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2008-10071 GLine: PAqROLL # 2 (ss�> Z-?-0- zstlo October 26, 2009 (Revised) William and Rebecca Larson 1825 Aston Ave. Carlsbad, CA. 92008 Re: Permit issuance requirements for: Application 10071 -G Case # 08 -111 CDP Site Address: 975 Eolus Avenue APN: 256 - 243 -02 This letter summarizes the requirements for pulling your Engineering Permit for drawing 10071 -G. Your approved plan will remain valid for one year. If the permit is not issued within six months from the date of approval of the drawings, the plans will be subject to review by City staff for compliance with current codes and regulations before a permit can be issued, and changes to the approved plans as well as additional fees may be required. Please read through this letter carefully and contact the City with any questions you may have. It contains information about many requirements that may apply to your project and can make the process clearer and easier for you. In order to obtain the permits to construct the work shown on your approved plans, you will need to satisfy the requirements below. All of the items listed below must be submitted to the Engineering front counter in one complete package at the time the applicant comes in to pull the permit. Partial submittals of anv kind will not be accepted. Your project planchecker will not accept any of the documents listed on behalf of the Engineering front counter staff; all items must be submitted to the front counter directly together and at one time. The correct number of each of the requested documents must be provided; copies of documents submitted to the City during plancheck do not reduce the necessary quantities listed below. (1) Provide 4 print sets of the approved drawing 10071 -G Provide 2 copies of "Geotechnical Report ... Larson Residence 975 Eolus Avenue prepared by Southern California Soil and Testing, Inc. and dated September 15, 2008. Submit 2 copies of the approved, signed (not draft) Resolution of Approval or Notice of Decision for Planning Case #08 -111 CDP, to be routed by the City to inspector and file. (2) Post Security Deposits to guarantee all of the work shown on your approved drawings. The amounts of security deposits are determined directly from the Approved Engineer's Cost Estimate generated by your engineer according to a set of predetermined unit prices for each kind of work shown on your plans, titled "Larson Residence Site Work Cost Estimate" for Bonding Purposes dated October 19, 2009; and modified per M. Maher. You will be required to post security deposit(s) as follows: (a) Security Deposit for private Grading Permit 10071 -G: in the amount $45.807.00 to guarantee performance and labor/ materials for earthwork, drainage, private improvements, and erosion control. (b) Security Deposit for public Improvement Permit 10071 -G: in the amount $8.085.00 to guarantee performance and labor/ materials for the improvements shown on the approved improvement plan. (c) n/a (d) n/a (e) n/a A minimum of 20% and up to 100% of the amount listed in item(s) 2(a) must be in the form of cash, certificate of deposit, letter of credit, or an assignment of account. Up to 80% of the amount listed in item 2(a) may be in the form of auto- renewing Performance and Labor and Materials Bonds issued by a State of California licensed surety company. Up to 100% of the amount(s) listed in item(s) 2(b), 2(c), and /or 2(d) may be in the form of auto- renewing Labor and Materials bonds issued by a State of California licensed surety company. Cash, certificates of deposit, letters of credit, and assignments of account are also acceptable financial instruments. If a certificate of deposit (CD) will be obtained to secure the entire amount(s) listed in item(s) 2(a) and /or 2(b), two separate CD's for 25% and 75% of the amount(s) listed in item(s) 2(a) and /or 2(b) should be obtained in order to facilitate any future partial release of those securities. CD's posted may be of any term but must be auto - renewing and must specify the City of Encinitas as a certificate holder and include a clause that until the City of Encinitas provides a written request for release of the CD, the balance shall be available to the City upon its sole request. The format of any financial instrument is subject to City approval, may be in the owner's name only, and must list the City of Encinitas as a Certificate Holder. For any questions regarding how to post securities, bonding, or the required format of securities Please contact Debra Geishart at 760 - 633 -2779. (3) Pay non - refundable fees as listed below: Fee Type Amount Private grading Inspection $6,630.00 NPDES Inspection (Grading) $1.326.00 Public improvement inspection $1,155.00 Flood Control $328.00 The grading and improvement inspection fees are calculated based on 5% of first $100,000.00 of the approved Engineer's cost estimate titled " "Larson Residence Site Work Cost Estimate" for Bonding Purposes and dated October 19, 2009 and 3% of the cost estimate over $100,000.00. The NPDES inspection fee is assessed as 1 % of the first $100,000.00 of the approved Engineer's cost estimate and 0.6% of the cost estimate over $100,000.00. The flood control fee is assessed at a rate of $0.21 per square foot of net new impervious surface area for driveway and parking areas as created per the approved plan. (4) Provide the name, address, telephone number, state license number, and license type of the construction contractor. The construction of any improvements within the public right -of -way or public easements is restricted to qualified contractors possessing the required state license as listed in the table below. The contractor must also have on file with the City current evidence of one million dollar liability insurance listing the City of Encinitas as co- insured. Additional requirements are described in the handout "Requirements for Proof of Insurance" available at the Engineering front counter. Type Description Work to be Done A General Engineering any & all C -8 Concrete a pro n /curb! utter /ram /sidewalk C -10 Electrical lighting/signals C -12 Grading & Paving any surface, certain drain - basins /channels C -27 Landscaping planting /irrigation /fencing & other amenities C -29 I Masonry retaining walls C -32 Parking &Highway Improvement signage /striping /safety C -34 Pipeline sanitary sewer /storm drain (5) Permits are valid for no more than one year from the date of issuance and may expire earlier due to expirations of letter of credit and /or insurance policies. (6) This project does not propose land disturbance in excess of one acre and is exempt from the State Storm Water Pollution Prevention Plan (SWPPP) requirement. An erosion control plan shall be implemented per the approved grading plan. Preconstruction Meeting: A preconstruction meeting at the project site is mandatory for all projects. The preconstruction meeting may not be scheduled until the Engineering permit(s) have been issued, and the applicant/contractor must give the assigned Engineering inspector a minimum of 48 hours advance notice prior to the scheduled meeting time. Right -of -Way Construction Permit: A separate right -of -way construction permit will be required for any work in the public right -of -way or public easements. Typically, this work may include construction or reconstruction of a portion of the driveway within the public right -of -way, excavation, backfill, and resurfacing to install electric, gas, telephone, and cable television lines, or water and sewer connections. A permit fee of $300.00 per application and a site plan, preferably the work order issued by the public utility, will be required. Contractor license and insurance requirements apply. Permits must be issued at least 48 hours in advance of the start of work. Haul Routes, Traffic Control Plans, and Transportation Permits: These separate permits may be required for your project and are handled by the Traffic Engineering Division. A fee of $250.00 is required for traffic control plans. For more details, contact Raymond Guarnes, Engineering Technician, at (760) 633 -2704. Release of Project Securities: The partial or complete release of oroiect securities is initiated automatically by the City after submission of satisfactory as -built drawings to the City and approval by the oroiect Engineerinq Inspector. Applicant requests cannot be addressed without release approval from the oroiect inspector. The processing and release of securities may take up to 4 weeks after the release process is initiated by the project Engineering inspector. Any cash releases will be mailed to the address on this letter unless the City is otherwise notified, and all letters mailed to a financial institution will be copied to the owner listed hereon. Satisfactory completion of Final Inspection certified by the project Engineering inspector is a prerequisite to full release of the Security Deposit assigned to any Grading Permit. A sum in the amount of 25% of the securities posted for improvement permits will be held for a one -year warranty period, and a release is automatically initiated at the end of that warranty period. Construction Changes: Construction changes prepared by the Engineer of Work will be required for all changes to the approved plans. Requests for construction change approval should be submitted to the Engineering Services Department front counter as redlined mark -ups on 2 blueline prints of the approved Drawing. Changes are subject to approval prior to field implementation. Substantial increases in valuation due to the proposed changes may be cause for assessment and collection of additional inspection fees and security deposits. Construction change fees of $200.00 and $350.00 will be assessed for minor and major construction changes, respectively. Construction changes necessitating a new plan sheet will be assessed the per -sheet plancheck and NPDES plancheck fees in lieu of the construction change fee. Construction changes not previously approved and submitted as as -built drawings at the end of the construction process will be rejected and the securities release will be delayed. Change of Ownership: If a change of ownership occurs following approval of the drawing(s), the new owner will be required to submit to the City a construction change revising the title sheet of the plan to reflect the new ownership. The construction change shall be submitted to the Engineering front counter as redline mark -ups on two blueline prints of the approved drawing together with two copies of the grant deed or title report reflecting the new ownership. Construction change fees apply. The current owner will be required to post new securities to replace those held by the City under the name of the former owner, and the securities posted by the former owner will be released when the replacement securities have been received and approved by the City. Change of Engineer of Work: If a change in engineer of work occurs following the approval of the drawing(s), a construction change shall be submitted for review and approval by the Engineering Department. Two copies of the forms for the assumption of responsibility by the new engineer and the release of responsibility by the former engineer shall be completed and submitted to the City. Construction change fees apply. As- builts: Project as -built drawings prepared by the Engineer of Work will be required prior to Final Grading acceptance by Engineering Services. Changes to the approved plans require a construction This letter does not change owner or successor -in- interest obligations. If there should be a substantial delay in the start of your project or a change of ownership, please contact the City to request an update. Should you have questions regarding the posting of securities, please contact Debra Geishart, who processes all Engineering securities, at (760) 633 -2779. Should you have any other questions, please contact me at (760) 633 -2780 or visit the Engineering Counter at the Civic Center to speak with an Engineering Technician. Sincerely, Ruben Macabitas Assistant Civil Engineer cc Masson and Associates, Engineer of Work Debbie Geishart, Engineering Technician Masih Maher, Senior Civil Engineer permit/file Enc Application Requirements for Proof of Insurance Security Obligation Agreements (various) NOV -30 -2009 12:18i'm FROM -S. Ca.S01L & TESTING 619- 280 -4717 T -492 P.002/002 F -940 sou • nsnNc, INC. z San Diego Office n (760) 775 -5983 To L� FRE= - Suite . Ro Bo %600627 (6191280 -4321 Indi O, CA 92201 -3438 FAX San Die o, CA 92160 -0627 sic T 0 L L F R E E t T (877) 215 -4321 6280 Riverdale Street Y San Naga, CA 92120 Z FA% G(619) 280 -4717 www,SCSt.COm N November 30, 2009 Bill and Becky Larson 975 Eolus Avenue Encinitas, California 92024 Subject: EXCAVATION OBSERVATION LARSON RESIDENCE DR/CDP 08- 111/10071 -G 975 EOLUS AVENUE ENCINITAS, CALIFORNIA 92024 Dear Mr. and Mrs. Larson: Indio Office P i O N E 63 -740 CitruS Avenue (760) 775 -5983 To L� FRE= - Suite (877) 215 -4321 Indi O, CA 92201 -3438 FAX (760) 775 -8362 WWW,SCst.com SCS &T No. 0811138 Roport No. 3 In accordance with the request of Mr. Bill Green of Viking Commercial Construction, this report has been prepared to present the results and field observations of excavation for the proposed residence pad and the detached garage pad at 975 Eolus Avenue in Leucadia, California. Our services were performed on November 23 and November 30, 2009. The observations are summarized as follows. • Soil conditions are substantially in conformance with those assumed in the soil investigation report • Excavation extends to the proper bearing strata for proposed bearing pressure, • The excavation bottom should be cleared of all loose soils prior to concrete placement. If you have questions, please call us at (619) 2804321. SOIL & TESTING, INC. / * ylNoif) Shih -Hs ng ,;,Jd' ' n9), 73932 Staff Engi OF CAVFo, EL:JS:aw (1) Addressee (1) Addressee via Fax (760) 931 -9955 ENGINEERING SERVICES DEPARTMENT city Capital Improvement Project J District Support Service -Dwi itas Field Operations Subdivision Engineering Traffic Engineering ROUGH GRADING APPROVAL TO: Subdivision Engineering Public Service Counter FROM: Field Operations Private Contract Inspection RE: Grading Permit No. /`7� � 16 It Name of Proiect 9/ // tell 1-1 f" Name of Developer Site Location -. ,(address:: - ..number /. r L L) / L�.i '�Vt . s[reet name . ...Suffix) OoV !bldg) I have inspected the gradi ruLat1he subject site and have_verified certiftcatlon'of the pad by the Engineer of Work, °ICS dated 3 ,3 and certification of soil compaction by the Soil Engineer, dated —1Q, 7-am hereby satisfied :that the rough grading has been completedritr= accordanceswith the: approved, plans and specifications, Chapter 23:74-of-the ,Munidpal Code and':any'Other app IIcable engineering standards and specific project requirements. - . 1: �.- .Based on my observation and the certifications, -I -take no exception to the issuance -of-.a building permit for the IOUs) as noted on Phase , If any, but only in so far as grading is concerned. However, this release is not intended to certify the project with respect to other engineering concerns, including public road, drainage, water, sewer, park, and trail Improvements, and their availability, any other public improvements, deferred monumentation, or final grading. Prior to final inspection of the Building Permit(s) and legal occupancy, I need to be further advised so that I can verify that final grading (i.e., finished precise grading, planting and Irrigation) has been completed in accordance with the approved plans and specifications. J� 3- _ (signature of Engineering Inspector) (Date) (signature of Senior Civil Engineer, only if appropiate) (Date) , T Reference: Building Permit No. Special Note: Submit this farm, if completed, to counter staff merely by placing a copy of it in both engineering technicians' in- boxes. Please remember to do a final inspection of the grading permit and submit that papernorlc, wben completed. Office staff will handle the appropiate reductions in security, if any, and coordination with Building Inspection, Thank -you. JSG /field3.docl TEL 760.6334600 I FAX 760.633-2627 505 S. Vulcan Avenue, Encinitas, California 920243633 TDD 760 -633 -2700 Tf�' recycled paper ENGINEERING SERVICES DEPARTMENT copital Improvement Projects city� % District Support Services �.r f Field Operations Encinitas Subdivision Engineering iratfic Engineering ROUGH GRADING CONDITIONAL APPROVAL TO: Subdivision Engineering Public Service Counter FROM: Field Operations Private contract Inspection RE: Grading Permit No. loo / 6t % Name of Project. Name of Developer �GLg11.r ' �SLrld��l Site Location 17S— ro/ ✓S (address ...number .. "street name - ...suffixi (lot) ibldgl The proposed grading of the subject site will require construction of retaining walls that are also building walls. The inspection of the site retaining walls is to be done by the Field-operations Division of the Engineering Services Department. However, the inspection of the building retaining walls is to be done by the Building Inspection Division of the community Development Department. Therefore, issuance of the necessary Building Permit is requested in order to facilitate the completion of rough grading. NO INSPECTIONS BEYOND FOOTINGS AND FOUNDATION ARE TO BE PROVIDED BY BUILDING INSPECTION UNTIL A NOTICE OF ROUGH GRADING APPROVAL, WITHOUT CONDITIONS AND SIGNED BY THE ENGINEERING INSPECTOR, IS CEIVED. FRAMING IS PROHIBITED. !Signature of Engineering inspector) (Date) (Signature of Senior Civil Engineer, only if appropiatel (Date! Reference: Building Permit No. _ -- Special Note.. submit this form, if completed, to counter staff merely by placing a copy of it in both engineering technicians' in- boxes. Please remember to do a full rough grading approval and submit that paperwork, when completed. Office staff will handle the appropiale reductions in security, if any, and coordination with Building Inspection. Thank you. ]SG /field2.docl 7TI 760- 633 -2600 / FAX 760- 633 -2627 5o5 S. Vulcan Avenue, Encinitas, California 92024 -3633 Too 760 -633 -2700 recycled paper w Q IY a AA M A S S O N 10/19/2009 CITY OF ENCINITAS dence (�t stimate _ Masson and Associates. Inc. NF.RING $ERewv� , EARTHWORK L��QV OF ENCtry11Ps GRADING EXCAVATE AND EXPORT (1,001- 20,000) 1 CY UNIT 2750 1 $60,50000 DESCRIPTION UNIT UNIT PRICE I QUANTITY I TOTAL NF.RING $ERewv� , EARTHWORK L��QV OF ENCtry11Ps GRADING EXCAVATE AND EXPORT (1,001- 20,000) 1 CY 1 $22 001 2750 1 $60,50000 EXCAVATE AND FILL (0- 1,000) 1 CY 1 $20001 850 1 $17.000.00 Subtotal $77,500.00 BEST MANAGEMENT PRACTICES (BMP -S) GRAVEL BAG EA $1.10 285 $313.50 SILT FENCE LF $1.60 450 $720.00 FIBER ROLLS LF $2.25 600 $1,350.00 HYDRO -SEED SF $0.20 6650 $1,330.00 STABILIZED CONSTRUCTION ENTRANCE SF $5.25 800 $4,200.00 CONCRETE WASHOUT EA $500.00 1 $50000 INLET PROTECTION (SEDIMENT) EA $150.00 5 1 $750.00 PUBLIC SURFACE IMPROVEMENTS PUBLIC CURB 8 GUTTER Subtotal $9,163.50 v 16" X 16" CONC. FLUSH CURB I LF 1 $20.001 485 1 $9,700.00 Subtotal $9,700.00 m � PUBLIC PAVEMENT a_ PAVEMENT DESIGN, PER SDG -113 (SCHEDULE J) SF $5 00 830 $4,150.00 TURF BLOCK SHOULDER W/ 6" CLASS II BASE SF $4.00 1210 $4,840.00 CONCRETE DRIVEWAY APPROACH 5 -1/ VER LF $14.00 150 $2,100.00 6" CLASS II AB SF 1 $5.50 420 1 $2,310.00 PRIVATE DRAINAGE PRIVATE PVC /CMP /HDPE CULVERTS Subtotal $11,300.00 w F- 6" PVC STORM DRAIN I LF 1 $20001 205 1 $4,100 00 Subtotal $4,100.00 MISCELLANEOUS PRIVATE DRAINAGE a INFILTRATION TRENCH ( SEE DETAIL) LS 1 $3,000,001 1 $3,000.00 12"x12" BOX INLET (PVT) NDS EA $150.00 4 $600.00 CONCRETE BROW DITCH LF $14.00 150 $2,100.00 Subtotal $5,700.00 Page 1 of 2 I: \08 \8085 \PROD \Cost Estimates 8 Quantities\08085 Cost Estimate 10- 19- 09.xis A_ w Q a AA M A S S O N 10/19/2009 CITY OF ENCINITAS Larson Residence Site Work Cost Estimate Masson and Associates, Inc. PRIVATE SURFACE IMPROVEMENTS PRIVATE PAVEMENT 4" CONCRETE FLATWORK - INCLUDES STEPS, UNIT IDESCRiPTION UNIT PRICE QUANTITY I TOTAL PRIVATE SURFACE IMPROVEMENTS PRIVATE PAVEMENT 4" CONCRETE FLATWORK - INCLUDES STEPS, SF $5.00 452 $2,26000 ENHANCED CONCRETE & PATIO PCC PAVING (4" THICK, DWY - W/ #3 BARS @ 18" O.C.) SF $7.00 1565 $10,955.00 CONCRETE PAVEMENT REMOVAL SF $2.00 550 $1,100.00 *includes steps & miscellaneous f/atwork MISCELLANEOUS PRIVATE SURFACE IMPROVEMENTS Subtotal $14,315.00 DRIVEWAY- GRAVEL I CY 1 $40.00 32 1 $1,280.00 Subtotal $1,280.00 MISCELLANEOUS PRIVATE ITEMS MASONRY RETAINING WALL I SF 1 $29.651 953 1 $28,256.45 Subtotal $28,256.45 Total $161,315 10% Contingency $16,131 Grand Total $177,446 Private Improvements Total $140,315 10% Contingency $14,031 PRIVATE IMPROVEMENTS GRAND TOTAL $154,346 Public Improvements Total $21 ,000 10% Contingency $2,100 PUBLIC IMPROVEMENTS GRAND TOTAL $23,100 NOTINCLUDED: 1. Septic system and sewer lines (per separate permit) Page 2 of 2 1:\08 \8085 \PROD \Cost Estimates & Quantities \08085 Cost Estimate 10- 19- 09.xis 10/15/2008 9:19 AM PAGE 12/012 \ LandAmerica Southland Title 7530 N. Glenoaks BHd. Burbank, CA 91504 PHONE: (816) 767 -2000 October 15, 2008 William Larson and Rebecca Larson 1120 Lake Ridge Drive San Marcos, CA 92078 Escrow No.: GSM102523 -TT Our No.: 17035312 Please find enclosed herewith your policy of title insurance. ANDY VIGIL Title Officer Fax Server ORDER NO.: 17035312 O EC 8 2008 L J CLTAIALTA HOMEOWNER'S POLICY 10/15/2008 9:19 AM PAGE 2/012 Fax Server SCHEDULE A DATE OF POLICY: March 28, 2008 AT 2:00 PM POLICY AMOUNT: $802,000.00 PREMIUM: $1,304.00 POLICY NO.: 17035312 (Transnation Title Insurance Company) ORDER NO.: 17035312 DEDUCTIBLE AMOUNTS AND MAXIMUM DOLLAR LIMITS OF LIABILITY FOR COVERED RISK 14, 15, 16 AND 18: COVERED RISK 14 (Subdivision Law Violation): COVERED RISK 15 (Building Permit): COVERED RISK 16 (Zoning): COVERED RISK 18 (Encroachment of Boundary Walls or Fences) STREET ADDRESS OF THE LAND: YOUR DEDUCTIBLE AMOUNT OUR MAXIMUM DOLLAR LIMIT OF LIABILITY 1% of Policy Amount $10,000 or $2,500 (whichever is less) 1% of Policy Amount or $5,000 (whichever is less) 1% of Policy Amount or s5,ODo (whichever is less) 1% of Policy Arnount or $2,500 (whichever is less) 975 Eolus Avenue, Encinitas, California $25,000 $25,DD0 10/15/2008 9:19 AM PAGE 3/012 Fax Server ORDER NO.: 17035312 SCHEDULE A, PAGE 2 1. NAME OF INSURED: William Larson and Rebecca Larson, husband and wife as joint tenants 2. YOUR INTEREST IN THE LAND COVERED BY THIS POLICY IS: A FEE 3. THE LAND REFERRED TO IN THIS POLICY IS SITUATED IN THE COUNTY OF San Diego, STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOWS: All That Portion Of Lot 1, Block "F ", South Coast Park Annex, In The City Of Encinitas, County Of San Diego, State Of California, According To Map Thereof No. 1788, Filed In The Office Of The County Recorder Of San Diego County, March 28, 1924, Described As Follows: Beginning At A Point On The Center Line Of Eolus Avenue As Same Is Shown On Map 1788, Distant Thereon South 15° 43' 30" East 171.08 Feet From Its Intersection With The Westerly Prolongation Of The Northerly Line Of Said Lot; Thence North 74° 16' 30" East A Distance Of 339.38 Feet To A Point Of The Easterly Line Of South Coast Park Annex As Shown On Said Map 1788; Thence Along The Easterly Line Of South Coast Park Annex South 1 ° 42' 50" East A Distance Of 139.2 Feet; Thence South 74° 16'30" West A Distance Of 305.68 Feet To A Point On Said Center Line Of Eolus Avenue; Thence Along Said Center Line Of Eolus Avenue, North 15° 43' 30" West A Distance Of 135.06 Feet To The Point Of Beginning. COUNTERSIGNED BY cam_ D I 'RONENBOLD, JR. SOOT AND TITLE CORPORATION 10/15/2008 9:19 AM PAGE 4/012 SCHEDULE B EXCEPTIONS Fax Server ORDER NO.. 17035312 IN ADDITION TO THE EXCLUSIONS, YOU ARE NOT INSURED AGAINST LOSS, COSTS, ATTORNEY'S FEES AND EXPENSES RESULTING FROM: A. Property taxes, including general and special taxes, personal property taxes, if any, and any assessments collected with taxes, to be levied for the fiscal year 2008 - 2009 which are a lien not yet payable. B. Assessments, if any, for community facility districts affecting said land which may exist by virtue of assessment maps or notices filed by said districts. 1. An easement for the purpose shown below and rights incidental thereto asset forth in a document Granted to: San Diego Consolidated Gas & Electric Company Purpose: Public utilities Recorded. April 15, 1926, in Book 1173, page(s) 280, of Deeds The exact location and/or extent of said easement is not disclosed in the public records. 2. An easement for the purpose shown below and rights incidental thereto as set forth in a document Granted to: San Dieguito Irrigation District Purpose: pipe lines Recorded: April 7, 1938, in Book 768, page(s) 45, of Official Records The exact location and/or extent of said easement is not disclosed in the public records. 3. A rights of the public as to any portion of the land lying within the referred to above commonly known as Eolus Avenue and Orpheus Avenue. 4. A deed of trust to secure an indebtedness in the amount shown below, and any other obligations secured thereby. Amount. $614,900.00 Dated: March 24, 2008 Trustor: William Larson and Rebecca Larson, husband and wife as joint tenants Trustee: Verdugo Trustee Service Corporation Beneficiary: Mortgage Electronic Registration Systems, Inc., ( "MERS "), solely as nominee for Citimortgage Inc., a Corporation Recorded March 26, 2008 as Instrument No. 2008- 0165676, Official Records 10/15/2008 9:19 AM PACE LandAmerica' Southland Title 5/012 Fax server ORDER NO.: 17035312 PRIVACY POLICY NOTICE LarKlArnerica Financial Group, Inc. and its family of affiliated companies Cl- andAmedca' respect the privacy of our customers' personal information. This Notice explains the ways in which we may collect and use personal information under the LandArnerice Privacy Policy. LandAmerica provides title insurance and other real estate services through is affiliates. The three largest members of the LandAmerica family, Commonwealth Lard Title Insurance Company, Lawyers Title Insurance Corporation, and Transnation Tile Insurance Company, and their file affiliates, issue title policies and handle real estate closings across the country. You may review a complete list of the LandAmerica family of affiliates covered by this Privacy Policy on our website at http: /twww.landam.com under the privacy policy link or request a copy be sent to you from the address listed below. The LandAmerica Privacy Policy applies to all LandAmerica customers, former customers and applicants. Please visit our website for an explanation of our privacy practices relating to electronic communication. What kinds of information we collect: Depending on the services you use, the types of information we may collect from you, your lender, attorney, real estate broker, public records or from other sources include: • information from forms and applications for services, such as your name, address, telephone number, • Information about your transaction, including information about the real property you bought, sold or financed such as address, cost, existing liars, easements, other title information and deeds, • wkh closing, escrow, settlement or mortgage lending services or mortgage loan servicing, we may also collect your social security number as well as information from third parties including property appraisals, credit reports, ban applications, land surveys, real estate lax information, escrow account balances, and sometimes bank account numbers or credit card account numbers to facilitate the transaction; and • information about your transactions and experiences as a customer of ours or our affiliated companies, such as products and services purchased and payments made. How we use and disclose this information: We use your information to provide you with the services, products and insurance that you, your lender, attorney, or real estate brokers have requested. We disclose information to our affiliates and unrelated companies as needed to carry out and service your transaction, to protect against fraud or unauthorized transactions, for institutional risk control, to provide information to government and law enforcement agencies and as otherwise permitted by law. As required to facilitate a transaction, our title affiliates record documents that are part of your transaction in the public records as a legal requirement for real property notice purposes. We do not share any nonpublic personal information we collect from you with unrelated companies for their own use. We do not share any information regarding your transaction that we obtain from third parties (including credit report Information) except as needed to enable your transaction as permitted by law. We may also disclose your name, address and property information to other companies who perform marketing services such as letter production and mailing on our behalf, or to other financial service companies (such as Insurance companies, banks, mortgage brokers, credit companies) with whom we have joint marketing arrangements. Additionally, some LandAmerica affiliates may share information about their transaction and experiences with you in order to identify opportunities to market other LandAmerica services or products that may be useful to you. How we protect your Information: We maintain administrative, physical, electronic and procedure[ safeguards to guard your nonpublic personal information. We reinforce our privacy policy with our employees and our contractors. Joint marketers and third parties service providers who have access to nonpublic personal information to provide marketing or services on our behalf are required by contract to follow appropriate standards of security and confidentiality. Title insurance agents may be covered by this policy. If your transaction goes through a title Insurance agent that is not part of the LandAmenca family, the agent handling your transaction should provide you with the agent's own privacy policy or evidence that the agent has adopted our policy. If you have any questions about this privacy statement or our practices at LandAmerica, please email us at customerservbce @landam.com or write us at: LandAmerlca Privacy, P.O. Box 27567, Richmond, VA 23261. 10/15/2008 9:19 AM PAGE 6/012 Fax Server I..eandA it erica' Southland Title 7530 N. Glenoaks Blvd. Burbank, CA 91504 (818) 767 -2000 May 5, 2008 CitiMortgage, Inc. P.O. Box 790021 St. Louis, MO 63179 -0021 Attention: Document Processing MS 221 Your No.: 002005202716 Our No.: 17035312 Please find enclosed herewith your ALTA Loan 2006 policy of title insurance per your request. ANDY VIGIL Title Officer 10/15/2008 9:19 AM PAGE 7/012 AMOUNT OF INSURANCE LOAN NO.: 17035312 ALTA Loan Policy 2006 POLICY OF TITLE INSURANCE ISSUED BY Transnation Title Insurance Company SCHEDULE A $614,900.00 002005202716 ADDRESS REFERENCE: 975 Eolus Avenue, Encinitas, Calif omia PREMIUM: DATE OF POLICY: 1. NAME OF INSURED: March 28, 2008 AT 2:00 PM Citimortgage Inc., a Corporation, its Successors and /or Assigns Fax Server POLICY /FILE NO.: 2. TITLE TO THE ESTATE OR INTEREST IN THE LAND IS VESTED IN: William Larson and Rebecca Larson, husband and wife as joint tenants 3. THE ESTATE OR INTEREST IN THE LAND WHICH IS DESCRIBED IN SCHEDULE A AND WHICH IS ENCUMBERED BY THE INSURED MORTGAGE IS: A FEE 4. THE MORTGAGE, HEREIN REFERRED TO AS THE INSURED MORTGAGE, AND THE ASSIGNMENTS THEREOF, IF ANY, ARE DESCRIBED AS FOLLOWS: A deed of trust to secure an indebtedness in the amount shown below, and any other obligations secured thereby. Amount: $614,900.00 Dated. March 24, 2008 Trustor: William Larson and Rebecca Larson, husband and wife as joint tenants v Trustee: Verdugo Trustee Service Corporation Beneficiary. Mortgage Electronic Registration Systems, Inc., ( "MERS "), solely as nominee for Citimortgage Inc., a Corporation Recorded. March 28, 2008 as Instrument No. 2008- 0165676, Official Records 10/15/2008 9:19 AM PAGE 8/012 Fax Server ORDER NO.: 17035312 SCHEDULE A — CONTINUED 5. THE LAND REFERRED TO IN THIS POLICY IS SITUATED IN THE COUNTY OF San Diego, STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOWS: All That Portion Of Lot 1, Block "F ", South Coast Park Annex, In The City Of Encinitas, County Of San Diego, State Of California, According To Map Thereof No. 1788, Filed In The Office Of The County Recorder Of San Diego County, March 28, 1924, Described As Follows: Beginning At A Point On The Center Line Of Eolus Avenue As Same Is Shown On Map 1788, Distant Thereon South 15° 43' 30" East 171.08 Feet From Its Intersection With The Westerly Prolongation Of The Northerly Line Of Said Lot, Thence North 74° 16' 30" East A Distance Of 339.38 Feet To A Point Of The Easterly Line Of South Coast Park Annex As Shown On Said Map 1788; Thence Along The Easterly Line Of South Coast Park Annex South 1 ° 42' 50" East A Distance Of 139.2 Feet; Thence South 740 16' 30" West A Distance Of 305.68 Feet To A Point On Said Center Line Of Eolus Avenue; Thence Along Said Center Line Of Eolus Avenue, North 150 43' 30" West A Distance Of 135.06 Feet To The Point Of Beginning. 10/15/2008 9:19 AM PAGE 9/012 Fax Server ORDER NO.: 17035312 SCHEDULE A - CONTINUED 6. THIS POLICY INCORPORATES BY REFERENCE THOSE ALTA ENDORSEMENTS SELECTED BELOW: 0 ALTA 4 -06/CLTA 115.1 Condominium (All Assessments) p ALTA4.1- 06/CLTA 115.3 Condominium (Unpaid Assessments) [] ALTA 5- 06/CLTA 115.2 Planned Unit Development (All Assessments) [] ALTA 5.1- 061CLTA 115.4 Planned Unit Development (Unpaid Assessments) [X] ALTA 6- 061CLTA 111.5 Variable Rate Mortgage [] ALTA 6.2- 06/CLTA 111.8 Variable Rate, Negative Amortization [X] ALTA 8.1 -06 1CLTA 110.9 Environmental Protection Lien (Paragraph B refers to the following state statute(s): NONE [X] ALTA 9- 06/CLTA 100.2 Restrictions, Encroachments & Minerals [] ALTA 13.1 -06 /CLTA 119.6 Leasehold - Loan [] ALTA 14- 06/CLTA 111.14 Future Advance, Priority (Obligatory Advance) [] ALTA 14.1 -06 /CLTA 111.14.1 Future Advance, Knowledge (Optional Advance) [] ALTA 14.3 -06 /CLTA 111.14.3 Future Advance, Reverse Mortgage [X] ALTA 22- 061CLTA 116.01 or 22.1 -06 /CLTA 116.02 Location (The type of improvement is A Single Family Residence ) and the street address is as shown above. COUNTERSIGNED BY cam_ D I ONENBOLD, JR. SOUT NO TITLE CORPORATION 10/15/2008 9:19 AM PACE 10/012 SCHEDULE B PART Fax Server ORDER NO.: 17035312 THIS POLICY DOES NOT INSURE AGAINST LOSS OR DAMAGE (AND THE COMPANY WILL NOT PAY COSTS, ATTORNEYS' FEES OR EXPENSES) WHICH ARISE BY REASON OF: A. Property taxes, including general and special taxes, personal property taxes, if any, and any assessments collected with taxes, to be levied for the fiscal year 2008 - 2009 which are a lien not yet payable. B. Assessments, if any, for community facility districts affecting said land which may exist by virtue of assessment maps or notices filed by said districts. C. Supplemental or escaped assessments of property taxes, if any, assessed pursuant to the Revenue and Taxation Code of the State of California- 1 . An easement for the purpose shown below and rights incidental thereto as set forth in a document Granted to. San Diego Consolidated Gas 8 Electric Company Purpose. Public utilities Recorded: April 15, 1926, in Book 1173, page(s) 280, of Deeds The exact location and/or extent of said easement is not disclosed in the public records. 2. An easement for the purpose shown below and rights incidental thereto as set forth in a document Granted to. San Dieguito Irrigation District Purpose: pipe lines Recorded: April 7, 1938, in Book 768, page(s) 45, of Official Records The exact location and/or extent of said easement is not disclosed in the public records. 3. A rights of the public as to any portion of the land lying within the referred to above commonly known as Eolus Avenue and Orpheus Avenue. ENDORSEMENT(S): The following endorsements are attached to and made a part of this policy: NONE 10/15/2008 9:19 AM PAGE SCHEDULE B PART 11 11/012 Fax Server ORDER NO.: 17035312 IN ADDITION TO THE MATTERS SET FORTH IN PART I OF THIS SCHEDULE, THE TITLE TO THE ESTATE OR INTEREST IN THE LAND DESCRIBED OR REFERRED TO IN SCHEDULE A IS SUBJECT TO THE FOLLOWING MATTERS, IF ANY BE SHOWN, BUT THE COMPANY INSURES THAT THESE MATTERS ARE SUBORDINATE TO THE LIEN OR CHARGE OF THE INSURED MORTGAGE UPON THE ESTATE OR INTEREST: NONE DRAINAGE STUDY FOR LARSON RESIDENCE 975 EOLUS AVENUE ENCINITAS, CA Engineer: MASSON & ASSOCIATES, INC. 200 East Washington Avenue, Suite 200 Escondido, CA 92025 (760) 741 -3570 PN 08085 Prepared by: Z Date: Scott Lee RCE #70889 Exp. 6/30/09 Date Comments 11/17108 Original OPROFESS104' yGp'TT L. F w C70889 m EXP. TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION ................................................................... ..............................1 2.0 PURPOSE ........................................................................................... ..............................1 3.0 METHODOLOGY ................................................................................. ..............................1 4.0 HYDROLOGY ...................................................................................... ..............................1 5.0 CONCLUSION ..................................................................................... ..............................2 6.0 REFERENCES ........................................................................................ ..............................2 APPENDICES Rainfall Isopluvials — 100 Year Rainfall Event — 6 Hours Table 3 -1 — Runoff Coefficients for Urban Areas Pre - Development Hydrology Calculations Post - Development Hydrology Calculations EXHIBITS Vicinity Map Exhibit A — Pre - Development Hydrology Map Exhibit B — Post - Development Hydrology Map 1.0 PROJECT DESCRIPTION Proposed project is located at 975 Eolus Boulevard, in Leucadia, California, 0.3 miles from the intersection of 1 -5. The site is bounded on the west side by Eolus Avenue and on the east side by Orpheus Avenue. Private properties are to the South and North. The site is currently occupied by an existing structure and driveway (not paved) connecting to Eolus Avenue. The site is divided by a natural ridge line separating the property into two and directing the discharges to the existing streets to the west and east from the property. The site's elevations range from 180 to 155 MSL. Proposed development will include removal of the existing structure and concrete pavement and construction of new private residence, new detached garage and paved driveways. 2.0 PURPOSE The purpose of this study is to determine the peak runoff rates and velocities for the pre - development and post - development conditions. Comparisons will be made at the same discharge points for each drainage basin affecting the site and adjacent properties. 3.0 METHODOLOGY The Rational Method as outlined in the San Diego County Hydrology Manual, dated June 2003, was used to determine the runoff flow rates. The 100 -year frequency storm events were analyzed to determine peak runoff rates discharging the site for both the existing and post - development condition. Bentley FlowMaster 2008 Bentley Systems software was used for the hydraulic calculations. The runoff coefficient, "C" was determined per Table 3 -1 "Runoff Coefficients For Urban Areas" for soil type B based on the percentage of impervious surface for the given basin. 4.0 HYDROLOGY 4.1 Pre - Development Conditions A pre - development hydrology map delineating basin areas, flow paths, concentration points, and existing drainage facilities has been prepared and is attached to this report as Exhibit "A ". In the existing condition runoff generated from the site sheet flows through the site and discharges into existing streets on the east and west side of the property. Pre - development hydrology calculations can be found in Appendix B. 4.2 Post - Development Conditions A post - development hydrology map delineating basin areas, flow paths, concentration points, and proposed drainage facilities has been prepared and is attached to this report as Exhibit "B ". Post - development hydrology calculations can be found in Appendix C. In the post - development condition eastern portion of the property (Basin 1.01) discharges to the Orpheus Avenue. Stormwater Management Plan I. \08\ 8085\ PROD\ Reports \Hydrology \8085 - Drainage.doc LARSON RESIDENCE 1 11/19/2008 Western portion on the property is divided into two areas (Basin 1.02 and 1.03) discharging into two grass swales located along west and east property lines. Storm drain from the grass swales is going to be directed through openings in the proposed walls to the Eolus Avenue. At the end of the grass Swale on the north side of the site (Basin 1.02) infiltration trench is proposed to mitigate any increase in the runoff in the post - development condition. 5.0 CONCLUSION The development of this site will not create an increase in total runoff discharging from the site into the public street. The infiltration trench will mitigate the increase in the runoff from the site within the property boundaries. The tables below provide a summary of the pre- and post - development areas and flows at the project concentration points. Table 1 — Pre- Develooment Flows Basin / Node Aaca Q100 WS) Basin 1.01 / 1.013 0.44 0.66 Basin 1.02 / 1.023 0.40 0.80 Total 0.84 1.46 Table 2 — Post - Development Flows Basin / Node Area Q1e0 (cfs) Basin 1.01 / 1.013 0.30 0.43 Basin 1.02 / 1.023 0.36 0.73 Basin 1.03 / 1.033 0.18 0.38 Total 0.84 1.54 6.0 REFERENCES Bentley FlowMaster (Software Version 2008) County of San Diego Department of Public Works Flood Control Section. San Diego County Hydrology Manual. (2003) Stormwater Management Plan I:\ 081 80851PROD \ReportslHydrology18085- Drainage.doc LARSON RESIDENCE 2 11/19/2008 ...o.... ■■ ■ ■m ■ ■ ■n m■ n■��m•, County t _ • t Diego Hydrology 1 �.. � � , , , C C C ■■■ ■ ■■n■ ■s■■■s■ C■ C . 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Y■■m■:C■■■■■■■■■N■�■■u■: 0e■t■■n ■n ■■Y■N ■■■■■■■■ ■N■ Nina■ ■ ii r ■■ � i■ ■ :�■ _ ■■■ulnr■t■■i■■■■ N■■r■N■ ■ ■ ��■ ■ ■n ■F� ■■ man nm nE' ■ ■■ ■■ w■m■N■ ■■ ■■ ■■ii■un San Diego County Hydrology Manual Date: June 2003 Land Use Elements Undisturbed Natural Terrain (Natural) Low Density Residential (LDR) Low Density Residential (LDR) Low Density Residential (LDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) High Density Residential (HDR) High Density Residential (HDR) Commercial/Industrial (N. Com) Commercial /Industrial (G. Com) Commercial/Industrial (O.P. Com) Commercial/Industrial (Limited 1.) Table 3 -1 RUNOFF COEFFICIENTS FOR URBAN AREAS Permanent Open Space Residential, 1.0 DU /A or less Residential, 2.0 DU /A or less Residential, 2.9 DU /A or less Residential, 4.3 DU /A or less Residential, 7.3 DU /A or less Residential, 10.9 DU /A or less Residential, 14.5 DU /A or less Residential, 24.0 DU /A or less Residential, 43.0 DU /A or less Neighborhood Commercial General Commercial Office Professional/Commercial Limited Industrial Section: 3 Page: 6 of 26 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU /A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 Runoff Coefficient °C Soil Type % IMPER. A B C D 0* 0.20 0.25 0.30 0.35 10 0.27 0.32 0.36 0.41 20 0.34 0.38 0.42 0.46 25 0.38 0.41 0.45 0.49 30 0.41 0.45 0.48 0.52 40 0.48 0.51 0.54 0.57 45 0.52 0.54 0.57 0.60 50 0.55 0.58 0.60 0.63 65 0.66 0.67 0.69 0.71 80 0.76 0.77 0.78 0.79 80 0.76 0.77 0.78 0.79 85 0.80 0.80 0.81 0.82 90 0.83 0.84 0.84 0.85 90 0.83 0.84 0.84 0.85 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU /A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 Pre and Post Development Hydraulic Calculations Stormwater Management Plan I: \08 \8085 \PROD\Reports \Hydrology \8085 - Drainage.doc LARSON RESIDENCE 3 1 1/1 W2008 [a MASSON & ASSOCIATES, INC. 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'f;.�,�•n'- �``��`'.. _ ' k, :�' .�, ,.. , "°'�� ?+': ":ac' ;;.;fir },+rt:�4 e' * *. �s §�;i: -fta ,:. Downstream Depth 0.00 It Length 0.00 R Number Of Steps p��( 0 -21 I - iW a .. C - w �......_ -ww. w —A i t.+.r .. x`M1%Y v.. _ 'a `Y7.R Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 It Downstream Velocity Infinity ftts Upstream Velocity Infinity ftis Normal Depth 0.41 R Critical Depth 0.12 R Channel Slope 1.00000 % Bentley Systems. Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03) 11/19/2008 12:30:38 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203- 755 -1666 Page 1 of 2 Worksheet for Grass Swale 1.02 Critical Slope 2.18263 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley ilowMaster ]08- 11.00.03] 111191200812'30'38 PM 27 Stemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 2 of 2 Cross Section for Grass Swale 1.02 Project Description Friction Method Manning Formula Solve For Normal Depth Input Bata, Roughness Coefficient 0.250 Channel Slope 1.00000 Normal Depth 0.41 ft Left Side Slope 3.00 fVft (H. V) Right Side Slope 3.00 ft/ft (H. V) Bottom Width 0.50 ft Discharge 0.16 fl-is Cross seOM,90 Sh??- ?r;.`+#�... .fr: _ *- ',.�y''. E..:+ti � -0.50tt -1 T 0,41 R 1 w1 L H 1 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11 00 031 11119/2006 12:30:30 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA -1- 203 -755 -1666 Page 1 of 1 Worksheet for Grass Swale 1.03 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data 0.47 R Roughness Coefficient 0.250 Rr Channel Slope 1.00000 % Left Side Slope 3.00 Wit (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 0.50 R Discharge 0.22 ftr /s Normal Depth 0.47 R Flow Area 0.91 Rr Wetted Perimeter 3.49 ft Hydraulic Radius 0.26 ft Top Width 3.34 it Critical Depth 0.14 ft Critical Slope 2.08683 ft/ft Velocity 0.24 ft/s Velocity Head 0.00 ft Specific Energy 0.47 ft Froude Number 0.08 Flow Type Subcritical Downstream Depth 0.00 fl Length 0.00 n Number Of Steps 0 Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.47 R Critical Depth 0.14 ft Channel Slope 1.00000 % 11 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03[ 11119/2008 12:30'58 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 -755 -1666 Page 1 of 2 y Worksheet for Grass Swale 1.03 Critical Slope 2.08683 Wit Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 1V19/2008 12:3058 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA *1.203- 7551666 Page 2 of 2 Cross Section for Grass Swale 1.03 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.250 Channel Slope 1.00000 Normal Depth 047 ft Left Side Slope 3.00 Wit (H V) Right Side Slope 3.00 ft /ft (H: V) Bottom Width 0.50 ft Discharge 012 ft' /s Clogs Section Image —0.50 It --I T 0 97 ft T V 1 L H: 1 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMasler (08.11.00.03] 11/19/2008 12:30'51 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA -1- 203- 755 -1666 Page 1 of 1 Trench volume: L = 60 FT - trench length W = 4.0 FT - trench width D = 3.3 FT - trench depth 0.35% air volume between rocks Trench Volume: VI= L'W'D'0.35= 60'4.0'3.3'0.35 = 277CuFt Discharge at Eolus Avenue: Pre - development: Post - development: Increase: Volume needed: 0.80 cfs 0.38 +0.73 = 1.11 cfs Q = 0.31 CuFt/s = 18.6 CuFflmin Tc = 14.7 min VD= 18.6'14.7= 273CuFt Slonnwater Management Plan LARSON RESIDENCE 0.31 cfs < 277 CuFt OK 1: 108 \8085\PROD\ Reports \Hydmlogy \8085 - Infiltration Trench Calcs.xis 11119!2008 USGS MAP: ENCINITAS, CALIFORNIA LARSON HESDBJCE 975 EOLUS AVENUE LAUCADIA, CA VICINITY MAP I 1 \I I 1 i I 11 1 I c. I I I I I v li ti I 1 1 1 I I 1 \ I 1 1 1 \ 1 EL 172.2\ 1 v 1 EL 6 87.6 1 l__ 01. 0.08c \_T 1 1 / �I / / I i IJ - \ 1 M �x tv 20 10 0 20 40 GO \ x �y v \ - 1.011 1 1 \ x 1 � EL 179.3 1012 ' I , ' l it k J r �/ 4iad .1AQy1 to I I f \ / / I i IJ - \ 1 M �x tv 20 10 0 20 40 GO \ J191J.IPPI EI:�7 CONCENTRA710N POINT 0100 - 35CFS DIRECDON OF FLOW — ) --- — --- — SCALE IN FM GRAPHIC SCALL \'i�� \oe\ saes \PROs \aeoi "\&,dso' o.r\eos.�,C,"I"A' MAIN 11 & ASSOCNIATES I� PLANNING EN GINEERING�SU RVEYI TEI 0o E )111 w a tC zoo • Escorvuiuo cw ozozs EXHIBIT 'A' PRE - DEVELOPMENT HYDROLOGY MAP LARSON RESIDENCE PN 8085 DATE 11 -18 -08 tv 20 10 0 20 40 GO SCALE IN FM GRAPHIC SCALL \'i�� \oe\ saes \PROs \aeoi "\&,dso' o.r\eos.�,C,"I"A' MAIN 11 & ASSOCNIATES I� PLANNING EN GINEERING�SU RVEYI TEI 0o E )111 w a tC zoo • Escorvuiuo cw ozozs EXHIBIT 'A' PRE - DEVELOPMENT HYDROLOGY MAP LARSON RESIDENCE PN 8085 DATE 11 -18 -08 I I I I '1 .1 1- ( ill I / I/ / 1 I W < 1 m I � I a � 1� CP D1oo= r/ i ' I /� I i Q Yi it ii I I BASIN DESIGNATION 1.01 "yy MO BASIN BOUNDARY CONCENTRATION POINT CP 0100 m 35CFS DIRECTION OF ROW ---- - - - -- nn( 7 N 20 TO 0 20 40 60 `C/�LL IN FF[ I' Fl ctint'ruc scale 1, .AoeAeae1\11 OO AaePO�isAHVe�i 9rVaoss— nec�zowg ®MANIINI I ASSOCIATES, IN P L A N N N G . E N G N E E R I N G • S U R V E Y N EXHIBIT 'B' POST - DEVELOPMENT HYDROLOGY MAP LARSON RESIDENCE M 8085 DATE 11 -18_06 City of Encinitas 506 Snuth Vulcan .4.c.ue Encinitas, California 92024 -3633 Tel 760- 633 -2600 •Fax 760- 943 -2226 TDD 760- 633 -2700 • w,,w.ci.encinitas.ca.us Field Clearance to Allow Occupancy TO: Subdivision Engineering Public Service Counter FROM: Field Operations Private Contract Inspection RE: Building Permit No. -- Name of Project Y16 ;k__� % Name of Developer 12(ynz,4— / v� ICs its 'S l D 9 3 I have inspected the site at 97s- address... number street Tiame suffix , and have determined that finish (precise) grading (lot no.) (bldg. no-) and any other related site improvements are substantially complete and that occupancy is merited. (e) Signaturgin'spector Date— Signature of Senior Civil Engineer, only it appropriate Date Reference: Engineering Permit No. -Pa d��/ Special Note: Please do not sign the `blue card" that is issued by Building Inspection Division and given to the developer. You are only being asked to verify field conditions. office staff still has the responsibility to verify that compliance with administrative requirements is achieved, typically payment of impact fees or execution of documents. Return this form, if completed, to counter staff by dropping it in the slot labeled "Final Inspection' . Also, please remember to do final inspections on the related engineering permits and return that paperwork, if completed. Thank you. Fire Building Planning Engineering CITY OF ENCINITAS - ENGINEERING DEPARTMENT PROJECT NAME: LOCATION: GRADING PERMIT: DATE. ?' O CONTRACTOR. APN NUMBER. SIZE OF LOT VCo 93 / 99 sE- rj ,.1 k,eoJ ,,. // lc J _„ Y y 3RDGLPRI / 1 :77 - ?0(c, l.: 1 1 Y V r L N L 1 N 1 1 H D ENGINEERING SERVICES DEPARTMENT 505 S. VULCAN AVE. ENCINITAS, CA 92024 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------ GRADING PERMIT PERMIT NO.: 10071GI PARCEL NO. 256- 243 -0200 PLAN NO.: 10071 - JOB SITE ADDRESS: 975 EOLUS AVE. CASE NO.: 08111 / CDP APPLICANT NAME BILL LARSON NPDES INSPT FEE 1,326.00 MAILING ADDRESS: 1825 ASTON AVE. PHONE NO.: 760 - 931 -9990 CITY: CARLSBAD . STATE: CA ZIP: 92008 - TRAFFIC FEE CONTRACTOR : BILL LARSON PHONE NO.: 760 - 931 -9990 LICENSE NO.: -LIEU IMPROVMT LICENSE TYPE: ll.PLAN ENGINEER SOUTH CALIFORNIA SOILS & TESTING PHONE NO - 619 - 280 -4321 PERMIT ISS /09 --- - - - - -- PERMIT DATE: 10/2 10 PERMIT ISSUED BY / ------- - - - - -- INSPE R: BEN OLIVER PERMIT FEES & DEPOSITS 1. PERMIT FEE .00 2. GIS MAP FEE .00 3. INSPECTION FEE 6,630.00 4, INSPECTION DEPOSIT: .00 5. NPDES INSPT FEE 1,326.00 6. SECURITY DEPOSIT 53,892.00 7. FLOOD CONTROL FE 328.00 8. TRAFFIC FEE -.00 9. IN -LIEU UNDERGRN .00 10.IN -LIEU IMPROVMT .00 ll.PLAN CHECK FEE .00 12.PLAN CHECK DEPOSIT: .00 -- - - - - -- --- - - - - -- DESCRIPTION OF WORK - ------- - - - - -- PERMIT ISSUED TO VERIFY PERFORMANCE OF GRADING AND DRAINAGE PER APPROVED PLAN 10071 -G. CONTRACTOR TO MAINTAIN TRAFFIC CONTROL PER W.A.T.C.H. STANDARDS OR CITY APPROVED TRAFFIC CONTROL PLAN. A SEPARATE ENGINEERING ($300.00) CONSTRUCTION PRRM7T rS REQUIRED FOR WOR UBLIC R.O.W. E TTER DATED 10/26/09 APPLIES. REVISIONS TO ISSUED PERMIT IMPROVEMENTS INSPECTION FEE = $1,155.00 GRADING DEPOSIT = $45,807.00 IMPROV DEPOSIT = $8,085.00.00 TOTAL($8,085.00 + $45,807.00 = $53,892.00) - - -- INSPECTION ---------- - - -- -- DATE -- - - - - -- INSPECTOR'S SIGNATURE - - -- INITIAL INSPECTION /"/-;5/09 COMPACTION REPORT RECEIVED 3 0 ENGINEER CERT. RECEIVED ROUGH GRADING INSPECTION g FINAL INSPECTION ----------------------------- -1�` -3 = �p1O - - - - -- I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE L REGULATING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF 11� ISSUED PURSUANT TO THIS APPLICATION. -Dlt'l.._ L, P& 0 PRINT NAME CIRCLE ONE: 1 OWNE 2. AGENT 3. OTHER 10-2b -U� DATE SIGNED 7(oo -X0-3 - i(a0() TELEPHONE NUMBER 4 SOIL 8 TESTING, INC 2 e 0 2 STe 0 O San Diego Office P H O N E (619) 280 -4321 T O L L FR E E (877) 215 -4321 FAX (619) 280 -4717 P.O. Box 600627 San Diego, CA 92160 -0627 6280 Riverdale Street San Diego, CA 92120 www.scst.com GEOTECHNICAL REPORT LARSON RESIDENCE 975 EOLUS AVENUE LEUCADIA, CALIFORNIA PREPARED FOR: Indio Office PHONE 83-740 Citrus Avenue (760) 775 -5983 Suite G TOLL FREE (877) 215 -4321 Indio, CA 92201 -3438 FAX (760) 775 -836? www.scst.com VIKING COMMERCIAL CONSTRUCTION 1825 ASTON AVENUE CARSLBAD, CA 92008 PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 DFC 8 M3 i 4 SOIL b TCSTING, INC 2 O V ST c i O San Diego Office P H O N E P.O. BOX 600627 (619) 280 -4321 San Diego, CA 92160 -0627 T O L L F R E E 6280 Riverdale Street (877) 215 -4321 San Diego, CA 92120 FAX (619) 280-4717 www.scs[.cam September 15, 2008 Bill Larson Viking Commercial Construction 1825 Aston Avenue Carlsbad, CA 92008 Subject: GEOTECHNICAL REPORT BILL & BECKY CARSON RESIDENCE 975 EOLUS AVENUE LEUCADIA, CALIFORNIA Dear Mr. Larson: Indio Office P H O N E 83 -740 Citrus Avenue (760) 775 -5983 Suite G TOLL FREE (877) 215 -4321 Indio, CA 92201 -3438 FAX (760) 775 -8362 www.scst.com SCS &T No. 0811138 Report No. 1 This letter transmits Southern California Soil & Testing, Inc.'s geotechnical report for the subject project. This investigation was performed in general conformance with the scope of work presented in SCS &T's proposal, 085235, dated July 22, 2008. If you have questions concerning this report, please call me at (619) 280 -4321. SOIL & TESTING, INC. <n NC GE000E Z J rg4e 08 PH Al l Engineer JJS:js (4) Addressee TABLE OF CONTENTS PAGE SECTION EXECUTIVESUMMARY ................................................................. ..............................i 1. INTRODUCTION .......................... ..............................1 ..............................1 1.1 GENERAL ........................................................................................................ 1.2 SCOPE OF WORK ............................................ V............................................... ..............................1 2. DATA ACQUISITION .............................................................................. ..............................1 2.1 FIELD EXPLORATION ...................................................................................... ..............................1 2.2 LABORATORY TESTING ................................................................................... ..............................2 3. FINDINGS ................... ....................................................................... ..............................2 3.1 SITE DESCRIPTION ........................................................................................... .............................2 3.2 SUBSURFACE CONDITIONS ............................................................................ ....._........................2 4. CONCLUSIONS AND RECOMMENDATIONS ....................................... ..............................2 4.1 GENERAL ..........................................................................................:............. ..............................2 4.2 EARTHWORK ...........................................:...................................................... ..............................2 4.1.1 Site preparation — Building Areas ......................................................... ..................I...........1 4.1.2 Fill and Backfill Placement and Compaction ........................................ ..............................3 4.1.3 Expansive Soil ........................................................................................ ..............................3 4.1.4 Imported Soil ..........................................:.............................................. ..............................3 4.1.5 Surface Drainage ................................................................................... .............................3 3 4.3 SHORING ............ ............................... ............................ 4.4 EARTHQUAKE CONSIDERATIONS ......................................................... .........:....................4 4.5 BASEMENT WALLS ................................................................................... ..............................5 4.6 FOUNDATION DESIGN .................................................................................. ..............................5 5 4.61 Genera l ..................................................... ............................................................................ 4.6.1 Resistance to Lateral Loads ................................................................... .............................5 :....... 6 4.63 Static Settlement characteristics .............................................. . ................................... 4.7 SLABS -0N - GRADE ............................................. .............................................. ..............................6 4.7.1 Interior Concrete Slabs -on- Grade ......................................................... ..............................6 4.7.1 Exterior Slabs -0n - Grade ................................................................:........ ..............................6 4.8 CORROSION .................................................................................................... ..............................7 ENGINEERING DURING CONSTRUCTION ............. ..............................7 5. GEOTECHNICAL ........... ............................ ............................... ............... 6. CLOSURE ........... ..............................7 ATTACHMENTS - Figure 1 ...................... ...........Site Map Figure 2 .............. .....Boring Location Map ......................................................... ............................... Figure 3 ..................................................:................ .................:............. Lateral Pressure Diagram Figure4 .......................................:............................ ............................... Retaining Wall Backdrain APPENDICES AppendixI ................................................... ............................... AppendixII .................................................. ............................... ....................Field Investigation .......... Laboratory Test Results y y1'� fr'3m_ EXECUTIVE SUMMARY This report presents the results of the geotechnical investigation performed by Southern California Soil and Testing for the new home you are planning at 975 Eolus Avenue in the Leucadia area of Encinitas, California. We understand that the project consists of a new 2 -story main residence with a partial basement, a detached garage with living area above, and an outdoor patio pool area. The existing ground surface elevation will be lowered about 6 feet to near - street grade. The excavated soil will be placed as a compacted fill sound berm at the top of the slope between the new residence and Interstate 5. The site is underlain by 1 to 2 feet of fill over terrace deposits. The fill consists of loose silty sand. The terrace deposits consist of medium dense to dense, weakly to strongly cemented, silty sand. The terrace deposits continue to the maximum depth explored, 19 feet. No groundwater was encountered in the borings. The existing fill below the planned building area should be excavated. This material can be replaced as compacted fill where needed to meet planned final grades. The planned building can be supported on shallow foundations with bottom levels in compacted fill following site preparation as described in the main text, or in undisturbed terrace deposits. The recommendations presented in this report may need to be updated once final grading and foundation plans have been prepared. +3: 1. INTRODUCTION 1.1 GENERAL This report presents the results of the geotechnical investigation performed by Southern California Soil & Testing, Inc. (SCS &T) for the new home you are planning at 975 Eolus Avenue in the Leucadia area of Encinitas, California. The location is shown on Figure 1. We understand that the project consists of a new 2 -story main residence with a partial basement, a detached garage with living area above, and an outdoor patio pool area. The existing ground surface elevation will be lowered about 6 feet to near - street grade. The excavated sail will be placed as a compacted fill sound berm at the top of the slope between the new residence and Interstate 5. The purpose of this study was to evaluate site and subsurface conditions and develop recommendations for earthwork, appropriate foundation systems, and slab -on -grade floors. 1.2 SCOPE OF WORK The geotechnical study performed by SCS &T consisted of surface reconnaissance, subsurface exploration, soil sampling, laboratory testing, engineering analyses, and development of conclusions and recommendations regarding: 1. Subsurface conditions beneath the area to be developed. 2. Geologic and seismic hazards that could have an impact on the project. 3. Site preparation. 4. Criteria for seismic design in accordance with California Building Code procedures. 5. Alternative types of foundation support for the structures along with geotechnical engineering criteria for design of the type of foundation considered most appropriate. 6. Lateral loads on retaining walls. 7. Resistance to lateral loads. 8. Estimated foundation settlements. 9. Support for slab -on -grade floors. 10. The corrosion potential of on -site soils with respect to ferrous metals and reinforced concrete. 2. DATA ACQUISITION 2.1 FIELD EXPLORATION Four exploratory test borings were drilled with a truck- mounted hollow stem auger at the locations shown on Figure 2. The test borings extended 19 feet below existing grade. A SCS &T engineer logged'the materials encountered in the borings and obtained samples for examination and laboratory testing. The boring logs are presented in Appendix I. Soils are classified according to the Unified Soil Classification System, Which is explained in Appendix I. `4 TT Larson Residence September 15, 2008 0811138-1 975 Eolus Avenue SCS6T No. Leucadia, CA Paage ge 2 2.2 LABORATORY TESTING Samples from the borings were obtained for laboratory testing. Brief descriptions of the laboratory test procedures and the test results are presented in Appendix II. 3. FINDINGS 3.1 SITE DESCRIPTION The subject site is an approximately rectangular- shaped parcel located at 975 Eolus Avenue in the Leucadia area of Encinitas, California. The site is bounded on the north and south by residential properties, on the west by Eolus Avenue, and on the east by Orpheus Avenue. Topographically, the site is relatively level in the central portion, and slopes gently downward toward Eolus Avenue and relatively steeply downward toward Orpheus Avenue. A single story residential structure, garage, and associated landscape and hardscape currently occupy the property. 3.2 SUBSURFACE CONDITIONS Materials encountered in the borings consisted of fill and terrace deposits. The fill is comprised of loose silty sand that extends to depths of about 1 to 2 feet below the existing ground surface. The terrace deposits consist of medium dense to very dense, weakly to strongly cemented silty sand that extends to the maximum depth explored, 19 feet. Groundwater was not encountered in the borings. 4. CONCLUSIONS AND RECOMMENDATIONS 4.1 GENERAL The existing fill is loose and should be excavated from beneath the area where new structures or settlement- sensitive improvements will be placed. This material can be replaced as compacted fill where needed to meet planned final grades. The planned building can be supported on shallow foundations with bottom levels in compacted fill following site preparation as described below, or in undisturbed terrace deposits. The recommendations presented in this report may need to be updated once final grading and foundation plans have been prepared. 4.2 EARTHWORK 4.2.1 Site Preparation — Building Areas The existing fill should be excavated from beneath the planned new building, fill, and hardscape areas. The excavation should extend a minimum of five feet beyond perimeter building lines or to property lines, whichever is less. It is anticipated that most of the existing fill will be removed during excavation for the new structure and to meet planned final pad grades. A SCS &T representative should observe conditions exposed in the bottom of the excavation and evaluate whether additional excavation is required. , xTr Larson Residence September 15, 2008 975 Eofus Avenue SCSB T No. 0811138 -1 Leucadia, CA Page 3 Where new fill will be placed, the surface exposed by excavation should be scarified to a depth of 8 inches, moisture conditioned to approximately 2 percentage points above optimum moisture content and compacted to at least 90% relative compaction based on the ASTM D 1557 laboratory test method. All references to relative compaction and optimum moisture content in this report are based on this test method. 4.2.2 Fill and Backfill Placement and Compaction Generally, the excavated soil will be suitable for use as new compacted fill. Fill and backfill should be placed in lifts 8 inches or less in loose thickness, moisture conditioned to approximately 2 percentage points above optimum moisture content and compacted to at least 90% relative compaction. 4.2.3 Expansive Soil The existing materials on -site have a very low expansion potential. The recommendations in this report are based on this condition. 4.2.4 Imported Soil Imported fill should consist of predominately granular soils free of organic material and rocks greater than 6 inches in maximum dimension. Imported soils should have an Expansion Index of 20 or less. Imported soils should be inspected and, if appropriate, tested by SCS &T prior to transport to the site. 4.2.5 Surface Drainage Final surface grades around the improvements should be designed to collect and direct surface water away from the structures and toward appropriate drainage facilities. The ground around the structures should be graded so that surface water flows rapidly away from the structures without ponding. In general, we recommend that the ground adjacent to the structures slope away at a gradient of at least 2 %. Densely vegetated areas where runoff can be impaired should have a minimum gradient of at least 5% within the first 5 feet from the structure. Drainage patterns established at the time of fine grading should be maintained throughout the life of the structures. Site irrigation should be limited to the minimum necessary to sustain landscape growth. Should excessive irrigation, impaired drainage, or unusually high rainfall occur, saturated zones of perched groundwater can develop. 4.3 SHORING Temporary excavation slopes should not be steeper than 1:1 (horizontal: vertical). The faces of temporary slopes should be inspected daily by the contractor's Competent Person before personnel are allowed to enter the excavation. Any zones of potential instability, sloughing or raveling should ,. Larson Residence September 15, 2008 975 Eolus Avenue SCS &T No. 0811138 -1 Leucadia, CA Page 4 be brought to the attention of the Engineer and corrective action implemented before personnel begin working in the trench. . Slopes steeper than those described above will require shoring. Soldier piles and lagging, sheet piles, internally braced shoring, or anchor tieback walls could be used. Recommended earth pressure values for cantilever shoring (soldier piles and lagging and sheet piles without tie -back anchors) and for shoring with multiple levels of bracing (internally braced or tie -back) are shown on Figure 3. The surcharge loads on shoring from traffic and construction equipment working adjacent to the trench can be modeled by assuming an additional 2 feet of soil behind the wall. Excavated materials should not be stockpiled behind temporary shoring within a distance equal to the depth of the excavation. SCS &T should be notified if other surcharge loads are anticipated so that lateral load criteria can be developed for the specific situation. The existing fill should be classified as Type C soils in accordance with CalOSHA guidelines. The terrace deposits can be considered as a Type B material. Survey monuments should be installed at no more than 100 -foot intervals around the perimeter of the excavation. One row of monuments should be located just beyond the edge of the top of excavation. A second row should be established 10 feet beyond the excavation. A reference point should be established well away from the area where the excavation will take place. The horizontal and vertical location of each monument should be established with a survey instrument before excavation starts. Readings should be made daily during the initial stages of excavation, say for up to one week. Results of the initial readings should be reviewed by SCS &T. Modifications to the monitoring schedule might be made depending on the results of the review. 4.4 EARTHQUAKE CONSIDERATIONS The site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters in accordance with the 2007 California Building Code are presented below: Site Coordinates: Latitude 33° 04' 02" Longitude 117° 17' 40" Site Class: D Site Coefficient Fa = 1.0 Site Coefficient F. = 1.5 Spectral Response Acceleration at Short Periods Ss = 1.342 Spectral Response Acceleration at 1- Second Period S, = 0.504 SMs =FaS, =1.342 SM, =F,S, =0.756 SDs =213* Sas =0.894 SD1 =213' SM, =0.504 Larson Residence September 15, 2008 975 Eolus Avenue SCS& T No. 0811138 -1 Leucadia, CA Page 5 No groundwater was encountered in the test borings, and the materials below depths of 1 to 2 feet are dense. Consequently, the potential for liquefaction is negligible. No faults are known to cross the site, and the potential for seiches or tsunamis to affect the property is also negligible. 4.5 BASEMENT WALLS The active soil pressure for the design of unrestrained earth retaining structures with level backfills can be taken as equivalent to the pressure of a fluid weighing 40 pcf. The at -rest soil pressure for the design of restrained earth retaining structures with level backfills can be taken as equivalent to the pressure of a fluid weighing 65 pcf. A granular and drained backfill condition has been assumed. Surcharge loads from vehicles can be taken into account by assuming an additional 2 feet of soil is supported by the wall. If any other surcharge loads are anticipated, SCS &T should be contacted to determine the increase in lateral pressure. Earthquake forces on retaining walls can be taken into account by applying an inverted triangular pressure distribution with a maximum value of 17H psf at the top and 0 psf at the bottom, where H is the height of the retained soil in feet. Basement walls should be provided with adequate drainage to reduce the potential for the buildup of hydrostatic pressure on the wall. A typical wall backdrain is shown on Figure 4. 4.6 FOUNDATION DESIGN 4.6.1 General The structure can be supported on spread footings with bottom levels in new compacted fill or undisturbed terrace deposits. Footings should have bottom levels at a minimum depth of 18 inches below the lowest adjacent finished grade. A minimum width of 12 inches is recommended for continuous footings for single story structures and 15 inches for 2 -story structures. Isolated footings should be at least 24 inches wide. A bearing capacity of 2500 pounds per square foot (psf) can be used. This value can be increased by Y, when considering the total of all loads, including wind or seismic forces. 4.6.2 Resistance to Lateral Loads Lateral loads will be resisted by friction between the bottoms of footings and passive pressure on the faces of footings and other structural elements below grade. A friction factor of 0.35 can be used. Passive pressure can be computed using a lateral pressure value of 350 psf per foot of depth below the ground surface. The upper 1 foot of soil should not be relied on for passive support unless the ground is covered with pavements or slabs. S Larson Residence September 15, 2008 975 Eoius Avenue SCSBT No. 0811138 -1 Leucadia, CA Page 6 4.6.3 Static Settlement characteristics Total footing settlements are expected to be less than 1/2 inch. Differential settlements between adjacent footings, and between the middle and ends of continuous footings, are expected to be less than '/3 inch. Settlement should occur rapidly and be essentially complete shortly after construction is complete. 4.7 SLABS -ON -GRADE 4.7.1 Interior Concrete Slabs -on -Grade Concrete slabs -on -grade should have a thickness of at least 5 inches and be reinforced with at least No. 3 reinforcing bars placed at 18 inches on- center each way. Slab reinforcement should be placed approximately at mid- height of the slab and extend at least 6 inches down into the footings. Slabs -on -grade should be underlain by a 4 -inch thick blanket of clean, poorly graded, coarse sand or crushed rock. A moisture vapor retarder /barrier should be placed beneath slabs where floor coverings will be installed. Typically, plastic is used as a vapor retardant. If plastic is used, a minimum 10 -mil is recommended. The plastic should comply with ASTM E 1745. Plastic installation should comply with ASTM E 1643. Current construction practice typically includes placement of a two -inch thick sand cushion between the bottom of the concrete slab and the moisture vapor retarder /barrier. This cushion can provide some protection to the vapor retarder/barrier during construction, and may assist in reducing the potential for edge curling in the slab during curing. However, the sand layer also provides a source of moisture vapor to the underside of the slab that can increase the time required to reduce moisture vapor emissions to limits acceptable for the type of floor covering placed on top of the slab. The floor covering manufacturer should be contacted to determine the volume of moisture vapor allowable and any treatment needed to reduce moisture vapor emissions to acceptable limits for the particular type of floor covering installed. 4.7.2 Exterior Slabs -on -Grade The upper 2 feet of soil below exterior concrete slabs -on -grade should have an Expansion Index of 20 or less. Exterior concrete slabs -on -grade should have a minimum thickness of 4 inches and be reinforced with at least No. 3 bars at 18 inches on center each way. Slabs should be provided with weakened plane joints. Joints should be placed in accordance with the American Concrete Institute Guidelines. The landscape architect should be consulted in selecting the final joint pattems. A 1 -inch maximum size aggregate mix is recommended for concrete for exterior slabs. A water /cement ratio of less than 0.45 also is recommended, to decrease the potential for v Jk Larson Residence September 15, 2008 975 Eofus Avenue SCSdT No. 0811138 -1 Leucadia, CA Page 7 shrinkage cracks. The corrosion potential of on -site soils with respect to reinforced concrete will need to be taken into account in concrete mix design. Coarse and fine aggregate in concrete should conform to the "Greenbook" Standard Specifications for Public Works Construction. 4.8 CORROSION Based on Caltrans "Corrosion Guidelines, Version 1.0 ", dated September 2003, laboratory test results indicate that most of the materials underlying the site form a non - corrosive environment with respect to steel and reinforced concrete. Nevertheless, Type II modified portland cement is recommended for use in concrete in contact with ground 5. GEOTECHNICAL ENGINEERING DURING CONSTRUCTION The geotechnical engineer should review project plans and specifications prior to construction to check that the intent of the recommendations in this report has been incorporated. Observations and tests should be performed during construction. If the conditions encountered during construction differ from those anticipated based on the subsurface exploration program, the presence of the geotechnical engineer during construction will enable an evaluation of the exposed conditions and modifications of the recommendations in this report or development of additional recommendations in a timely manner. 6. CLOSURE The findings in this report are valid as of the date of this report. Changes in the condition of the site can occur with the passage of time. In addition, changes in the standards of practice and government regulations can occur. Thus, the findings in this report could be invalidated by changes beyond our control. This report should not be relied upon after a period of two years without a review by us verifying the continued suitability of the conclusions and recommendations to site conditions at that time. 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. Subsurface conditions can vary from those encountered at the boring locations, and 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 will not be responsible for 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. r Page 1 of 2 John Gerritsen From: Monika Kosowska Sent: Wednesday, October 08, 2008 11:58 AM To: John Gerritsen Subject: FW: SCS &T No. 0811138, Report No. 1 - Larson Residence John, Here is the response from the soils engineer. Monika Kosowska MASSON & ASSOCIATES, INC. From: Jim Stone [mailto:jstone @scst.com] Sent: Wednesday, October 08, 2008 11:31 AM To: Monika Kosowska Subject: RE: SCS &T No. 0811138, Report No. 1 - Larson Residence The 1.5:1 slopes are expected to be adequate from the standpoint of overall slope stability. The potential for erosion on the face of a 1.5:1 slope is significantly greater than the potential for a 2:1 slope. Consequently, it is important that erosion - resistant vegetation or other methods of erosion control be installed as soon as practical after completion of earthwork. Jim Stone SCS &T 619 - 280 -4321 office 619 - 944 -4031 cell From: Monika Kosowska [mailto:MonikaKosowska @masson- assoc.com] Sent: Monday, October 06, 2008 9:42 AM To: Jim Stone Cc: John Gerritsen; John Masson Subject: SCS &T No. 0811138, Report No. 1 - Larson Residence Hello, Attached is preliminary grading exhibit for the Larson Residence Project for your review. Please not that there are proposed 1.5:1 slopes on the property. Please let us know if you have any objections or comments. Thank you, Monika Kosowska MASSON & ASSOCIATES, INC. 200 East Washington Avenue, Suite 200 Escondido, CA 92025 Tel. 760-741-3570 Fax 760 - 741 -1786 www.masson-assoc.com 10/15/2008 SAC SOUTHERN CALIFORNIA B -3 ® Test Boring CARSON RESIDENCE r STS `R= SOIL & TESTING BY: AS 9/5/2008 PROJECT NO. 0811138 FIGURE 2 TOPOGRAPHIC SURVEY LARSON RESIDENCE 975 EOLUS AVE. ENCINITAS. CALIFORNIA r L u '} t w C3Z cn ' } i Oar I--' w rL In O Q O J + i 0 CD gad CM 'i YL Pe- J, 1 s 14 1 4 . i� SAC SOUTHERN CALIFORNIA B -3 ® Test Boring CARSON RESIDENCE r STS `R= SOIL & TESTING BY: AS 9/5/2008 PROJECT NO. 0811138 FIGURE 2 Lateral Pressure Diagrams Cantilever Shoring With Multiple Shoring Levels of Support H 4CH psl 25H psf SOUTHERN CALIFORNIA SOIL & TESTING;, INC. LARSON RESIDENCE EGF Date: 9 -9 -OS 0811138 Figure: 3 18" min. Compacted Fill P 2" min. Miradrain 6 or equivale 2/3 wall hei 10 Filter fabric between rock and soil 02 Backcut 0 Waterproof back of wall following architect's specifications Typical Retaining Wall Backdrain Detail Not to Scale ® 4" minimum perforated pipe, SDR35 or equivalent, holes down, 1 % fall to outlet, encased in 3/4" crushed rock. Provide 3 cubic feet per linear foot crushed rock minimum. Crushed rock to be surrounded by filter fabric (Mirafi 140N or equivalent), with 6" minimum overlap. Provide solid outlet pipe at suitable location. t�) 3/4" crushed rock SOUTHERN CALIFORNIA LARSON RESIDENCE SOIL & TESTING, INC. LBY: GBF DATE: 9115/2008 NUMBER: 0811138 [Figure 4 APPENDIX I APPENDIX I FIELD INVESTIGATION Four exploratory test borings were drilled at the locations indicated on Figure 2. The field work was performed under the observation of our engineering personnel, who also logged the borings and obtained samples of the materials encountered. Relatively undisturbed samples were obtained with a 2.5 -inch inner diameter sampler driven with a 140 -pound weight falling 30 inches. Disturbed samples were obtained from drill cuttings and during Standard Penetration Testing. SPTs were performed by driving a 1.4 -inch inner diameter sampler with a 140 -pound hammer falling 30 inches. The number of blows required to drive both types of samplers the final 12 inches of an 18 -inch drive are noted on the borings logs as "PENETRATION (blows /ft. of drive)." The boring logs are presented on Figures 1 -2 through 1 -5. Soils are described in accordance with the Unified Soil Classification System illustrated on Figure 1 -1. SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES L COARSE GRAINED, more than half of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW Well graded gravels. gravel-sand mixtures, little or no fines. More than half of coarse fraction is larger than No. 4 GP Poorly graded gravels, gravel sand mixtures. little or no fines. sieve size but smaller than 3'. GRAVELS WITH FINES GM Silty gravels, poorly graded gravel- sand -silt mixtures. (Appreciable amount of fines) GC Clayey gravels, poorly grated gravel -rant, clay mixtures. SANDS CLEAN SANDS SW Well graded sand, gravelly sands, little or no fines. More than half of coarse fraction is smaller than No. 4 SP Poorly graded sands, gravelly sands, little or no fines. sieve size. SANDS WITH FINES SM Silty sands. poorly graded sand and silty mixtures. (Appreciable amount of fines) SC Clayey sands, poorly graded sand and clay mixtures. 11. FINE GRAINED, more than half of material is smaller than No -200 sieve size. SILTS AND CLAYS ML Inorganic silts and very tine sands, rock Flour, sandy sill Liquid Limit less than 50 or clayey -silt -sand mixtures with slight plasticity. CL Inorganic clays of law to medium plasticity. gravelly clays, sandy clays, silty clays, lean clays. OL Organic silts and organic silty clays or low Plasticity . SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine Liquid Limit greater than 50 sandy or silty soils, elastic silts. CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. III. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. V - Water level at time of excavation or as indicated CK - Urn i.rur ed chunk sample US - Undisturbed, driven ring sample or Who sample ® - Bulk Sample SC - Sand Cone DS - Direct Shear CON - Consolidation SA - Sieve Analysis Ef - Expansion Index PI - Ptasticity Index MS - Maximum Sim of Particle RC - Relative Compaction UC - Unconfined Compression MAX - Maximum Density TX - Triaxial Compression ST - Shelby Tube RS - Ring Shear SPIT - Standard Penetration Sample AL - Atterberg Limits pH - pH & Resistivity RV - R Value SF /CL - Sulfate &Chloride SOUTHERN CALIFORNIA LARSON RESIDENCE BY: JS Date: 91912008 SOIL & TESTING, INC. Job Number: 0811138 Figure I - 1 LOG OF EXPLORATORY BORING NUMBER B -1 Date Drilled: 8/11/2008 Logged by: EL Equipment: Hollow Stem Auger Project Manager: is Surface Elevation (ft): 178 (msl) Depth to Water (ft): N/A SAMPLES (n H C V) W m 2 > Q o a F } = U Y ~ o O a m SUMMARY OF SUBSURFACE CONDITIONS r z r LLI D D m LU N O Z O z W O a D SM FILL: Reddish brown, moist, loose SILTY SAND 2 SM TERRACE DEPOSITS: Brown, moist, medium dense SILTY SAND 4 Strongly cemented from 4.5 to 5.5 feet us 88 6.6 116 DS 6 SA 8 10 SPT 29 12 14 US 40 4.4 105 16 18 SPT 21 BOTTOM OF BORING AT 19 FEET 20 SOUTHERN CALIFORNIA LARSON RESIDENCE By: JS Date: 919/2008 SOIL & TESTING, INC. Job Number: 0811138 lFigure I - 2 LOG OF EXPLORATORY BORING NUMBER B -2 Date Drilled: 8/11/2008 Logged by EL Equipment: Hollow Stem Auger Project Manager: JS Surface Elevation (ft): 175 (msl) Depth to Water (ft): N/A SAMPLES F `U V) W m Z = U a o W rr $ O a SUMMARY OF SUBSURFACE CONDITIONS m W w Z h n z 2 Z Lu m Q J sM FILL: Reddish brown, moist, loose SILTY SAND SM TERRACE DEPOSITS: Reddish brown, moist, dense SILTY SAND 2 pH SF /CL 4 SP 41 6 8 10 Strongly cemented from 10 to 14 feet us 5015' 3.8 110 12 SA 14 Weakly cemented, medium dense below 14 feet Sp 1s 16 18 SPI 19 BOTTOM OF BORING AT 19 FEET 20 SOUTHERN CALIFORNIA LARSON RESIDENCE By JS Date: 919 /2008 SOIL & TESTING, INC. Job Number: 0811138 1 Figure I - 3 LOG OF EXPLORATORY BORING NUMBER B -3 Date Drilled: 8/11/2008 Logged by. EL Equipment: Hollow Stem Auger Project Manager: JS Surface Elevation (ft): 175 (msl) Depth to Water (ft): N/A SAMPLES U) r U) D W Z d ? o n LIJ = V) m Y O v ~ o F } O a SUMMARY OF SUBSURFACE CONDITIONS j Lu m w 3 2 O a co co 0 SM FILL: Reddish brown, moist, loose SILTY SAND 2 SM TERRACE DEPOSITS: Reddish brown, moist, medium dense SILTY SAND 4 SPT 17 6 8 10 Strongly cemented from 10 to 14 feet us 90 12 14 Weakly cemented, medium dense below 14 feet us 64 16 18 US 41 3.6 103 BOTTOM OF BORING AT 19 FEET 20 SOUTHERN CALIFORNIA LARSON RESIDENCE By: JS Date: g /9/2008 SOIL & TESTING, INC. Job Number: 0811138 Figure I - 4 LOG OF EXPLORATORY BORING NUMBER B -4 Date Drilled: 8/11/2008 Logged by: EL Equipment: Hollow Stem Auger Project Manager: JS Surface Elevation (ft): 173 (msl) Depth to Water (ft): N/A SAMPLES U) C U) w � Z > 0 a V n F = L) m Y~ a o x 2 O wSUMMARY OF SUBSURFACE CONDITIONS N z o Z CO w o O O a d 2 a sM FILL: Reddish brown, moist, loose SILTY SAND SM TERRACE DEPOSITS: Reddish brown, moist, medium dense 2 SILTY SAND El 4 Weakly cemented below 4 feet us 33 6 8 10 SPT n 12 14 us 46 CON 16 18 SP 20 BOTTOM OF BORING AT 19 FEET 20 SOUTHERN CALIFORNIA LARSON RESIDENCE By: JS Date: 9/9/2008 SOIL & TESTING, INC. Job Number: 0811138 Figure I - 5 APPENDIX II LABORATORY TESTING Laboratory tests were performed to provide geotechnical parameters for engineering analyses. The following tests were conducted: • CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. • GRAIN SIZE DISTRIBUTION: The grain size distributions were determined for 2 samples in accordance with ASTM D 422. The results of the tests are presented on Figure II -1. • CONSOLIDATION: A consolidation test was performed on 1 relatively undisturbed sample in accordance with ASTM 2435. Results are summarized on Figure II -2. • DIRECT SHEAR: A direct shear test was performed in accordance with ASTM D 3080. The shear stress was applied at a constant rate of strain of approximately 0.003 inch per minute. The results of this test are presented on Figure II -3. • EXPANSION INDEX: An Expansion Index test was performed on 1 sample in accordance with ASTM D 4829 Results are summarized on Plate II -4. • CORROSIVITY: Corrosivity tests were performed on 1 sample. The pH and minimum resistivity were determined in general accordance with California Test 643. Soluble sulfate content was determined in accordance with California Test 417. Total chloride ion content was determined in accordance with California Test 422. 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BY: JJS DATE: 9/9/2008 �' +..� JOB NUMBER: 0811138 Figure 11 - 1 COARSE I FINE ICOARSE I MEDIUM I FINE SILT AND CLAY GRAVEL I SAND SAMPLE DESCRIPTION: SM (Fine SILTY SAND) SAND EQUIVALENT TEST BORING NO.: SAMPLE DEPTH: SOUTHERN CALIFORNIA LARSON RESIDENCE ,,Sic ST SOIL & TESTING, INC. BY: JJS DATE: 9/9/2008 �' +..� JOB NUMBER: 0811138 Figure 11 - 1 Direct Shear Test Results 5.0 0 Shear Strength at 01 inches of Deformation 4.5 ♦ Peak Shear Strength 4.0 3.5 N Y, 3.0 N m 2.5 to m 2.0 s N 1.5 1.0 0.5 0.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3 5 4.0 4.5 5.0 Confining Pressure (ksf) ANGLE OF COHESION INTERNAL INTERCEPT SAMPLE DESCRIPTION FRICTION PSF B -1 @5' UNDISTURBED 120 Peak 45 36 170 Shear Strength at 0.2 inches of Deformation LARSON RESIDENCE SOUTHERN CALIFORNIA BY JJ8 DATE: 919!2008 dk- SOIL & TESTING JOB NUMBER: 0811138 FIGURE II - 3 L SAMPLE IDENTIFICATION EXPANSION INDEX B -4 1 -5' 2 1 California Building Code Standard 18 -2 EXPANSION INDEX POTENTIAL EXPANSION 1 -20 Very low 21 -50 Low 51 -90 Medium 91 -130 High Above 131 Very high SAMPLE IDENTIFICATION RESISTIVITY (.' - cm) pH' SOLUBLE SULFATE ( %) CHLORIDE3 ( %) B -2 1 -5' 2200 6.8 0.002 0.004 California Test 643 2 California Test 417 3 California Test 422 ACI 318 Building Code Requirements for Structural Concrete - Table 4.3.1 Requirements for Concrete Exposed to Sul ate-Containinc Solutions Sulfate Exposure Water- Soluble Sulfate in Soil Percentage by Weight Cement Type Mealmum Water - Cementitlom Materials Rail.. By Weight, Nomal Weight Aggregate Concretilo ) Minimum Pc, Normal - Weight and Llghtweight Aggregate Concrete, pal Ne li ible 0.00 -0.10 Moderate 0.10 -0.20 II,IP(MS),IS (MS) 0.50 4,000 Severe 0.20 -2.00 V 0.45 4,500 Very Severe Over 2.00 V plus pozzolan 0.45 4,500 CaRrans Corrosion Criteria Corrosive Environment' RESISTIVITY( U - cm) I pH I SOLUBLE SULFATE (%) CHLORIDE ( %) <1000— Corrosive enivronment as determined by the California Department of Transportation Division of Engineering Services, Materials Engineering and testing Services Corrosion Technology Branch, 2003 Corrosion Guidelines Version 1.0, September 2003 1 SOUTHERN CALIFORNIA SOIL 8 TESTING, INC. ✓ CARSON RESIDENCE BY: JJS DATE: 9/9/2008 JOB NUMBER: 0811138 IFIGJRE 11 - 4 .iI r 0' Setback To Wall roposdil 10 aI'S�p�i 0' Setback To Property Line ` ?'T,. i roposed Water /Utility i ropose a j•••,r' �' old V ''� ,•'1• 9 t �•i��. is `�x•. .1 �" + ••t. � i i � i i ; ;•t ,' � i i j el ��.y� 1 A'� • / R 4 yr, ` � 1 it Wr );; 10' Setback To Property Line j 10' Setback'' >To -St-rii e f > 1l roposed 1500gal Septic Tank DEN Ga#9P,idNWWA: LC) i "' y `'• 6° Setback To Water Line "'h a{m l ll ba �` `mless the Structures, i)rlveWays and Gradlang'its or tad -is i1-m m 2nd the Linea or Seepage P1100 s -e IVOSW x-st"Y *S 51OW(1 on alliif plan. ANY pfoposod change be W-1-wee `4 °:Oe Department of (Environmental me a" prior to 3rrgirtsilz:g r;Qfll :t7uctloll, and may require additlona •;1 $oil tevtlrig. There that! be a 5.1 setback required from all utllltlr trenches to the itife tones. TIM setback shell be measured from tit ` top of the utility trench to the c 0 edge of the the Ilns. 4E1i*W Qf STAMK,&. A `*R1U*0 8UXDJMti 171 H ATTAL'HED PAGE: UP D GRADING REQUIRED PRIOR TS AS+t"I W�Ir QF VpT!r'• TAINK P -RMIT / - U r PECIAUSt DATE Low.S�(�,t gt,� VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way Escondido, CA 92029 -1229 760 -743 1 OWX TBAr THE `12 C WTHE Or aLI. 'I cza r AWLNr9 AND PUBIIC All PUBLIC ♦ATM LINC5 THAT ARL ' DOUNDARV D.."' m. S-Ur IL LOT INFORMATION DATE: 6/22/2009 DEH No. LOWS 16186R JOB No. 08 -419 -S APN 256 - 243 -02 ACRES 0.93 Site Location Onners Address 975 Bolus Avenue. Bill & Bevyv Larson Luecodia 1825 Aston Avenue Carlsbad. CA 92008 L al 700- 703 -7600 POR OF LOT 1 IN BLRF LEGEND Perc Test Location ED „roundwater Boring 170'-__-- Contour Line w/ 1' Interval 6 -Bdrm MAIN Residence 45'(x2) —Vertical Seepage PIT Main Res.) 45'R(x2) - - - -- Reserve Seepage Pit (Main Res.) 1- -Bdrm Second Dwelling Unit (SDU) 35'(x1) Vertical Seepage Pit SDU 35'R(xt) - - - --Reserve Seepage Pit (SDU) - - - - -- Easement -- - - - - -- Setback — w- rw— Water /Utilities . Roods - - - - Cut /Fill � Property Line H 11111111}( }Tight Line *INSTALLATION NOTES* -All Existing Structures to Be Removed - Proposed 6 -Bdrm Single Family Residence -Use Pit Dimensions 4'dia. by 45' Total Depth Total Sidewall = 40' After 5' Cap (MAIN RES) - Proposed 1 -Bdrm Second Dwelling Unit (SDU; -Use Pit Dimensions 4'dia. by 35' Total Depth Total Sidewall = 30' After 5' Cap (S.D.U. RES -Use 5' Cap Depth Below Final Grade (All Pits) Seepage Pits To Be Completely Rock Filled Seepage Pits Under Driveways Requires Structural Lid Design 01 COUNTY OF SAN DIEGO an DEPARTMENT OF ENVIRONMENTAL HEALTH (DEH) LAND AND WATER QUALITY DIVISION ❑ SAN DIEGO OFFICE ❑ SAN MARCOS OFFICE ❑ EL CAJON OFFICE 5201 Ruffin Road, Suite C 151 E. Carmel Street 200 E- Main St, 6° Fl. San Diego, 92123 San Marcos, CA 92078 p on CA 92020 (619) 565 -51717 3 (760) 471 -0730 (619) 441 -4030 To: M 01 C"I I , V i \', )`D- OWNER: Irk' It $ l eokciY 1f�'SCY'r MAILING ADDRESS. t 0 -Z Jp -A S A \e PHONE:— Ca v- 1 i' LZ O'CA CA- (J GOO This project is approved with &theowirg conditions noted: Specials 7 - . -0 c) STANDARD CONDITIONS OF APPROVAL 1. 100' to water well (tank and lines /150' to H -pits/ Y. mile for V pits). 2. 100' to high water line or creek or pond. 3. 5:1 setback to cut bank or slope greater than 60% (5' horizontal for every 1' vertical up to 100') 4. 5:1 setback to ultimate road improvement cuts. 5. Maintain 25' setback to water mairdeasement. 6. Drainage course setback of 50' from edge of flow line. 7. Grading limited to design shown, or not to impact adjacent lot(s). 8. Setback to underground utility trenches (5:1). 9. Maintain required setbacks (paved areas and driveways require setbacks). Septic tank to all structures is 5'. Leach lines to all structures is 8'. Seepage pit to all structures is 10'. 10. System to be located in native, undisturbed soil 11. System to be located in approved, tested area. 12. Leach lines to follow contour of land. 13. Plumbing fall to allow standard trench depth. 14. Septic Tank to be installed in native material. 15. Correction factor required for any chamber system with less than 18 -inch width. COMIOENTS: DI 0 L45 -ja LX-- i2�N+o'\ - l C)(0 f to iG Q v, d O V- f i n i-Cj yaokf;11tyd i,Js +1, �Qf'tve 0 ,1 , J � VIA 16 ICS -- y?�_�a+uCtcZrSC' Sav`d lr?�tC' pit I< SYM: 975 t o(t4 Aup-,ue APN: ZG6-2- 4: -3-oZ DEH CERTIFICATION: Ey-, -I/" I �f CONTROL #:_ L0 W S (6I b _IS Sg4+,C�°L�1t -%Fr %GAtia:ti I o SiC I B01PRIIIAr 4K CA 11_0&i- (,L�Jfl- CoI+•t(J�P�'d t {iAN �-�11�� add:+�o„Ctt PiFj S�IOW� d�1 IQxlLtt -f-D YP%rLA& Mq'rH (AouSLP u>'I II r (9vmcl..r1 ctS e 67SNlr LA9 p i� 4s- UNSITE WASTEWATER SYSTEM REQUIREMENTS Septic Tank (in gallons): 1500 a yi i ( 000 Leach Line: Length It ( +100% reserve) Trench Depth Rock Below Pipe Horizontal Pit: Length Cap: I Vertical Pit: Depth: uNd- Cap:_ This system IS approved to serve a 6 dwelling. a%Acl G 1 cjQe. ,,.c NOTE: YOU HAVE ONE YEAR TO OBTAIN A SEPTIC TANK PERMIT. HOWEVER, A SITE RECHECK MAY BE REQUIRED AT ANY TIME TO DETERMINE IF SITE CONDITIONS TO BE COMPLETED PRIOR TO THE ISSUANCE OF A SEPTIC PERMIT: 1. REVIEW OF GRADING BY DEH STAFF (CALL YOUR SPECIALIST AFTER GRADING IS COMPLETED IF NOT SIGNED OFF BELOWi 2. REVIEW OF STAMPED BUILDING PLANS DEH GRADING INSPECTION: DEH BUILDING PLAN REVIEW: VERIFICATION OF POTABLE WATER SOURCE: A or B A) Well Permit # Lab Number. Date: B) Public Water Supply (Purveyor) : FOR DEH USE ONLY: OK To issue Septic Permit Date VINJE & MIDDLETON ENGINEERING, INC. Job #08 -419 -S June 22, 2009 County of San Diego, DEH Attn: Mr. Scott Weldon 151 East Carmel Street San Marcos, CA 92075 2450 Auto Park Way Escondido, California 92029 -1229 Phom (760) 743 -1214 Fax (760) 739-0343 REQUEST FOR WAIVER OF VERTICAL SEEPAGE PIT TESTING FOR CONSTRUCTION OF A NEW HOME AT 975 EOLUS AVENUE, ENCINITAS, CALIFORNIA, APN 256 - 243 -02, A 0.93 ACRE PARCEL With this letter we request a waiver of vertical seepage pit testing on the above referenced property known as 975 Eolus Avenue, Encinitas. A new residence with 6 bedrooms and a 1 bedroom second dwelling are planned for the site (see attached grading plan). We propose that the main house be connected to a 1500 gallon septic tank with two vertical pits 4' in diameter and 45' deep with a 5' cap depth. We also recommend that the 1 bedroom proposed second dwelling be connected to a 1000 gallon septic tank and one vertical seepage pit 35' deep, 4' in diameter and a cap depth of 5'. These pits are shown on the attached layout. This request is based on testing of three adjoining parcels. In my professional opinion the soils on our site are very similar to those found on both sides of our property. Our on -site borings showed cleaned sands began at approximately 15' and we had caving in primary pit dug at 4' in diameter to a depth of 35'. Our 6" boring to 57' was dry (see attached logs). If you have any additional questions VINJE St MIDflLgi�3WFERl GE #863 RMV:hf Attachments: Septic Layout Distribution: Addressee (3) CWyFilesILETTERS 0910BA19 -S Letter to DEH 6- 22- 09.wpd contact me at your convenience. , INC. r1uv. 3u. [vu7 I[: I,+rn November 30, 2009 IYINJ JUN AA M A S S O N e n.f.soc:n *'..�C. PLANNING • ENGINEERING & SURVEYING A City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA 92024 Nu, 3o /3 r. z1z 200 E. Washington Awe., Svite 200 Escondido. CA 92025 TELECOM RE: ENGINEER'S PAD CERTIFICATION FOR PROJECT NO. 10071 -G GRADING PERMIT NUMBER 08- 111 -CDP / 10071 -G P. 760.741.3570 F. 760.741 ,1786 www.masson- assoc.com Pursuant to section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification Letter for house, garage, and basement pads. As the Engineer of Record for the subject property, I hereby state all rough grading for these units has been completed in conformance with the approved plans and requirements of the City of Encinitas, Codes and Standards. 2324.310 (B). The following list provides the pad elevations as field verifired and shown on the approved grading plan: Pad Elevation Per Plan House Pad 17125' Garage Pad 175.00' Basement 161.25' Pad Elevation Per Field Measurement 171.25' avg. 175.00' avg 161.26' avg. If you have questions or require additional information, please contact me at (760) 741 -3570. Sincerely, MASSON & ASSOCIATES, IN,C,,- ,/ A ' Douglas . Masson, RCE 17706 Expires 06/30/2011 DW M/pb I: \08\ 8065 \ADMIN \Comespondence\Lelters \08085 Pad Certification 11- 30.2009.dw No. 17706 Exp. 06 -30 -2011 r �lVIL �OF CA Y�" 200 E. Washington Ave.. Suite 200 Escontlitlo, CA 92025 AA P. 760.741.3570 F. 760.741.1786 www masson- assoc.com PLANNING A ENGINEERING A SURVEYING • TELECOM March 3, 2010 PN: 8085 CITY OF ENCINITAS Engineering Services Permits 505 South Vulcan Ave. Encinitas, CA 92024 RE: ENGINEER'S GRADING CERTIFICATION FOR 975 EOLUS, 08 -111 CDP GRADING PERMIT NUMBER: 10071 -G Pursuant to Section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification for the above- mentioned project. As the engineer of record for the subject project, I hereby state all rough grading for this project has been completed in conformance with the approved plans and revisions to the approved plans along with the requirements of the City of Encinitas Codes and Standards. 23.24.310 (B). The following list provides pad elevations as field verified and shown on the approved grading plan: Per Plan I Pad Elevation Gara a Pad 175.0 174.96 House Pad 171.25 171.24 23.24.310(B)1. Construction of line and grade for all engineered swales and /or retaining walls have been field verified and are in substantial conformance with the subject grading plan and revisions to the approved plans. 23.24.310(B)5. The location and inclination of all manufactured slopes have been field verified - - - -- -and are in substantial conformance with the subject grading plan _ Sincerely, MASSON & ASSOCIATES, INC. �, Douglas L, Masson Principal Civil Engineer cc: William Larson, Owner DWM:jm I:\ 08\808SADMIN \Conespondence\8085 grading ced.doc 3 /4 //o 200 E. Washington Ave., Suite 200 Escondido, CA 92025 AA P. 760.741 .3570 F. 760.741.1786 M A S S O N n'11(11 . [l s INC www.masson-assoc.com . PLANNING 4 ENGINEERING • SURVEYING • TELECOM September 28, 2010 PN: 8085 CITY OF ENCINITAS Engineering Services Permits 505 South Vulcan Ave. Encinitas, CA 92024 RE: ENGINEER'S FINAL GRADING CERTIFICATION FOR PROJECT NO. 08 -111 CDP AND GRADING PERMIT NUMBER 10071 -G The grading under permit number 10071 -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 at a minimum of 1% to the street and /or an appropriate drainage system. The Low Impact Development, Source Control and Treatment Control Best Management Practices as shown on the approved drawing were constructed and are operational. ESSI Engineer of Record: dmag t1aCd S W dfgJ D las W. Masson . 17706 Da ted: September 29, 2010 Exp. (signed 8 sealed) ^30 -2011 Verification by the Engineering Inspector of this fact is done by the Inspectors signature hereon and will take place only fter the above is signed and stamped and will not relieve the Engineer of Record of the / Itimaa -te responsibility: Engineering Inspector: Dated: CJ C-T • a -,)� Ili d I: \08 \8085 \8085 Final Cert rev.doc 4 x(1111 1, A Solt a TESTING, INC. San Diego Office z PHONE 83-740 Citrus Avenue 0 O P H O N E P.O. Box 600627 Suite G (619) 280 -4321 _ San Diego, CA 92160 -0627 ., S C z TOLL FREE (677)215 -4321 6280 Riverdale Street U �� FA% San Diego, CA 92120 F (619) 280 -4717 www.scst.com 0 AS- GRADED GEOTECHNICAL REPORT LARSON RESIDENCE 975 EOLUS AVENUE LEUCADIA, CALIFORNIA PREPARED FOR: Indio Office PHONE 83-740 Citrus Avenue (760) 775-5983 Suite G T O L L F R E E (877) 215 -4321 Indio, CA 92201 -3438, FA% (760) 775 -8362 www.scst_com MR. BILL LARSON VIKING COMMERCIAL CONSTRUCTION 1825 ASTON AVENUE CARSLBAD, CALIFORNIA 92008 PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 TABLE OF CONTENTS SECTION PAGE 1. PROJECT DESCRIPTION AND SUMMARY ...................... 1.1. SITE PREPARATION ................... ............................... 1.1.1. Primary Equipment., ..................................................... 1.1.2. Clearing and Grubbing .................. ............................... 1.2. SITE GRADING ............................. ............................... 1.3. BASEMENT EXCAVATION .......... ............................... 1.3.1. Basement Retaining Wall Backfill . ............................... 1.4. STORM DRAIN TRENCH BACKFILL .......................... 1.5. SUBGRADE AND BASE COURSE ............................. 2. AS -BUILT GEOLOGY ........................... ............................... 3. FIELD OBSERVATIONS AND LABORATORY TESTS ..... 4. REMAINING WORK ............................. ............................... 5. CONCLUSIONS ................................... ............................... 6. LIMITATIONS ....................................... ............................... ATTACHMENTS FIGURES Figure 1 Field Density Test Locations Figure 2 Field Density and Laboratory Compaction Test Results .............. 1 .............. 2 .............. 2 .............. 2 .............. 2 ....... _..... 2 .............. 2 .............. 2 .............. 3 .............. 3 .............. 3 .............. 4 .............. 4 .............. 5 a sou A TESTING. INC z 0 O l/► S ST N March 1, 2010 San Diego Office P H O N E P,O. Box 600627 (619) 280 -4321 (760) 775 -5983 San Diego, CA 92160 -0627 TOLL FREE 6280 Riverdale Street (877) 215 -4321 (877) 215 -4321 San Diego, CA 92120 F A x FAX (619) 280 -4717 www.scst.com . Mr. Bill Larson Viking Commercial Construction 1825 Aston Avenue Carlsbad, California 92008 Indio Office PHONE 83 -740 Citrus Avenue (760) 775 -5983 Suite G T O L L F R E E (877) 215 -4321 Indio, CA 92201 -3438 FAX (760) 775 -8362 www.scst.com Subject: AS- GRADED GEOTECHNICAL REPORT LARSON RESIDENCE 975 EOLUS AVENUE LEUCADIA, CALIFORNIA DR/CDP PERMIT NO. 08 -111 DRAWING NO. 10071 -G SCS &T No. 0811138 Report No. 4 References: 1) "Excavation Observation, Larson Residence, 975 Eolus Avenue, Leucadia, California "; prepared by Southern California Soil and Testing, Inc.; dated November 30, 2009 (SCS &T 0811138 -3). 2) "Geotechnical Report, Larson Residence, 975 Eolus Avenue, Leucadia, California'; prepared by Southern Califomia Soil and Testing, Inc.; dated September 15, 2008 (SCS &T 0811138 -1). Dear Bill and Becky Larson: In accordance with your request, this report has been prepared to present the results of field observations and tests performed during the grading for the proposed single - family residence and detached garage. 1. PROJECT DESCRIPTION AND SUMMARY The proposed project is located at 975 Eolus Avenue in the Leucadia area of the City of Encinitas, California. In general, the grading operations consisted of the excavation of the existing soils to planned elevations beneath settlement sensitive structures. Our services were performed between November 20, 2009 and January 19, 2010. The grading was performed by Viking Commercial Construction of Leucadia, California. To assist in determining the locations and elevations of our field density tests, we were provided with a grading plan prepared by Mason and Associates, Inc. dated October 9, 2008, which defines the general extent of site grading. Bill and Becky Larson March 1, 2010 Larson Residence SCS&TNo. 0811138 -4 Page 2 1.1. SITE PREPARATION 1.1.1. Primary Equipment The primary equipment employed for the site mass grading operations included: 1 — Case backhoe w/ sheep's foot wheel 1 — Water hose 1 — Hand tamper 1 — Walk- Behind vibratory roller 1.1.2. Clearing and Grubbing Site preparation began with the demolition of the existing improvements and the clearing and grubbing of the existing vegetation and organic matter at the proposed development area. The material generated from these operations was exported from the site. 1.2. SITE GRADING The original fill, topsoil and underlying soils were excavated to a depth of about 6 feet below the existing grades from the areas beneath settlement- sensitive improvements. The bottom of the excavation exposed competent terrace deposits consisting of medium dense to very dense, weakly to strongly cemented silty sand. 1.3. BASEMENT EXCAVATION The basement area of the proposed residence was excavated to planned elevations. The limits of the basement excavation are shown on Figure 1. The bottom of the basement excavation exposed competent terrace deposits. 1.3.1. Basement Retaining Wall Backfill Typically, on -site soils were used for the basement wall backfill. The backfill material was placed in 6 to 8 -inch lifts, moisture - conditioned and compacted to a minimum of 90% of maximum dry density. Relative compaction is based on the ASTM D 1557 laboratory test method. All references to relative compaction and optimum moisture content in this report are based on this test method. Compaction was achieved primarily by means of excavator - mounted sheepsfoot compaction wheel, a vibratory walk- behind roller and /ora hand tamper. The basement retaining wall backfill in -place density tests have been labeled "RW" and their approximate locations are noted on Figurel. 1.4. STORM DRAIN TRENCH BACKFILL Typically, the soils generated from the excavations for the storm drain trench were used as backfill. The backfill material was placed in 6 to 8 -inch lifts, moisture conditioned and compacted to at least 90% relative compaction. Compaction was achieved primarily by means of an excavator- mounted Bill and Becky Larson March 1, 2010 Larson Residence SCS& T No. 0811138 -4 Page 3 sheepsfoot compaction wheel and hand tampers. The storm drain trench in -place density tests have been labeled "SD" and their approximate locations are shown on Figure 1. 1.5, SUBGRADE AND BASE COURSE Subgrade preparation for the pavement on the west side of Orpheus Lane essentially consisted of removing approximately 12 inches of the original saturated soil and replacing it with suitable fill compacted to at least 95% relative compaction. The subgrade tests have been labeled "SG" and their locations are noted on Figure 1. Crushed aggregate base course was placed over the subgrade and compacted. Compaction was achieved by means of steel drum vibratory rollers and heavy construction equipment. The base course tests have been labeled "B" and their locations are noted on Figure 1. 2. AS -BUILT GEOLOGY Based on the results of on -site geological observations, it is our opinion that the geological conditions exposed at the site were found to be similar to those described in the referenced geotechnical reports and generally as anticipated. In our professional opinion and to the best of our knowledge, no significantly adverse geologic conditions were observed and the site appears to be geologically suitable for the proposed construction. 3. FIELD OBSERVATIONS AND LABORATORY TESTS Periodic field observations and density tests were performed by a representative of SCS &T during the grading and backfill operations. The density tests were performed according to ASTM D 6938 (nuclear gauge) procedures. The results of these tests are shown on Figure 2. The accuracy of the in -situ density test locations and elevations is a function of the accuracy of the survey control provided by others than SCS &T representatives. Unless otherwise noted, their locations and elevations were determined by pacing and hand level methods and should be considered accurate only to the degree implied by the method used. As used herein, the term "observation" implies only that we observed the progress of work we were involved with, and performed field density tests which, in conjunction with our observations, were the base for our opinion as to whether the work was performed in substantial conformance with the geotechnical recommendations and the requirements of the applicable agencies. Maximum dry density determinations were performed on representative samples of the soils used in the compacted fills according to ASTM D 1557. The results of these tests, presented on Figure 2, Q Bill and Becky Larson March 1, 2010 Larson Residence SCSB T No. 0811138 -4 Page 4 were used in conjunction with the field density tests to determine the degree of relative compaction of the compacted fill. 4- REMAINING WORK The following operations remain to be completed. It is recommended that field observations and relative compaction tests be performed during these operations to verify that these operations are being performed in accordance with job requirements and local grading ordinances. Subgrade preparation for hardscape areas and driveway; Backfilling the remaining underground utility trenches. 5. CONCLUSIONS Based on our field observations and the in -place density test results, it is our opinion that the building pad preparation and compaction were performed substantially in accordance with the recommendations contained in the referenced geotechnical reports, the City of Encinitas Grading Ordinance, the Grading /Improvement Plan Drawing Number 10071 -G, and the California Building Code. Bill and Becky Larson March 1, 2010 Larson Residence SCSBT No. 08 11138-4 Page 5 6. LIMITATIONS This report covers only the services performed between November 20, 2009 and January 19, 2010. Our opinions are based on our observations and the relative compaction test results and are limited by the scope of the work that we agreed to perform. Our work was performed in accordance with the currently accepted standard of practice and in such a manner as to provide a reasonable measure of the compliance of the grading and backfill operations with the project requirements. No warranty, express or implied, is made or intended with respect to the work that we have performed, and neither the performance of this work nor the submittal of this report should be construed as relieving the contractor of its responsibility to conform with the project requirements. Our work was generally performed on an "on -call' basis. Therefore, the in -place density tests performed by our field representative can only be construed as representative of the areas tested as shown on the attached plates. Should you have any questions regarding this document or if we may be of further service, please contact our office at your convenience. JJJ:sw (4) Addressee AND TESTING, INC. . Ge 11 ro n Eros ylpy wA vgaLra, wM1MRqE➢ !PS ro IwIVARY T A KMYiTO laii A -ld � dbt84 MOIi, s 1. n .'. T= =1 n 11 IIA fiii ;.. V �YYYY - Y ,�� EYYIYwIYw1YYll -1 � ,`�� YYY ■ i•YI �, I' w M ,•' Ywl E-, -a 1 WAW I T 1_.1 d c I " R o o > - vl N74.56 4LE 3 6.C3 6.0 � Ax0 T iM n q.Y94iFp/ 5 1(1 � � j� 1[y�•�• T NIA mvinn vfE - ' VA wY A � i BE YCpRD 1.'•,, yW�) C IO,MILIM�M RAQ fNCA0A01iEElII MOIE t9Ql i. 1 MA A s�w snwM' Tit Wia-tl i uEa i A«�m'OifsPQpwleefm�0m1°'oatr e OkSOUTHERN CALIFORNIA SOIL & TESTING, INC. LARSON RESIDENCE By: SMEL Date: 2128110 Job No.: 0811138 -4 Figure: 1 SCS &T LEGEND r / I I I i e 1 c 0 KW1U Approximate Location of Retaining Wall Test * SD10 Approximate Location of Storm Drain Test 0 SG2 Approximate Location of Subgrade Test 0133 Approximate Location of Base Test _ _ _ Approximate Limit of Basement Isev, •Vtt woi is sEE Mo H6U S ,� I I I l l i l r I 1 1 > 1 1 -_r •M.nM�wweN I I 1 � M HE I , I ; I Y � ! { � I I t , i I I I I / , a MI 3, P i, 1 13 — +1 es Girl sd' Y i •�B 1�� / ' (fu♦ , c,• I r�ssi►a t �ssoct►ris lac. 20' OE 20 ® MIIU M o • kM-Ift O. 1 • I &6.1 I Mc SCALE: 1'= = 20' Un, ~° IVA�,o.r,-0 9wECME VA PERMIT MD. �L^ ,E Al ~ MO. M/A CrrY OF ENCINITAB ENGINEERING SERVICES DEPAMD(T1 DRAWING ND. alAO.iL .IAN YIER=cc .,> EOE05 AW. itk m p`uLAreoN nMjD06CE ' sa AAW,, G avoo. 10071 —G ACtl. :� -zu -oz RENNIf GsE Mo: a -, I , cov ItV. rn d .fM.=r snrF•r 4 a . JOB NAME: LARSON RESIDENCE IN -PLACE DENSITY TESTS JOB NUMBER: 08111384 TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO DATE LOCATION (feet MSL) (percent) (p.c.f.) TYPE (percent) Figure 2 Retaining Wall RW1 1/7/10 East side of basement 164.5 9.9 121.8 1 91.5 RW2 1/12110 East side of basement 166.5 9.6 122.4 1 92.0 RW3 1/12/10 East side of basement 168.5 9.0 124.0 1 93.2 RW4 1/13/10 East side of basement 171.5 9.8 123.1 1 92.5 RW5 1113/10 East side of basement 171.5 7.2 123.7 1 92.9 RW6 1/14/10 North side of basement 165.0 8.9 1213 1 91.1 RW7 1/14/10 North side of basement 165.0 9.1 123.3 1 92.6 RW8 1/14/10 North side of basement 167.5 9.4 124.7 1 93.7 RW9 1/14110 North side of basement 167.5 8.5 122.0 1 91.7 RW 10 1115/10 North side of basement 169.5 10.0 121.1 1 91.0 RW 11 1115/10 North side of basement 171.5 9.2 124.3 1 93.4 RW 12 1115/10 West side of basement 165.5 9.3 120.8 1 90.8 RW13 1/16/10 West side of basement 167.5 9.4 120.6 1 90.6 RW14 1/16/10 West side of basement 169.5 9.2 121.7 1 91.4 RW 15 1116/10 West side of basement 171.5 10.0 121.3 1 91.1 RW16 1/18/10 South side of basement 165.0 9.2 121.3 1 91.1 RW17 1118110 South side of basement 167.0 9.6 124.7 1 93.7 RW18 1/19/10 South side of basement 167.5 10.0 125.2 1 94.1 RW 19 1119110 South side of basement 169.0 9.4 123.0 1 92.4 RW20 1/19/10 South side of basement 171.5 9.7 123.4 1 92.7 Storm Drain SD1 11/20/09 South side of basement 166.0 10.0 127.7 1 95.9 SD2 11120/09 South side of basement 165.0 11.1 128.3 1 96.4 SD3 11/20/09 South side of basement 169.5 10.8 126.2 1 94.8 SD4 11/20/09 South side of basement 168.5 10.2 128.8 1 96.8 SD5 11/20/09 Southeast side of basement 166.0 10.8 127.0 1 95.4 SD6 11/20/09 Southeast side of basement 167.0 10.7 126.6 1 95.1 SD7 11/20/09 Southeast side of basement 165.0 10.8 126.9 1 95.3 SD8 11/20/09 Southeast side of basement 164.0 10.3 127.2 1 95.6 SD9 11/20/09 Southeast side of basement 162.0 10.2 125.4 1 94.2 SD10 11/20/09 Southeast side of basement 160.0 10.2 126.8 1 95.3 Subgrade SG1 12/15/09 Orpheus Ave subgrade 9.4 127.0 1 95.4 SG2 12/15/09 Orpheus Ave subgrade 9.7 128.3 1 96.4 Base B1 12/16/09 Orpheus Ave base 6.0 137.0 B1 95.3 B2 12/16/09 Orpheus Ave base 6.2 138.2 131 96.1 B3 12/16/09 Orpheus Ave base 5.8 137.4 81 95.5 MAXIMUM DENSITY AND OPTIMUM MOISTURE SUMMARY (ASTM D1567) Maximum Optimum Soil Type Soil Description Density, pc f Moisture, % 1 Reddish Brown Silty Sand 8.0 133.1 B1 Aggregate Base 6.5 1438 Figure 2