subscribed to the within instrument and acknowledged to me that he/stye"executed OFFICIAL SEAL the same in his/heritimh authorized L. MONTES m , NOTARY PUBLIC IA capacity(•ies), and that by his/frerRheh COMM.NO. 1482968 — signature Won the instrument the person(g), or � ° •�• SAN DIEGO COUNTY the entity upon behalf of which the person($ ) MY COMM.EXP.APRIL 13.2008 acted, executed the instrument. ;tl WITNES my h d and official seal. Signature of Notary Pu t ' l OPTIONAL I 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. I Description of Attached Document Title or Type of Documen . i1 l I i Document Date: Number of Pages: � Signer(s)Other Than Named Above: I - Capacity(ies) Claimed by Signer Signer's Name: i I ❑ Individual Top of thumb here ❑ Corporate Officer — Title(s): i ❑ Partner —❑ Limited ❑General ❑ Attorney-in Fact ❑ Trustee i. ❑ Guardian or ator ❑ Ot r. Signer Is Representing: i ©1999 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402•www.nationainotary.org Prod.No.5907 Reorder:Call Toll-Free 1-800-8766827 ATTACHMENT"A" TO COVENANT REGARDING ENCROACHMENT PERMIT NO. OD36 -,RE PERMITTEE: DENNIS A. FERLITO BENEFITED: LOTS 3 AND 4, BLOCK 39, OF CARDIFF "A" , IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1334, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, MAY 12, 1911. CITY PROPERTY: ALLEY R/W ALONG THE WESTERLY FRONTAGE WITH THE BENEFITED PROPERTY. FROM APPROXIMATELY 40' SOUTHERLY OF BIRMINGHAM R/W TO APPROXIMATELY 100' SOUTHERLY OF BIRMINGHAM RAN. PURPOSE: FOR INSTALLATION AND MAINTENANCE OF 11' WIDE P.C.C. CONCRETE ALLEY IMPROVEMENTS AND 2' WIDE P.C.C. ALLEY APRONS, AS SHOWN IN ATTACHMENT'C'. OQ�aFESS/p�,�, 190 Z rn T 30-08 �+ GM1. 4• OFCk9, 050901 TR A TTA CHMEN T "B" COVENANT REGARDING ENCROACHMENT PERMIT No. oog 6 --P. h O 7 260-33 84 4/ 7 Z * 2' WIDE PCC CONCRETE DRAINAGE APRONS . LZu �. _ . ��. _ �W ME L'E Raw` N31'10'00"W 50.00' R/W❑ ° _ ... U d° a 4 ., t ° rn r- a •� o 4 W RIKa , ±100' Q�tffES3/ PCC CONCRETE ALLEY IMPROVEMENT 11 PER 0096-G CITY OF ENCINITAS No. 190 y GRADING PLAN & PERMIT Exp. 30-08 zu OFCALK"' JOB No. 05-090 6114106 SOWARDS&BROWN ENGINEERING CONSULTING ENGINEERS 2167 NEWCASTLE AVENUE SUITE 103 CARDIFF BY THE SEA,CA.,92007 TEL.760/436-6500 FAX 760/436-6603 o loroiects1050901050900o.dwa .....................................................................................................� CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California ss County of San Diego On 2006, before me, Randa G. Milliour, Notary Public, personally app ared Peter Cota-Robles, personally known to me to be the person whose name is subscribed to the within instrument and acknowledged to me that he executed the same in his authorized capacity, and that by his signature on the instrument the person, or the entity upon behalf of which the person acted, executed the instrument. WITNESS my hand and official seal. Randa G. Millj ur -� RAN*A.IMIWOUR C0mmk, 1ftj"205 5 ; f No� t ft -CWornia ; qty Mir Commissioh Ey,!!I,$ t007 Place Notary Seal Above OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the docu- ment and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: 0 Capacity(ies) Claimed by Signer Signer's Name: RIGHT THUMBPRINT ❑ Individual OF SIGNER ❑ Corporate Officer—Title(s) ❑ Partner—o Limited ❑ General ❑Attorney in Fact Top of thumb here ' o Trustee ❑ Guardian or Conservator ❑Other: Signer is Representing: i.................................................:....................................................� ENGINEERING SERVICES DEPARTMENT _t City O Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering November 30, 2006 Attn: American Contractors Indemnity Company 9841 Airport Blvd. 9th Floor Los Angeles, California 90045 RE: Dennis Ferlito 2010-2012 Cambridge Avenue APN 260-384-44 Grading Permit 96-G Partial release of security Permit 96-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The Field Operations Division has approved the rough grading. Therefore, a reduction in the security deposit is merited. Performance Bond 321448, in the amount of$35,342.00, may be reduced by 75% to $8,835.50. The document original will be kept until such time it is fully exonerated. The retention and a separate assignment guarantee completion of finish grading. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geisha y L mbach Engineering Technician Finance Manager Subdivision Engineering Financial Services cc Jay Lembach,Finance Manager Dennis Ferlito Debra Geishart File TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 recycled paper SOWARDS-AND g, ,OWN ENGINEERIN-3 September 5, 2006 '1 1 F J/1 f �} SEP 2 0 2006 City of Encinitas ENGINEERING SERVICES CITY OF EN INITAS Engineering Services Permits 505 South Vulcan Avenue Encinitas CA 92024 Re: Engineer's "Limited" Pad Certification for Grading Permit Number 0096-G (APN: 260-384-44) Pursuant to Section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification Letter for Lots 3 and 4, Blk 38, of Map No. 1334. As the Engineer of Record for the subject project, I hereby state rough grading for this project has been completed in conformance with the approved plans and requirements of the City of Encinitas, Codes and Standards. 23.24.310 (B). The following list provides the pad elevations as field verified and shown on the approved Grading Plan: Pad Elevation Per Plan Pad Elevation per field measurement Lower Pad 158.2 158.2 (Basement Level) Upon completion of the remaining site work, our office will provide a subsequent pad certification letter as required by the City of Encinitas. Feel free to call if you have any questions after receiving this letter. Q�p?ESSOagM Randy R. Brown y RCE 36190 m No.36190 m `d Exp-W30-08 'D CIV?-- 05090.Itr OF CRI@ 2187 NEWCASTLE AVENUE • SUITE 103 • CARDIFF BY THE SEA, CA 92007 (760) 436-8500 • FAX (760) 436-8603 U Q I .1 JUL 31 2 v EERING SERVICES ENG 1 ClPay o� ENCINI'AS SOILS INVESTIGATION PROPOSED TWIN HOME RESIDENTIAL DEVELOPMENT - 2010-2012 CAMBRIDGE E CARDIFF-BY-THE-SEA AREA OF ENCINITAS, CALIFORNIA Southland - al Geotechnic Consultants SGC South/and Geotechnical Consultants SOILS INVESTIGATION PROPOSED TWIN HOME RESIDENTIAL DEVELOPMENT 2010-2012 CAMBRIDGE AVENUE - CARDIFF-BY-THE-SEA AREA OF ENCINITAS, CALIFORNIA Project No. 167D35 December 16, 2005 Prepared for: MR. DENNIS FERLITO c/o S.C. Jones Construction, Inc. P.O. Box 337 _ Cardiff, California 92007 . 1238 GREENFIELD DRIVE, SUITE A EL CAJON, CALIFORNIA 92021 • (619)442-8022 • FAX (619)442-7859 SGC South/and Geotechnical Consultants December 16, 2005 Project No. 1671335 To: Mr. Dennis Ferlito c/o S.C. Jones Construction, Inc. P.O. Box 337 Cardiff, California 92007 Attention: Mr. Steve Jones - Subject: Soils Investigation, Proposed Twin Home Residential Development, 2010-2012 Cambridge Avenue, Cardiff-by-the-Sea Area of Encinitas, California Introduction Southland Geotechnical Consultants has , performed a soils investigation for the proposed twin home residential development to be constructed at 2010-2012 Cambridge Avenue in the Cardiff-by-the-Sea area of Encinitas. This report presents the results of our soils investigation and provides our conclusions and recommendations, from a geotechnical standpoint, relative to the proposed project. Purpose and Scope The purpose of our soils investigation was to evaluate the soil conditions at the property and provide recommendations, from a geotechnical standpoint, regarding the design and construction of the proposed project. The scope of our soils investigation included the following: - Review of geotechnical maps and literature pertaining. to the site and general vicinity. A list of the documents reviewed is included in Appendix A. - Review of preliminary project plans indicating proposed site improvements. Field reconnaissance to observe the existing surficial soil conditions at the subject property and nearby vicinity. Investigation of the subsurface soil conditions by manually excavating, logging and sampling two exploratory borings at the site. Laboratory expansion index, sulfate and chloride content testing of soil samples obtained from the exploratory borings. • 1238 GREENFIELD DRIVE, SUITE A EL CAJON, CALIFORNIA 92021 • (619)442-8022 • FAX(619)442-7859 Project No. 167D35 Geotechnical analysis of the data obtained. Preparation of this report summarizing the results of our soils investigation and presenting conclusions and recommendations, from a geotechnical. standpoint, regarding design and construction of the proposed project. Proiect Description The subject property is located on the. west side of Cambridge Avenue south of Birmingham Drive in the Cardiff-by-the-Sea area of Encinitas (see Figure 1 ). The site is bounded to the north and south by developed residential properties and to the west by an alley. Overall, the roughly rectangular site slopes gently to the west. A single- family residence currently exists on the site. We understand that the existing residence will be razed. A two-story, twin home over basement level and associated improvements are proposed to be constructed at the site. Site grading will generally consist of excavation for the basement level and preparation of the proposed building.area. Retaining walls are also proposed to be constructed. Building loads are assumed to be typical of residential construction. Subsurface Investigation On November 29, 2005, two exploratory borings were manually excavated at the site to a maximum depth of approximately 4.5 feet below the existing ground surface. The borings were logged by a geologist from our firm and samples of the soils encountered during the subsurface investigation were obtained for laboratory testing. The soils were visually and texturally classified in the field in "general accordance with the Unified Soils Classification System (USCS). Subsequent to logging and sampling, the borings were backfilled. The approximate locations of the exploratory borings are shown on the Exploratory Boring Location Map (Figure 2). Logs of the exploratory borings are presented in Appendix B. Soil/Geologic Units Based on our review of geologic maps and as encountered in our soils investigation, the subject property appears to be underlain by a mantle of natural topsoil .and the geologic unit.known as terrace deposits. Brief descriptions of these units follow: - Natural Topsoil .- Natural topsoil, developed on and gradational with the underlying terrace deposits, was encountered in both exploratory borings. The topsoil encountered generally consisted of brown and light orange-brown, 2 SGC Project No. 167D35 slightly clayey fine to medium sand. The topsoil was encountered to a maximum depth of approximately 8 inches below the existing ground surface. Localized deeper accumulations of the topsoil may exist at the site. The topsoil is considered potentially compressible and, in its present state, should not be relied upon for the support of structural loads. The topsoil is similar to soils in the general site vicinity found to have a low expansion potential when tested in general accordance with.UBC test standard 18-2. Terrace Deposits The Quaternary-aged terrace deposits were encountered underlying the natural topsoil in both of our exploratory borings. As encountered in our exploratory borings, the terrace deposits generally consisted of orange-brown, fine to medium sand and slightly clayey fine to medium sand and fine to coarse sand. The terrace deposits are locally well cemented and hard with depth. The dense terrace deposits typically exhibit favorable bearing characteristics. A sample of the terrace deposits was tested in general accordance with UBC test standard 18-2 and was found to have a very low expansion potential (expansion index = 12). Groundwater and Surface Water Indications of a static, near-surface groundwater table were not observed during our soils investigation. Groundwater is not anticipated to be a constraint to the proposed development. However, 'our experience indicates that near-surface groundwater conditions can develop in areas where no such groundwater conditions previously existed, especially in areas where a substantial increase in surface water infiltration results from landscape irrigation or unusually heavy precipitation. It is anticipated that site development will include appropriate drainage provisions for control and discharge of surface water runoff. Conclusions and Recommendations Based on the results of our soils investigation, it is our opinion that development of the site for construction of the proposed twin home residential development is feasible from a `geotechnical standpoint. The following sections discuss the geotechnical factors affecting the site and provide recommendations, from a geotechnical standpoint, which should be considered for design and construction of the proposed residential development. Earthwork From our understanding of the project, site grading, primarily excavation, may be performed to prepare the site and attain finished design grades. Site earthwork should 3 SGC Project No. 167D35 be performed in accordance with the following recommendations and the Recommended Earthwork Specifications included in Appendix C. In the event of conflict, the recommendations presented herein supersede those of Appendix C. Site Preparation -Prior to grading and construction activities, the site should be cleared of vegetation, debris and loose soils. Vegetation and debris should be properly disposed of off site. Holes resulting from removal of buried - obstructions which extend below finished site grades should be filled with properly compacted fill soils. Treatment of Potentially Compressible Soils - The natural topsoil is considered potentially compressible and unsuitable for the support of fill.and/or structural loads in its present condition. As encountered in our exploratory borings, the natural topsoil appears to mantle the majority of the site. The topsoil was encountered to a maximum depth of approximately 8 inches below the existing ground surface. Localized deeper accumulations of the topsoil may exist on the site. Based on our understanding of the proposed grading at the site, much of the potentially compressible soils will be excavated and hauled off site during excavation for the basement level which attains a maximum depth of approximately 8.5 feet below the existing ground surface. The remaining potentially compressible soils should be scarified and recompacted in areas planned for structures surface improvements or fill placement. The actual depth of scarification and recompaction should be reviewed by the geotechnical consultant during grading - Excavations - It is anticipated that excavation of the onsite soils can be 'accomplished by conventional grading equipment in good operating condition. However, well-cemented zones in the terrace deposits may be encountered and may require extra effort for excavation. - Temporary Excavation Stability - Retaining walls are proposed for this project. All excavations, including those for the retaining walls, should be in accordance with guidelines set forth by CAL-OSHA. We anticipate that vertical and near- vertical excavations (exceeding 5 feet in height) in the onsite soils may need to be shored for the safety of workers and to mitigate the potential for damage to adjacent structures and improvements due to failure of an excavation. It is our opinion that-the vertical to near-vertical temporary excavations less than 5 feet deep will likely be grossly stable, however, excavations in areas of loose soils may be subject to sloughing. Excavated and/or backf ill soils should not be stockpiled at the top of temporary excavations or in close proximity (within the area defined by a 45-degree angle 4 SGC Project No. 167D35 from the bottom of the temporary excavation). Vehicles or equipment should also not be allowed to remain in close proximity to the top of temporary excavations. Appropriate protection (shoring, etc.) should be provided to safeguard existing structures; utilities and improvements (including offsite improvements) which may be affected by the temporary excavation. The contractor.is responsible for -- providing and implementing shoring and other methods to safeguard existing improvements which may be affected by site grading and construction operations. Shoring should be designed by a qualified structural engineer - retained by the contractor and the design should consider the "contractor's methods and sequence of excavation. The conditions exposed in the temporary excavations should be observed by a representative of our firm for indications of potential instability. - Structural Fill Placement - Areas to receive fill and/or surface improvements should be scarified to a minimum depth of 6 inches, brought to near-optimum moisture conditions, and recompacted to at least 90 percent relative compaction, based on laboratory standard ASTM D1557. Fill soils should be brought to near-optimum moisture conditions and compacted in uniform lifts to at least 90 percent relative compaction (ASTM D1557). The optimum lift thickness to produce a uniformly compacted fill will depend on the size and type of construction equipment used. In general, fill should be placed in uniform lifts not exceeding 8 inches in thickness. Placement and compaction of fill should - be observed and tested by the geotechnical consultant. In general, placement and compaction of fill should be performed in accordance with local grading ordinances, sound construction practices, and the Recommended Earthwork -- Specifications included in Appendix C. Transition (Cut/Fill) Condition) - The potential for a transition (cut/fill) condition underlying the area of the proposed structure should be checked when project plans are finalized and in the field during grading so that appropriate recommendations can be provided to reduce the potential damage due. to differential settlement across the transition. Typically, we recommend that the cut (or natural) portion of the building area be overexcavated to a minimum depth of 3 feet and replaced with moisture-conditioned fill soils compacted to at least 90 percent relative compaction (ASTM D1557). The overexcavation and recompaction typically extends for a distance of at least 5 feet beyond the perimeter of the proposed building. - Trench Backfill - The. onsite soils are generally suitable as trench backfill provided they are screened of organic matter and clasts over 6 inches in diameter. Trench backfill should be compacted by mechanical means to at least 90 percent relative compaction (ASTM D1557). 5 SGC PHONE NO. 619 442 7659 Feb. 23 2006 10:09AM P1 Project No. 167035 Foundations Foundations should be designed in accordance with structural considerations and the following-recommendations. These recommendations assume that the unsuitable soils have been treated in accordance with our preceding recommendations. These recommendations also assume that the soils encountered during foundation excavation will have a very low to low expansion potential. We anticipate that the proposed structure will be founded entirely in dense, formational soils. The proposed two-story structure over a basement level may be supported by continuous footings bearing entirely in dense, formational soils at a minimum depth of jeeath';the lowest adjacent grade. Continuous footings should have a minimum width of 15 inches and be reinforced, at a minimum, with two No. 4 rebars (one near the top and one near the bottom). Spread footings should be designed in accordance with structural considerations and have a minimum width of 24 inches. For footings designed in accordance with the above recommendations, an allowable soil-bearing capacity of 2,000 pounds per square foot may be assumed. This value may be increased by one-third for loads of short duration, such as wind and.seismic loads. Slabs on Grade Concrete slabs on grade should be designed in accordance with structural considerations and the following recommendations. Concrete slabs on grade underlain entirely by dense, formational soils (or entirely by properly compacted fill soils) with a very low to low expansion potential should have a minimum thickness of 4 inches and be reinforced at midheight with No. 3 rebars at 18 inches on center each way for No. 4 rebars at 24 inches on center each way). Care should be taken by the contractor to insure that the reinforcement is placed at slab midheight. Slabs should be designed with crack control joints at appropriate spacings for the anticipated loading. Slabs should be underlain by a 2-inch layer of clean sand (sand equivalent greater than 30) which is underlain by a 10-mil moisture barrier which is underlain by a 2-inch layer of clean sand. The potential for slab cracking may be lessened by careful control of water/cement ratios. The use of low slump concrete is recommended. Appropriate curing precautions should be taken during placement of concrete during hot weather. We recommend that the upper approximately one foot of soil beneath concrete slabs-on-grade be moistened prior to placing the sand blanket, moisture barrier and concrete. We recommend that a slipsheet or equivalent be used if crack-sensitive flooring is planned directly on concrete slabs. 6 SGC Project No. 167D35 Please note that our recommendations for slabs and foundations are minimum design _ parameters. The project structural engineer is responsible for final design of the concrete slabs on grade and foundations. In addition, our recommendations are not intended to eliminate the possibility of cracks due to concrete shrinkage. Shrinkage cracks develop in nearly all slabs which are not specifically designed to prevent them. We recommend that a structural consultant or qualified concrete contractor be consulted to provide appropriate design and workmanship requirements for mitigation -- of shrinkage cracks. - Lateral Resistance and Retaining Wall Design Pressures Footings and slabs founded in dense, formational soils (or properly compacted fill soils) may be designed for a passive lateral bearing pressure of 350 pounds per square foot per foot of depth. A coefficient of friction against sliding between concrete and soil of 0.35 may be assumed. These values may be increased by one-third when considering loads of short duration, such as wind or seismic forces. Cantilever (yielding) retaining walls may be designed for "active" equivalent fluid pressure of 35 pounds per cubic foot. Retaining walls which are rigid or restrained at their upper ends (non-yielding) may be designed for an "at-rest" equivalent fluid pressure of 50 pounds per cubic foot. Walls subject to surcharge loading of vehicular traffic within a distance behind the wall equal to the wall height should be designed for an additional uniform pressure of 75 psf. If walls are surcharged by adjacent structures, the wall design should take into account.the surcharge load. These values assume horizontal, nonexpansive granular backfill and free-draining conditions. Retaining wall footings should be designed in accordance with the previous foundation recommendations. We recommend that retaining walls be provided with appropriate drainage provisions. Appendix C contains atypical detail for drainage of retaining walls. The walls should also be appropriately waterproofed. Waterproofing treatments and alternative, suitable wall drainage products are available commercially. Design of waterproofing should be provided by the project architect. Waterproofing should be protected during construction. Wall backfill .should be compacted by mechanical means to at least 90 percent relative compaction (ASTM D1557). Care should be taken when using compaction equipment in close proximity to retaining walls so that the walls are not damaged by excessive loading. Seismic Considerations The principal seismic considerations for most structures in southern California are damage caused by surface rupturing of fault traces, ground shaking, seismically- 7 SG ... . .................. Project No. 16735 induced ground settlement or liquefaction. . The seismic hazard most likely to impact the site is ground shaking resulting from an earthquake on one of the major active regional faults. The possibility.of damage due to ground rupture is considered minimal since no active faults are known to cross the site. The potential for liquefaction or seismically-induced ground settlement due to an earthquake is considered low because of the dense nature of the underlying terrace deposits and anticipated lack of a near- surface groundwater table. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and current design parameters of the Structural Engineers Association of California. Based on our understanding of the onsite geotechnical conditions, the seismic design parameters from the 1997 Uniform Building Code, _ Section 1.636, Tables. 16-J, 16-S, 16-T and 16-U are provided below. - UBC Table 16-J - Based on our understanding of .the onsite geotechnical conditions and our review of UBC Table 16-J, the soil profile type for the subject property is So ("Stiff Soil Profile"). ZZ UBC Table 16-U - Based on our review of the Active Fault Near-Source Zones maps (0-36) prepared by the California Division of Mines and Geology, the nearest known active fault is the Rose Canyon fault zone. The site is located easterly and within approximately 4 kilometers of the Rose Canyon fault. The fault is considered a seismic source type B based on UBC Table 16-U. - UBC Table 16-S - Based on our understanding of the onsite geotechnical conditions and minimum distance to the nearest known active fault (Rose Canyon fault zone), the Near-Source Factor (N.) is 1 .1. ZZ - UBC Table 16-T Based on our understanding of the onsite geotechnical conditions and minimum distance to the nearest known active fault (Rose Canyon fault zone), the Near-Source Factor (NJ is 1 .33. Sulfate/Chloride Content A sample of the onsite soils was tested to evaluate the degree of sulfate attack on ordinary (Type II) concrete. The test was performed in general accordance with California Test Method No. 417 and yielded a soluble sulfate content of 0.005 percent. The test result indicates a "negligible" degree of sulfate attack on concrete based on UBC Table 19-A-4 criteria. The type of concrete specified and used should be determined by the project structural engineer. A sample of the onsite soils was tested to evaluate the degree of chloride attack on ordinary (Type 11) ,concrete. The test was performed in general accordance with 8 S C _ SGC Project No. 167D35 California test method No. 422 and yielded a soluble chloride content of 0.009.percent. The type of concrete specified and used should be determined by the structural engineer. Site Drainage - Drainage at the site should be directed away from foundations, collected and tightlined to appropriate discharge points. Consideration may be given to collecting roof drainage by eave gutters and directing it away from foundations via non-erosive devices. Water, either natural or from irrigation, should not be permitted to pond, saturate the. surface soils or flow over the tops of slopes. Landscape requiring a heavy irrigation schedule should not be planted adjacent to foundations or paved areas. Plan Review/Construction Observation and Testing The recommendations provided in this report are based on our understanding of the project and interpolated subsurface conditions disclosed in our widely-spaced exploratory borings. There is no evaluation detailed enough to reveal every subsurface condition at a project site. Final project drawings for the proposed residential development should be reviewed by Southland Geotechnical Consultants prior to construction to check that the recommendations contained in this report are incorporated into the project plans. Subsurface conditions should be checked in the field during construction. Geotechnical observation during any site grading and field density testing of compacted fill, including retaining wall backf ill, should be performed by Southland Geotechnical Consultants. Geotechnical observation of footing excavations should also. be performed by the geotechnical consultant to check that construction is in accordance with the recommendations of this report. 9 SGC Project No. 167D35 If you have any questions regarding our report, please contact our office. We appreciate the opportunity to be of service. Sincerely, SOUTHLAND GEOTECHNICAL CONSULTANTS Susan E. Tanges, CEGo1386 Charles .'Corbin, PE 36302 Engineering Geologist �S\oNAL ��o Projec Engineer SPN E. rAti 4L �J No.1386 C� ��' N ..i e0.0r 3!G CERTIFIED ENGINEERING -\X A GEOLOGIST * CID L.J Aro. 3 02 3 °i- CpLIFp OF C Oy C' Attachments: Figure 1 - Site Location Map Figure 2 - Exploratory Boring Location Map Appendix A References Appendix B - Geotechnical Boring Logs Appendix C - Recommended Earthwork Specifications Distribution: (3) Addressee 10 SGC Ize lk lark A 4: jx ,' �•��. ��. �+'•�jr •1:��, ��''•'�':/Tl. lYCk•l \\\VVVIII / �� _ \\. t - uT.•.� �_•:J J-y'" �i .�i 7/�' l. �J7�.' �t`i..r••l' '��'�{�, 1� I I Y• r• `� ,1 �r�•� � '� 23�.'u�y ''��,=,'S� ',J IL+.._ . . :. '.•�r'1' s a• '''i,��' i 'Y• r ,t ;l) �. +! .. �. `�' K4• ':• '`'?; 1:�•r%S::,�'. fiatr•. �•� r� � A y,' ?r:. .-;tee-!:+:'[1'. T4 JH .•:i�� . o,, =' st•;''SlTE KTW 1 ' :'� tI ,•,4'°?,. _ �'j:�A, F .i':.•" �' �;• f,J••i ,�,�3• •,�' ' .�1; �i�. y •r'�. r°:r .� f11 1, .. .I �:�.�,'�•. ,•,a;. .4i-'�':� '•'?1;`';,•i4•:1 �? � 1'IL ,� �- �;.'� 'k� 1��5�. :'�(j V--�J L � �: .� � ��s,�..•Via'\+�y,. � -�/q�,. •�;: . ..L .. 1 � _ t .. . •,'�. '.:t .. ' �., I f �✓+Y• F it .'tom"• :T� . - Q40 ' om_, r, ?`.!� '• I �� `:.f 3''. :1' `: } r-{ {r fi&ric i j.�j�i�CC.w -J sGtYW. pI\ Y r SITE LOCATION MAP N Project No. 167D35 2010-2012 Cambridge Avenue Cardiff-by-the-Sea Area of Encinitas, California Scale (approximate): 1 inch ='.2,000 feet Base Map: Landslide hazards in the Encinitas quadrangle, San Diego County, California, CDMG OFR 86-8, by Tan, 1986 FIGURE 1 a>G C Abp- I _A 4' X �e � tfzl5 fQ�_BMP._ >�71F - cx 60 m ti S VT I. t94 19-n 1/58'3bWE r W rd Np X58 carom wuow \ 1 1 � I B-2 . o, I xS 3 (ft.) b° IS' a 2 smcr -.OM401T fW 157 !0W4F-JQ S � d 60 wl I TMb yIV 3p.. I ma�swr I� I s �` AgV i G4z" AL/".S, 61 X DMrives M6 (aA. WOW k Lk 1 hwee TO o i Q Y I �bti 1t x�� : 551%io'DOW 1IIDOO' 44T, yWob fF opt WM4 TO- � tD•o roc as ��=o itrzs ' � .�. EXPLORATORY BORING LOCATION MAP N LEGEND Project No..167D.35 Approximate location of 2010-2012 Cambridge Avenue B-2 exploratory boring Cardiff-by-the-Sea Area of Encinitas, California Scale (approximate): 1 inch = 20 feet Base Map: Site plan, provided by S.C. Jones Construction, Inc., dated March 15, 2005 FIGURE 2 V QV � _ F_ a .• . .�, �F�. e .w';' ,A IM _ 3W. ';r:w I.. -" "A'• �" .' Y @_, r • �t Fen k y as .i'd w t .-.9x`Y .i3,.stye 3taxk ��cc,,..S=ir?r'?s. 4 fy?`G.'r1��,,e#r`v jai ;,+eS� >'°i' -v2+'4`�ir,Kg,2} `•4��yx +, Q„ 1'3..�5� '°'f*3';. ti �F� s., .. ..,d< .e. ;. � - ,' },`.�a Js^� @ '9t Z �d yF, f� �y h# •, rte.. Y��s y'r�4 � �Y r� e� st�. 1 ,F, a`7�'' � ' z�.cFR„4 3 't r: erx' :; L�.;�;�P ,r - s +s" �5 ,,,,,•'' �+ :�' 'r 5' '7P a, [Y yy �; s'1 y� 14 r•..,ys+ cs. 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I�'" �J r➢ xE � 4'�i '' rte,, s g��, f ''� � y,3ri°•t;:?4�'�,�'t �i ��s��' „�.d�7��Y� l%i a3 •��"""t'7"4,t�3!��:�'r 1��•'+#f S.r�''t''-3?w M.%>x�t.��'.+e.ii�'sl.,��?��y k�'.itW{�r-�'^5/,{�.�,�.s.',��,'�sh-?vryad..°gr��N�a;t,3,'''#t'�r t-�a S�`'*..r't`e-�.i.' *+:..•'S'*- ._ ��` �Y' sp%sy�,". 'w a--¢uj-�✓1 3^ , ,�a Y�.. +'',! ,r� X �.e��,�. ��..k �J.:: �. y� 'f�, ".� x�. �' `�= �.,rir��.!•y,�`y��3��' ��.y�'£�'�?��``��.�'�3�5,rr",`� �f �Y� .'k��.. ..� ,��,�-.s4�f ��'�'fl:r - yam, 9 � BL K F k K .z� S1 4 tT R jar' F 7 Project No. 167D35 APPENDIX A REFERENCES 1 . California Division of Mines and Geology, 1994, Fault activity map of California and adjacent areas: CDMG Geologic Data Map No. 6. 2. Hart, E.W., 1997, Fault-rupture hazard zones in California: California Division of Mines and Geology, Special Publication 42, revised. 3. Kennedy, M.P., and Peterson, G.L., 1975, Geology of. the San Diego metropolitan area., California: California Division of Mines and Geology, Bulletin '200. 4. Tan, S.S., and Giffen, D..G., 1995, Landslide hazards in the northern part of the San Diego metropolitan area, San Diego County, California: California Division of Mines and Geology, Open-file Report 95-04. 5. Southland Geotechnical Consultants, 'in-house geologic/geotechnical information. PLANS Preliminary project plans for Twin Home, APN. 260-394-44, 2010-2012 Cambridge Avenue, Cardiff, California, by S.C. Jones Construction, Inc, dated March 15, 2005.. - SGC w t..'-� .` ., .y.•Q3".a{:Y'�.'r}9 T,,. r-y�-.{rt. ^-.'' �?5,-�'°i,. ?srY,:if'�.4.'!{' !'rh' ?�'U• �a :h",njt -v :w+ q'a�j -Y,�, '{�"•�.:. saris''!.tom '!#.,,ok Yz uyrs e"' ., Y"i'ef4` Zkd+.�rlir �+'F, rr .�'�yt4` r�." "r,{ •d' Y`'�5:'rF .q..y`'°,`:aJ' sue" ,`k,''?J: Y' a. �� ,.'a'�•. �.,,�4��,,;�'� '3�,`,:',_ny.�.}�o'��,r��'�a'y� �.w'��li;��`i ;�i`�•b tr a,�: i �,,y,,t??.FS,,�. �,`,6„�1, �.ri'.;�. ;�' ...a•� `�t �•�._.r.. .wool,'�,. 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GEOTECHNICAL BORING LOG Ferlito/2010-2012 Cambridge Avenue Manually Excavated Boring No. 1 Project No. 167D35 4-inch Diameter Hand Auger Sheet 1 of 1 November 29, 2005 Logged by GR/LM Sampled by GR/LM Depth Graphic Sample Blows Dry Water LISCS in Lo s No. Per Density Content Soil Geotechnical Description Feet Foot (pco N Type 0 SC TOPSOIL Bulk 1 �. @ 0-8"-Brown, dry, medium dense, slightly clayey fine to _ _medium sand with roots_ TERRACE DEPOSITS SP @ 8"-Orange-brown, moist, dense, fine to medium sand; with roots 5 @ 2.5-:Mottled gray-and orange-brown, moist, dense, fine to coarse sand _ @ 35-Dark orange-brown, moist, dense, slightly silty fine to medium sand Total depth =4 feet No groundwater encountered 10 Backfilled 11-29-05 15 20 25 — 30 SGC GEOTECHNICAL BORING LOG Ferlito/2010-201.2 Cambridge Avenue Manually Excavated Boring No. 2 Project No. 167D35 4-inch Diameter Hand Auger Sheet 1 of 1 November 29, 2005 Logged by GR/LM Sampled by GR/LM Depth Graphic Sample Blows Dry Water us cs in Lo No. Per Density Content Soil Geotechnical Description Feet 9 Foot (pcf) (%) Type 0 —�= — — — SC TOPSOIL Bulk 1 \ @ 0-6"-Light orange-brown, dry, medium dense, slightly \ — —clavev fine to medium sand; with roots — — T2 TERRACE DEPOSITS SP @ 6"-Orange-brown, dry to moist, dense, fine to medium sand;with roots 5 @ 2'-Light orange-brown, dry, dense,fine to medium sand SC @ 25-Dark orange-brown, moist,.dense, slightly clayey fine to medium sand SP @ 4'-Dark orange-brown, moist, dense,fine to coarse sand Total depth =4.5 feet 10 Refusal on hard, cemented sandstone No groundwater encountered Backfilled 11-29-05 15 20 25 — 30 SGC ROCK DISPOSAL DETAIL FINISH GRADE ------ - -- - SLOPE FACE 21m;f zuaa- -0 u- 'QUE : i::n=K: --ECOMPAC' ED FILL: MOKA.- 8' MAX. OVERSIZE WINDROW GRANULAR SOIL (S.E.Z 30) To BE DENSIFIED IN PLACE BY FLOOOINQ DETAIL TYPICAL PROFILE ALONG WINDROW 1) Rock with maximum dimensions greater than 6 inches should not be used within 10 feet vertically of finish grade,(or 2 feet below depth of lowest utility- whichever is greater), and 15 feet horizontally of slope faces. 2) Rocks with maximum dimensions greater than 4 feet should not be. utilized in fills, 3) Rock placement, flooding ,of granular soil, and fill placement should be observed by the geotechnical consultant. 4) Maximum size and spacing of windrows should be in accordance with the above details Width of windrow should not exceed 4 feet. Windrows should be staggered vertically (as depicted). 5) Rock should be placed in excavated trenches. Granular soil (S.E. greater than or equal to 30) should be flooded in the windrow. to completely fill voids around and beneath rocks. SGC KEY AND BENCHING DETAILS --- FiLL SLOPE - ------- PROJECT I TO I LINE FROM TOE OF SLOPE 7 To COMPETENT MATERIAL EX137ING GROUND SURFACE REMOVE UNSUITABLE MATERIAL BENCH 2' MIN. 15' MIN KEY FILO WEST __� DEPTH BENCH (KEY) FILL-OVER-CUT- SLOPE EXISTING. GROUND SURFACE BENCH -2 REMOVE 15, MINH UNSUITABLE V f___�_LOWEST MATERIAL MIN. BENCH KEY (,K E Y) DEPTH. CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) EXISTING GROUND SURFACE CUT SLOPE CUT-OVER-FILL SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) REMOVE UNSUITABLE PROJECT I TO 'MATERIAL LINE FROM TOE OF SLOPE TO COMPETENT W QJPAC F1 MAT ------ -- BENCH ............... 15 4 'A MIN 51 MINI.— 2' MIN. OWS3T KEY DEPTH BENCH (KEY) NOTE: Sack drain may be recommended by the geatechnical consultant based on actual field conditions encountered. Bench dimension recommendations may also be altered based on field conditions encountered. SGC -- TRANSITION LOT DETAILS CUT-FILL LOT EXISTING GROUND SURFACE MIN: -COMPACTED =__-_====1RIALs '== __=- ____=___= 38~ MIN.*=' ------== OVERFXC.AVATE "t"''41 ff AND RECOMPACT COMPETENT BEDROCK OR MATERIAL EVALUATED BY THE GEOTECHNICAL CONSULTANT CUT LOT EXISTING GROUND SURFACE - 1 - `REMOVE ' UNSUITABLE �-� MATERIAL -�� MIN. . I _=_---_--_-______= ===-_= ====='-===?== 38' MIN ===�C0MPACTED=____- =_= �'�======= STABILITY FILL / BUTTRESS DETAIL OUTLET PIPES 4' 0 NONPERFORATED PIPE. - 100' MAX. O:C. HORIZONTALLY, _---_- -=____-- 30' MAX. O.C. VERTICALLY =-----_-__- BACK CUT ty 1:1 OR FLATTER __ ------------ Ili _?__----------- BENCH SEE SUBORAIN TRENCH DETAIL LOWEST SUBDRAIN SHOULD 'I __ = BE SITUATED AS LOW AS COMPAC D q POSSIBLE TO ALLOW _FIL_ __________ RETAINING WALL DRAINAGE DETAIL SOIL BACKFILL. 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'3 t?'Gi>-i,''a'+}�jiYZb. 7+y� `��" ��`'�( fl h�:.4,? r,�. pct¢• �' rL 'v F•«y J.�r.r.� k+r,x t }`'r v'' yp.t 'km:.i ''8' eK' ''Y^!'.^.i � ,�. - rV.' ._'�� r.��;�rp.x .v,+•v�..r'Y;a._ .,-d�. "rte � : �,.. Y ;-� 'T'• � -u..c £� N v � •.lc x 't�� *k:+- . � _:^"�,J �v.. c 3.?y+tr: "'�' ._ ��. ';'7�'�`%�7�j;4.. �'"Sy't'16''Y�"ivx t`�'T rpr_'r t, Yr}2I Y�b;nca nj A�eC.,"��^-��t°,S� ��y'�?,.��',�^'a�t'��i.�� `l.7� '1.+}:��„v"r k�+4`.�:�vr• '� :A �.'ek. c,1• 'r'S:va� 'iy.{ z1 _ .zr K � Ssi✓ ,yc t .S•c r�' � �� +bc 3T .Ke €32��.wr .,x.y..-`� ,t*,.SAY �!'�Q,u '-°'-w � •� y.,;� �� ,+,.:�? F� � xw ➢ 3,K ,�j. :GC� ��.-a':tai' � '`try -�. �?� V APPENDIX C RECOMMENDED EARTHWORK SPECIFICATIONS 1 .0 General Intent These specifications are presented as general procedures and recommendations for grading and earthwork to be used in conjunction with the approved grading plans. These general earthwork specifications are considered a part of the - recommendations contained in the geotechnical report and are superseded by recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications, as well as the geotechnical report and approved grading plans. 2.0 Earthwork Observation and Testinq Prior to grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing fill placement for conformance with the recommendations of the geotechnical report and these specifications. It shall be the responsibility of the contractor to keep the geotechnical consultant apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations shall be performed without the knowledge of the geotechnical consultant. The contractor shall not assume that the geotechnical .consultant is aware of all site grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes and agency ordinances, recommendations of the geotechnical report, and the approved grading plans. If, in the opinion of the geotechnical consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition,. inadequate compaction, adverse weather, etc.,.are resulting in a quality of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and - recommend that construction be stopped until the conditions are rectified. 3.0 Preparation of Areas to be Filled 3.1 Clearing and Grubbing: Sufficient brush, vegetation, roots, and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies and the geotechnical consultant. SGC The geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general, no more than one percent (by volume) of the fill material should consist of these materials. In addition, nesting of these materials should not.be allowed. 3.2 Processing: The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat,and free of features which would inhibit uniform compaction. 3.3 Overexcavation: Soft, dry, organic-rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to competent ground, as evaluated by the geotechnical consultant. For purposes of determining pay quantities of materials overexcavated, the services of a licensed land surveyor or civil engineer should be used. 3.4 Moisture Conditioning: Overexcavated and processed soils should be - watered, dried, or blended as necessary to attain a uniform near- optimum moisture content as determined by test method ASTM D1557. 3.5 Recomaaction: Overexcavated and processed soils which have been properly mixed, screened of deleterious material, and moisture- conditioned should be recompacted to a minimum.relative compaction of 90 percent. as determined by test method ASTM D1557. 3.6 Benching.; Where fills are placed on ground sloping steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide, excavated at least 2 feet into competent material as evaluated by the geotechnical consultant. Ground sloping flatter than 5:1 should be benched or otherwise overexcavated when recommended by the geotechnical - consultant. 3.7 Evaluation of Fill Areas: All areas to receive fill, including processed areas, areas of removal, and fill benches should be evaluated by the geotechnical consultant prior to fill placement. SGC 4.0 Fill Material 4.1 General: Material to be placed as fill should be sufficiently free of organic ' matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior to placement. Soils of poor gradation, expansion, or strength characteristics should be placed as recommended by the geotechnical consultant. 4.2 Oversize Material: Oversize fill material, defined as material with a maximum dimension greater than 6 inches should not be buried or placed in fills unless the location, materials, and methods are specifically recommended by the geotechnical consultant. 4.3 Import: If grading operations include importing of fill material, the import material should meet the requirements of Section 4.1 . Sufficient time should be given to allow the geotechnical consultant to test and evaluate proposed import as necessary, prior to importing to the site. 5.0 Fill Placement and Compaction 5.1 Fill Lifts: Fill material should be placed in areas properly prepared and evaluated as acceptable to receive fill. Fill should be placed in near- horizontal layers approximately 6 inches in compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material and moisture content throughout. 5.2 Moisture Conditioninct: Fill soils should be watered, dried or blended as necessary to attain a uniform near-optimum moisture content as determined by test method ASTM D1557. 5.3 Corrmpaction of Fill: After each layer has been evenly spread, moisture conditioned, and mixed, it should be uniformly compacted to not less than. 90 percent of maximum dry density as determined by test method ASTM D1557. Compaction equipment should be adequately sized and be either.-specifically designed for soil .compaction or of proven reliability to efficiently achieve the specified degree and uniformity of compaction. -- 5.4 Fill Slopes: Compaction of slopes should be accomplished, in addition to normal compaction procedures, by backrolling. slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the fill, including the embankment face should be at least 90 percent as determined by test method ASTM D1557. sic 5.5 Compaction Testing: field tests of the moisture content and degree of compaction of the fill soils should be performed by the geotechnical consultant. The location and frequency of tests should be at the consultant's discretion based on observations of the field conditions. In general, the tests should be taken at approximate intervals of 2 feet in elevation gain and/or each 1 ,000 cubic yards of fill placed. In addition, on slope faces, as a guideline, one test should be taken for each 5,000 square feet of slope face and/or each 10=foot interval of vertical slope height. 6.0 Subdrain Construction -- Subdrain systems, if recommended, should be constructed in areas evaluated for suitability by the geotechnical consultant. The subdrain system should be constructed to the approximate alignment in accordance with the details shown on the approved plans or provided herein. The subdrain location or materials should not be modified unless recommended by the geotechnical consultant. The consultant may recommend modifications to the subdrain system depending on conditions encountered. Completed subdrains should be surveyed for line and grade by a licensed land surveyor or civil engineer. 7.0 Excavations Excavations and cut slopes should be evaluated by the geotechnical consultant during grading. If directed by the geotechnical consultant, further excavation, overexcavation, and/or remedial grading of cut slopes (i.e., stability fills or slope buttresses) may be recommended. 8.0 Quantity Determination The services of a licensed land surveyor or civil engineer should be retained to determine quantities of materials excavated during grading and/or the limits of overexcavation. 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I, ... { J tt � _ k 5$ °a � V1 %0 0\ N .,— O M ON O� N Wn to r- K1 -�t 'T 01 in "O �O ,- ,-- 00 00 o0 00 y M N A O O O O O O O O O O O O O O O O w O 0D o a. 0 0o w C) �o N In 00 v r- O ON 00 00 U M M d• vl b CF ,- 00 00 00 00 •!: cd O O O O O O O O O O O O O O O O Q N tf� C ca Cd N w N G7 M M '7 V h Yl Yl %O 00 DO 00 00 O eV 0 O O O O C O O O C O O O O O O •w, nV] N lq O M M 00 N •� ," 00 CO 00 00 O O C O O O O O O C C C C O O b N cd .D Fr \ •U G W •o a. * O o v, o o o o kn o o �n o N M � to %0 00 00 00 a% as O� w ,��•� .4 a P Z 4� M H a ( W N fn rA U O U V cz 0 O O ❑ v1 O O U O C7%� O 4"'o td N O O 4\ M M V O ~ M y y w N N N 4 t` d' O O O O N O ^ O O w b b Cd co C; cd cO id ' p cc O 2 O a V o a; w o o o q A A A is id U U a y CJ 0 is i� id a�i aoi aoi aoi C7 O v C7 y Z p % , 0 •o � �, •¢ •� •� ;o v ;v b •� c iv � m � m Y � b � o r•>+' W a0i a�i C �< cam, °> v Ara'' C* w ;J o c0 13 a� �_ cG pG a a a a 0 a " o C> z v, ti U"' a0i 4) a0i c�c is id y U 3 ca 0 t a •N .N A A A A '� '� '� '� '0 a b b Z 0 ai 4) m ca cd A A A a a o > 0 0 u. 0 u �b moo 0 0 0 0 o n o San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial T; values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a.. detailed study. Table 3-2 MA)IMUM OVERLAND FLOW LENGTH (Lm) & IN TIME OF CONCENTRATION Ti Element* DU/ .5% 1% 2% 3% 5% 10% Acre LM T; LM T, LM Z'� LM Ti LM Ti Lm T, Natural 50 13.2 70 12.5 85 . 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4:8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65' 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 , 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50: 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited L 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General L 50 3.7 60 3.2 70 2:7 80 2.6 90 2.3 100 1:9 *See Table 3-1 for more detailed description 3-12 W S3inNIW NI 3W11 M0I3 GNV M3AO cci N O � U act O d tt� v O Z 3 0 o F- 0 IN ot. °41 > LL al E O � O t` ar1t Kq II j 5 O tj O It U- 0 E o y � m I"' ;• c0 •� ..r .� D cri '� y �: a. 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