Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
2009-10360 G
Line: 10 c22Eg31 C 1LJ si! . , ,,sfal land Wutbns October 21, 2011 City of Encinitas Engineering Services Permits 505 South Vulcan Avenue Encinitas, CA 92024 COASTAL LAND SOLUTIONS 573 Second Street Encinitas, CA 92024 Ph (760) 230 -6025 Fax(760)230 -6026 RE: Engineer's Final Grading Certification for Grading Permit No. 10360 -G 1729 San Elijo Avenue, Cardiff by the Sea, CA CLS #820CS The grading under Grading Permit No. 10360 -G has been performed in substantial conformance with the approved grading plan or as shown on the attached As- Graded Plan. Final grading inspection has demonstrated that lot drainage conforms with the approved grading plan and that swales drain at a minimum of 1% to the street and / or an appropriate drainage system. All the Low Impact Development, Source Control, and Treatment Control Best Management Practices as shown on the drawing and required Best Management Practice Manual Part 11 were constructed and are operational. Maintenance covenants are in place, as required. R C 65124 Steven R. Jones, .E. 65124 Date COASTAL L SOLUTIONS, INC. ((_` Verification by the Engineering Inspector of the above statements is documented by the inspector's signature hereon and will take place only after the above is signed and stamped; this does not relieve the Engineer of Record of the ultimate responsibility. Engineering Inspector Date OCj 2 5 2011 May. 5. 2010 3:56PM Jemp'a 0 fto 44, Recoiduig Requested by San Diego Gas & Electric Corupany When recorded, mail to: San Diego Gas & Electric Company 8335 Century Park Court San Diego, CA 92123 Real Pslate & Facilities, CP 11 D No. 0219 P. 1 SPACE ADO VE FOR RECORDE,R'S USE Transfer Tax NONE, APN: 260- 275 -04 SAN DIRGO OAS & ELECTRIC COMPANY ocmaz ?' Ptaoock The land, tenements or realty is located in the unincorporated area of the County of S:m Diego, State of California FXu 01y of Encinitas, County of San Diego, Slate of Culifornia; and SAN DMUO (JAS & 81,I3CTRIC COMPANY, a California corporation (SD6 &E) for valuable consideration, sloes hereby remise, release and forever quitclaim to any and all peMn(s) or entity having a legal or equitable interest in the horoinafter described real property all right, title, interest and claim of SDG &E in turd to the following described real property that was acquired by virtue of the casement dated September 8, 1961 and recorded September 25, 1961 at Recorder's Filc/Page No. 166307 of Official Records of said County of San Diego. The real property in wbioh said easement(s) is quitclai-med is described as follows: i.ot "D" in Block 75 of Cardiff Villa Tract, acwrding to Map thereof No. 1469 filed in the office of the Recorder of said County of San Diego. I.A. kkd &r-lA drv9 ,1. Al JA1 May. 5 2010 3 :56PM Serpxa No. 0219 N. 2 'llris quitclaim dons not release any interest or estate SDO &R may have in the above- described real property except the easements) specified. IN WITNESS WAER L?Oi', said San Diego Gas & Electric Company has cawed this deed to be executed in its corporate name by its duly authorized agent thus _ 9 r day of . 2010. SAN DIEGO GAS & ELFCTRTC COMPANY, a California Corporation David S. Siino, Manager — Land Selviecs Drawn CPPeacock Checked —T" Sketch OS -8.106 -1961 Date 4 11(/2010 Q.C. No. 2030 -005 R/W No. 52788(Total) Field Checked MDam STATE OFCATdFORNIA ) COUNTY OF SAN DIEGO) On 2-`5 before mc,_. _ C, P. Pew Notary Public, personally appoar d David S. Slluo, who proved to me on the basis of 8atisfaetory evidence to be the person whose prune is subscri'ned to the within instrument Dnd acknowledged to me that she executed the sume in her authorized capacity, and that by her signature on the instrument the person, or the entity upon behalf of which the person acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing puragaph is true and correct, WITNESS my band and official seal. C. P. Peacock, Notary Public [S:Mctw MT- 18.dooi -2- EC ClC CUMN. /1856581 NOTARY PLOLIC • CAL '0RnIA 2 Ctmrd SANDIEGOCOUNN 1MEX*s Jul 3r 2013 81 0W5(S) FROM :1.117 DESIGNS William Clarke FAX NO. :7t06343454 From: Dana, Molly M. IMDana@samprautlhties comj Sent: Friday. April 16, 2010 7:49 AM To: Wedesignsecox.net' Cc: Peacocii Connie Subject: 1729 San Ehjo, Cardiff, 92007 Quitclaim Tom, Thank you for meeting me on site yesterday. Apr. 20 2010 03:50PM PI Per your request, San Diego Gas b Electric (SDGdE) ties researched and field checked the above residence. APN 280. 275 -04. It has been determined that the overhead easomonl of record, RAW52788 recorded on 09-251961, is no longer needed and is in the process of being quitclaimed back to the owner of record. The new services for this property will be fed from the existing underground facilities on San Elljo Ave and there is no adjacent parcels that would benefit from R/W{5278& once the quitclaim Is drawn up, I will contact you prior to recording M you or any agency you are working with has any questions, please call or email me. ThanKs Molly Dana Land Management Representative (858) 854 -1238 (619) 843 -9598 cell mdana(Msetnora utildies cam 'This message is Wended only for the use of the individual or cauty to much it is addressed, and may connin information that 15 privilefferl andilm confidential. Receipt by an imintended recipient does not coostinde a waiver of any applicable privilege. Reading, disclosure, discussion, dissemination, distribution or copying of this information by anyone outer than the Wended recipient or his or her employees or agents is strictly prohi if you have received this communication in error, picric immediately notify the sender." No virus found in this incoming message. Checked by AVG - www ayg corn Version: 8.5.437 / Virus Database: 271.1.1/2814 - Release Date: 04116110 06 31:00 Revised April 19, 2010 Robert and Debora Sanchez 2186 Cebu Ct. Carlsbad, CA 92009 Re: Permit issuance requirements for: Application: 10360 -G 1729 San Elijo Ave. APN: 260 - 275 -04 This letter summarizes the requirements for pulling your Engineering Permit for drawing 10360 -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 null 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 10360 -G. Provide 2 copies of "Report of Limited Geotechnical Investigation and Geologic Reconnaissance, Sanchez Residence Additions, 1729 San Elijo Avenue, Cardiff, California" prepared by Geotechnical Exploration, Inc. and September 17, 2008. (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 for Bonding dated 4 -16 -10 generated by your engineer according to a set of predetermined unit prices for each kind of work shown on your plans. You will be required to post security deposit(s) as follows: (a) Security Deposit for Grading Permit 10360 -G: in the amount $55.852.39 to guarantee both performance and labor/ materials for earthwork, drainage, private improvements, and erosion control. (b) NIA (c) NIA (d) NIA 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 ouestions regarding how to Post securities, bonding, or the reauired format of securities, please contact Debra Geishart at 760 - 633 -2779. (3) Pay non - refundable fees as listed below: Fee Type Amount 1 Grading Inspection $4,916.69 NPDES Inspection (Grading) $983.33 The grading and improvement inspection fees are calculated based on 5% of first $100,000.00 of the approved Engineer's cost estimate for fee purposes dated March 24, 2010 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 apron/curb/gutter/ramp/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 Masonry retaining walls 6 'V1 C -32 Parking &Highway Improvement sign age /stripinglsafety 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 project 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, r A 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 change to be submitted to the City prior to field implementation. Construction changes may not be submitted as as- builts at the end of the construction process. 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 -2867 or visit the Engineering Counter at the Civic Center to speak with an Engineering Technician. Sincerely, Steve Nowak Assistant Civil Engineer cc Steve Jones, Engineer of Work Debbie Geishart, Engineering Technician Greg Shields, Senior Civil Engineer Masih Maher, Senior Civil Engineer permit/file Eric Application Requirements for Proof of Insurance Security Obligation Agreements Cost Estimate for Bonding Only 1729 SAN ELIJO AVENUE Grading Plan 10360 -G PREPARED FOR CITY OF ENCINITAS, CA AND ROBERT AND DEBORA SANCHEZ 1729 SAN ELIJO AVENUE CARDIFF BY THE SEA, CA 92007 PREPARED BY: Coastal Land Solutions 573 Second Street Encinitas, CA 92024 DATE: October 19, 2009 REVISED: 4f1810 C65124 Steven DATE L APR 1 9 2010 �j Uii. i;iER,I;G SiJ `�icl CITY OF E11V'!!fAS REVISED. 4/16/10 1729 SAN ELIJO AVENUE GRADING: ITEM UNIT QUANTITY UNIT COST COST (DESCRIPTION) (LS,LF,CY.ETC) ( #) ($ PER UNIT) ($) CLEAR AND GRUB SF 6800 0.45 $3,060.00 EXCAVATE AND EXPORT CY 640 $20.00 $12,800.00 EXCAVATE AND FILL CY 258 $20.00 $5.160.00 DRAINAGE: 4 INCH PVC STORM DRAIN PIPE LF 20 $20.00 $400.00 6 INCH PVC STORM DRAIN PIPE LF 36 $20.00 $720.00 6"x6" AREA DRAINS EA 7 $300.00 $2,100.00 LANDSCAPE BIORETENTION TREATMENT BMP SF 110 $25.00 $2.750.00 IMPROVEMENTS: CMU RETAINING WALL SF 1300 $11.86 $15,418.00 AC PAVEMENT REMOVAL SF 200 $2.00 $400.00 4" AC PAVEMENT SF 323 $1.75 $565.25 6" CLASS II BASE SF 323 $1.05 $339.15 PRIVATE DRIVEWAY, PERVIOUS PAVERS SF 2350 $1.50 $3.525.00 SAWCUT EXISTING AC /PCC LF 70 $4.00 $280.00 SUB -TOTAL $47,517.40 EROSION CONTROL: ITEM UNIT QUANTITY UNIT COST COST (DESCRIPTION) (LS.LF,CY,ETC) (#) ($ PER UNIT) ($) SILT FENCE LF 60 $1.60 $96.00 GRAVEL BAGS EA 140 $1.10 $154.00 CONSTRUCTION ENTRANCE SF 430 $5.25 $2.257.50 INLET PROTECTION EA 5 $150.00 $750.00 SUB -TOTAL $3,257.50 TOTAL $50,774.90 10% CONTINGENCY $5,077.49 GRAND TOTAL $55,852.39 Construction Bond Estimate for 1729 SAN ELIJO AVENUE Grading Plan 10360 -G PREPARED FOR: CITY OF ENCINITAS, CA AND ROBERT AND DEBORA SANCHEZ 1729 SAN ELIJO AVENUE CARDIFF BY THE SEA, CA 92007 PREPARED BY Coastal Land Solutions 573 Second Street Encinitas, CA 92024 �\ DATE: October 19, 2009 REVISED: 3 -24 -10 4Fzx /�7� ?- ZV --2o/b Steven R. Jon CE 65124 DATE REVISED: 3 -24 -10 1729 SAN ELIJO AVENUE GRADING: ITEM UNIT QUANTITY UNIT COST COST (DESCRIPTION) (LS,LF,CY,ETC) ( #) ($ PER UNIT) (5) CLEAR AND GRUB SF 6800 0.45 $3,060.00 EXCAVATE AND EXPORT CY 640 $27.50 $17,600.00 EXCAVATE AND FILL CY 258 $20.00 $5,160.00 DRAINAGE: 4 INCH PVC STORM DRAIN PIPE LF 20 $20.00 5400.00 6 INCH PVC STORM DRAIN PIPE LF 36 $20.00 $720.00 6'x6' AREA DRAINS EA 7 $300.00 $2,100.00 LANDSCAPE BIORETENTION TREATMENT BMP SF 110 $25.00 $2,750.00 IMPROVEMENTS: CMU RETAINING WALL SF 1300 $29.65 $38,545.00 AC PAVEMENT REMOVAL SF 200 $2.00 $400.00 4" AC PAVEMENT SF 323 $1.75 $565.25 6- CLASS II BASE SF 2673 $1.05 $2,806.65 PRIVATE DRIVEWAY, PERVIOUS PAVERS SF 2350 $5.00 $11,750.00 SAWCUT EXISTING ACIPCC LF 70 $4.00 $280.00 SUB -TOTAL $86,136.90 EROSION CONTROL: ITEM UNIT QUANTITY UNIT COST COST (DESCRIPTION) (LS.LF,CY,ETC) (8) ($ PER UNIT) ($) SILT FENCE LF 60 $1.60 $96.00 GRAVEL SAGS EA 140 $1.10 $154.00 CONSTRUCTION ENTRANCE SF 430 $5.25 $2.257.50 INLET PROTECTION EA 5 $150.00 $750.00 SUB -TOTAL $3,257.60 TOTAL $89,394.40 10% CONTINGENCY $8,939.44 GRAND TOTAL $98,333.54 L andAmerica Southland Title Robert Sanchez 1729 San Elijo Cardiff, CA 9200 Attn: Your Reference No: Southland Title 7577 Mission Valley Road, Suite 101 San Diego, CA 92108 Phone: (800) 464-8444 Fax: (858) 458-0546 Title Officer: Rhiannon Stotler/ . Marsha LaPier email: tu35 @landam.com Phone No.: (619) 209 -2300 Fax No.: (619) 209 -2349 File No.: 38352340 Property Address: 1729 San Elijo Avenue, Encinitas, California PRELIMINARY REPORT Dated as of June 25, 2006 at 7:30 a.m. In response to the above referenced application for a policy of title insurance, Southland Title hereby reports that it is prepared to issue, or cause to be issued, as of the date hereof, a Policy or Policies of Title Insurance describing the land and the estate or interest therein hereinafter set forth, insuring against loss which may be sustained by reason of any defect, lien or encumbrance not shown or referred to as an Exception below or not excluded from coverage pursuant to the printed Schedules, Conditions and Stipulations of said policy forms. The printed Exceptions and Exclusions from the coverage and Limitations on Covered Risks of said Policy or Policies are set forth in Exhibit B attached. The policy to be issued may contain an arbitration clause. When the Amount of Insurance is less than that set forth in the arbitration clause, all arbitrable matters shall be arbitrated at the option of either the Company or the Insured as the exclusive remedy of the parties. Limitations on Covered Risks applicable to the CLTA and ALTA Homeowner's Policies of Title Insurance which establish a Deductible Amount and a Maximum Dollar Limit of Liability for certain coverages are also set forth in Exhibit B. Copies of the Policy forms should be read. They are available from the office which issued this report. Please read the exceptions shown or referred to below and the exceptions and exclusions set forth in Exhibit B of this report carefully. The exceptions and exclusions are meant to provide you with notice of matters which are not covered under the terms of the title insurance policy and should be carefully considered. It is important to note that this preliminary report is not a written representation as to the condition of title and may not list all liens, defects, and encumbrances affecting title to the land. This report (and any supplements or amendments hereto) is issued solely for the purpose of facilitating the issuance of a policy of title insurance and no liability is assumed hereby. If it is desired that liability be assumed prior to the issuance of a policy of title insurance, a Binder or Commitment should be requested. File No: 38352340 SCHEDULE A The form of policy of title insurance contemplated by this report is: CLTA Homeowner's Policy of Title Insurance ALTA Loan 2006 The estate or interest in the land hereinafter described or referred to covered by this report is: A FEE Title to said estate or interest at the date hereof is vested in: Robert A. Sanchez and Debra L. Sanchez, cotrustees of the Sanchez Family Trust, dated September 16, 1999, subject to Item No. 3 and 4of Schedule B, Section B The land referred to herein is situated in the County of San Diego, State of California, and is described as follows: SEE EXHIBIT "A" ATTACHED HERETO AND MADE A PART HEREOF Page 2 File No: 38352340 EXHIBIT "A" All that certain real property situated in the County of San Diego, State of California, described as follows: Lot "D ", Block 75, Cardiff Villa Tract, in the City of Encinitas, County of San Diego, State of California, according to Map thereof No. 1469, filed in the Office of the County Recorder of San Diego County, August 10, 1912. Page 3 File No: 38352340 SCHEDULE B - Section A The following exceptions will appear in policies when providing standard coverage as outlined below: 1. (a) Taxes or assessments that are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the Public Records; (b) proceedings by a public agency that may result in taxes or assessments, or notices of such proceedings, whether or not shown by the records of such agency or by the Public Records. 2. Any facts, rights, interests or claims that are not shown by the Public Records but that could be ascertained by an inspection of the Land or that may asserted by persons in possession of the Land. 3. Easements, liens or encumbrances, or claims thereof, not shown by the Public Records. 4. Any encroachment, encumbrance, violation, variation or adverse circumstance affecting the Title that would be disclosed by an accurate and complete land survey of the Land and not shown by the Public Records. 5. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims or title to water, whether or not the matters excepted under (a), (b) or (c) are shown by the Public Records. Page 4 File No: 38352340 SCHEDULE B - Section B At the date hereof Exceptions to coverage in addition to the printed exceptions and exclusions in said policy form would be as follows: 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. Supplemental or escaped assessments of property taxes, if any, assessed pursuant to the Revenue and Taxation Code of the State of California. I. Covenants, conditions and restrictions as set forth in the document Recorded: October 7, 1949 in Book 3344, Page 134 of Official Records 3. 4. This exception omits any covenant, condition or restriction based on race, color, religion, sex, handicap, familial status or national origin, unless and only to the extent that the covenant, condition or restriction (a) is not in violation of state or federal law, (b) is exempt under 42 U.S.C. Section 3607 or (c) relates to a handicap but does not discriminate against handicapped people. An easement for the purpose shown below and rights incidental thereto as set forth in a document Granted to: San Diego Gas & Electric Company Purpose: public utilities, ingress and egress Recorded: September 25, 1961 as Instrument No. 166307 of Official Records Affects: Portions of the herein described land, the exact location of which can be determined by examination of the above - mentioned instrument, which contains a complete legal description of the affected portions of said land. The effect of a deed Dated: June 25, 2006 Grantor: Anthony Frank Sanchez, Jr. Rose Marie Rubalcaba and Robert Andres Sanchez, successor cotrustees fo the Charlotte Sanchez 1999 Trust, dated February 10, 1999 Grantee: Robert Andres Sanchez, a married man as his sole and separate property Recorded: August 3, 2006 as Instrument /File No.2006- 0550657, Official Records For the purposes of title insurance, this Company requires that an Affidavit (attached) be completed and executed by the grantor above and that it be acknowledged before a notary who is an EMPLOYEE of the title or escrow company and then submitted to the Title Officer for review. The effect of a deed Dated: July 25, 2006 Grantor: Robert Andres Sanchez, a married man as his sole and separate property Grantee: Robert A. Sanchez and Debra L. Sanchez, cotrustees of the Sanchez Family Trust, dated September 16, 1999 Recorded: August 3, 2006as Instrument /File No.2006- 0550658, Official Records For the purposes of title insurance, this Company requires that an Affidavit (attached) be completed and executed by the grantor above and that it be acknowledged before a notary who is an EMPLOYEE of the title or escrow company and then submitted to the Title Officer for review. Page 5 File No: 38352340 5. Title search discloses no open deeds of trust. Please confirm prior to close of escrow. 6. Any invalidity or defect in the title of Vestees in the event such trust is invalid or fails to confer sufficient powers in the trustees or in the event there is lack of compliance with the terms and provisions of the trust instrument. Any rights, interests or claims of parties in possession of the land not shown by the public records. END OF SCHEDULE B EXCEPTIONS PLEASE REFER TO THE "NOTES AND REQUIREMENTS SECTION" WHICH FOLLOWS FOR INFORMATION NECESSARY TO COMPLETE THIS TRANSACTION Page 6 File No: 38352340 REQUIREMENTS SECTION: Req. No. 1: The Company will require a statement of information from the parties named below in order to complete this report, based on the effect of documents, proceedings, liens, decrees, or other matters which do not specifically describe said land, but which, if any do exist, may affect the title or impose liens or encumbrances thereon. Parties: Buyers and /or Sellers Req. No. 2: The Company will require that it be provided with either (i) a complete copy of the trust agreement and any amendments thereto certified by the trustee(s) to be a true and complete copy with respect to the hereinafter named trust, or (ii) a Certification, pursuant to California Probate Code Section 18100.5, executed by all of the current trustee(s) of the hereinafter named trust, a form of which is attached. Trust: The Sanchez Family Trust, dated September 16, 1999 Page 7 File No: 38352340 INFORMATIONAL NOTES SECTION Note No. 1: The information on the attached plat is provided for your convenience as a guide to the general location of the subject property. The accuracy of this plat is not guaranteed, nor is it a part of any policy, report or guarantee to which it may be attached. Note No. 2: California insurance code section 12413.1 regulates the disbursement of escrow and sub - escrow funds by title companies. The law requires that funds be deposited in the title company escrow account and available for withdrawal prior to disbursement. Funds deposited with the company by wire transfer may be disbursed upon receipt. Funds deposited with the company via cashier's check or teller's check drawn on a California based bank may be disbursed on the next business day after the day of deposit. If funds are deposited with the company by other methods, recording and /or disbursement may be delayed. All escrow and sub - escrow funds received by the company will be deposited with other escrow funds in one or more non - interest bearing escrow accounts of the company in a financial institution selected by the company. The company may receive certain direct or indirect benefits from the financial institution by reason of the deposit of such funds or the maintenance of such accounts with such financial institution, and the company shall have no obligation to account to the depositing party in any manner for the value of, or to pay to such parry, any benefit received by the company. Those benefits may include, without limitation, credits allowed by such financial institution on loans to the company or its parent company and earnings on investments made with the proceeds of such loans, accounting, reporting and other services and products of such financial institution. Such benefits shall be deemed additional compensation of the company for its services in connection with the escrow or sub - escrow. WIRING INSTRUCTIONS FOR THIS OFFICE ARE: Union Bank of California Title IND Grp #910 400 California St, SF, CA 94104 (800) 849 -6466 Option 3 ABA 4t 122000496 CREDIT TO: Southland Title ACCOUNT *: 9101053503 RE: 38352340 PLEASE INDICATE Southland Title TITLE ORDER NUMBER Note No. 3: The charges which the company will make for next day messenger services (i.e. Federal Express, UPS, DHL, Airborne, Express mail, etc.) are $15.00 per letter, standard overnight service, and $25.00 for larger size packages and /or priority delivery services. Such charges include the cost of such messenger service and the company's expenses for arranging such messenger service and its overhead and profit. Special messenger services will be billed at the cost of such services. There will be no additional charge for pick -up or delivery of packages via the company's regularly scheduled messenger runs. Page 8 File No: 36352340 Note No. 4: The charge for a policy of title insurance, when issued through this title order, will be based on the Short Term Rate. Note No. 5: None of the items shown in this report will cause the Company to decline to attach CLTA Endorsement Form 100 to an ALTA Loan Policy, when issued. Note No. 6: The following information will be included in the CLTA Form 116 or ALTA Form 22 -06 Endorsement to be issued pursuant to this order: There is located on said land: A single family residence Known as: 1729 San Elijo Avenue, Encinitas, California Note No. 7: The only conveyances affecting said land, which recorded within 24 months of the date of this report, are as follows Grantor: Anthony Frank Sanchez, Jr., Rose Marie Rubalcaba, and Robert Andres Sanchez, successor cotrustees fo the Charlotte Sanchez 1999 Trust, dated February 10, 1999 Grantee: Robert Andres Sanchez, a married man as his sole and separate property Recorded: August 3, 2006 as Instrument No. 2006 - 0550657 of Official Records Grantor: Robert Andres Sanchez, a married man as his sole and separate property Grantee: Robert A. Sanchez and Debra L. Sanchez, cotrustees of the Sanchez Family Trust, dated September 16, 1999 Recorded: August 3, 2006 as Instrument No. 2006- 0550658 of Official Records Note No. 8: THIS COMPANY REQUIRES CURRENT BENEFICIARY DEMANDS PRIOR TO CLOSING. If the demand is expired and a current demand cannot be obtained, our requirements will be as follows: (a) If this Company accepts a verbal update on the demand, we may hold an amount equal to one monthly mortgage payment. This hold will be in addition to the verbal hold the lender may have stipulated. (b) If this Company cannot obtain a verbal update on the demand, we will either pay off the expired demand, or wait for the amended demand, at our discretion. (c) All payoff figures are verified at closing. If the customer's last payment was made within 15 days of closing, our Payoff Department may hold one month's payment to insure check has cleared the bank (unless a copy of the cancelled check is provided, in which case there will be no hold). Note No. 9: Southland Title is a subsidiary of Transnation Title Insurance Company. The insurer in policies of title insurance, when issued in this transaction, will be Transnation Title Insurance Company. Page 9 File No: 38352340 Note No. 10: Property taxes, including general and special taxes, personal property taxes, if any, and any assessments collected with taxes, for the fiscal year shown below, are paid. For proration purposes the amounts are: Fiscal year 1st Installment: 2nd Installment: Land Value Improvement Value Exemption: Code Area: Assessment No.: Processor: ekg Date Typed: July 3, 2008 2007 -2008 $525.63 Paid $525.63 Paid $30,166.00 $42,976.00 $ -0- 19006 260- 275 -04 Page 10 REPORT OF LIMITED GEOTECHNICAL INVESTIGATION AND GEOLOGIC RECONNAISSANCE Sanchez Residence Additions 1729 San Elijo Avenue Cardiff, California JOB NO. 08 -9624 17 September 2008 Prepared for: Mr. Robert Sanchez 1: rrft�* Geotechn' cal Explorat'on, ic. SOIL AND FOUNDATION ENGINEERING • GROUNDWATER • ENGINEERING GEOLOGY 17 September 2008 Mr. Robert Sanchez 2816 Cebu Court Carlsbad, CA 92009 Job No. 08 -9624 Subject: Reuort of Limited Geotechnical Investigation and Geologic Reconnaissance Sanchez Residence Additions 1729 San Elijo Avenue Cardiff, California Dear Mr. Sanchez: In accordance with your request and our proposal dated July 7, 2008, Geotechnica/ Exploration, Inc. has performed an investigation of the geotechnical and general geologic conditions at the location of the proposed additions and associated improvements. Additionally, we have performed a geologic reconnaissance of the site, per the requirements of the City of Encinitas. The field work was performed on August 8, 2008. In our opinion, if the conclusions and recommendations presented in this report are implemented during site preparation, the site will be suited for the proposed residential additions and associated improvements. This opportunity to be of service is sincerely appreciated. Should you have any questions concerning the following report, please do not hesitate to contact us. Reference to our Job No. 08 -9624 will expedite a response to your inquiries. Respectfully submitted, Q?,pF ESSlO'y9 GEOTECHNICAL EXPLORATION, INC. �C�� E 4 �o�ek f Z CM No.002047 m Jai . Cerros, P.E. s Exp. R.C.E. 34422/G.E. 2007 *�%GfoTECHN Senior Geotechnical Engineer 9lF 0f Op1�F�Q� 7420 TRADE STREET. SAN DIEGO, CA. 921210 (858) 549 -7222. FAX: (858) 549 -1604. EMAIL: geotech @gel- sd.com TABLE OF CONTENTS PAGE I. PROJECT SUMMARY 1 II. SITE DESCRIPTION 3 III. FIELD INVESTIGATION 4 IV. LABORATORY TESTS AND SOIL INFORMATION 4 V. REGIONAL GEOLOGIC DESCRIPTION 6 VI. SITE - SPECIFIC GEOLOGIC DESCRIPTION 9 VII. PRELIMINARY SLOPE STABILITY ANALYSES 10 VIII. GEOLOGIC HAZARDS 12 IX. GROUNDWATER 17 X. CONCLUSION AND RECOMMENDATIONS 18 XI. GRADING NOTES 37 XII. LIMITATIONS 37 REFERENCES FIGURES I. Vicinity Map II. Plot Plan IIIa -f. Exploratory Excavation Logs IV. Laboratory Test Results Va -b. Geologic Map and Legend VI. Cross Section A - A' VII. Foundation Requirements Near Slopes VIII. Retaining Wall Drainage Schematic APPENDICES A. United Soil Classification System B. Seismic Data - EQFault C. Seismic Data EQSearch D. Modified Mercalli Intensity Index E. Spectral Acceleration vs. Period T LID �- 1' REPORT OF LIMITED GEOTECHNICAL INVESTIGATION AND GEOLOGIC RECONNAISSANCE Sanchez Residence Additions 1729 San Elijo Avenue Cardiff, California JOB NO. 08 -9624 The following report presents the findings and recommendations of Geotechnical Exploration, Inc. for the subject project. I. PROJECT SUMMARY It is our understanding, based on a conversation with the owners, that the existing single -story residential structure is to be remodeled and a new two -story addition with a partially below -grade living area to be constructed along the east side of the existing residence. The proposed addition is to be constructed of standard -type building materials utilizing conventional foundation systems with perimeter foundations and a slab -on- grade. Construction plans for development of the site have not been provided to us during the preparation of this report, however, when completed they should be made available for our review. A topographic survey plan was provided for the preparation of this report. The scope of work we performed is briefly outlined as follows: 1. Identify and classify the surface and subsurface soils in the area of the proposed construction, in conformance with the Unified Soil Classification System. f Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 2 2. Make note of any landslides, faults or significant geologic features that may affect the development of the site. 3. Recommend site soil preparation procedures. 4. Recommend the allowable bearing pressures for the existing dense natural soils and properly compacted fills. 5. Evaluate the settlement potential of the existing formational soils or proposed properly compacted fills under the new structural loads. 6. Recommend preliminary foundation design information, including active and passive earth pressures to be utilized in design of proposed retaining walls and foundation structures. Our subsurface investigation revealed that the proposed addition areas are underlain at relatively shallow depth by medium dense to dense silty sand marine terrace materials. The surficial soils on the building pad consist of less than 1 foot to approximately 41/2 feet of variable density (loose to medium dense) silty sand fill soil. Medium dense, silty sand slopewash soils were encountered at the location of excavation HP -5 placed to the east of the existing structure. It is recommended that either the loose fill and slopewash soils be removed and recompacted as part of site preparation prior to the addition of any new fill or structural improvements or deepened foundations founded into the native terrace /formational soils be utilized. Excavation for a below -grade living area would most likely result in the removal of the existing loose fills at that location. I J Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 3 All foundations for the proposed addition should be founded into the underlying medium dense to dense terrace /formational materials or in properly recompacted fill soils. In proposed secondary improvement areas, all existing fill soils and loose slopewash materials will require removal and recompaction prior to placement of new fill or improvements. II. SITE DESCRIPTION The property is known as: Assessor's Parcel No. 260 - 275- 04 -00, Lot D of Block 75, according to Recorded Map 1469, in the City of Encinitas, County of San Diego, State of California. The roughly rectangular- shaped site, consisting of approximately 8,400 square feet, is located at 1729 San Elijo Avenue in the Cardiff area of the City of Encinitas (for site location, refer to the Vicinity Map, Figure No. I). The property is bounded to the north and south by similar residential properties approximately 2 feet lower in elevation; to the east by a similar residential property approximately 5 feet higher in elevation; and to the west by San Elijo Avenue at an elevation approximately 7 feet lower (for site plan, refer to Figure No. II). The primary existing structure on the property is a single -story residence with an attached garage. Access to the property is provided by a concrete driveway at the northwest corner of the property. Property line fences form the north and south boundaries of the property. Site improvements consist of a concrete patio, walkways, and a retaining wall on the west side property line, about 10 feet east of the existing residence. �1 1, Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 4 The property consists of a relatively level building pad constructed on a moderate, westerly - sloping lot. The lot descends to San Elijo Avenue. The current building pad is at an approximate elevation of 90 feet above mean sea level (MSL). Elevations across the property range from approximately 100 feet above MSL along the eastern property line to approximately 80 feet above MSL adjacent to San Elijo Avenue. Information concerning approximate elevations across the site was obtained from topographic information included on the site plan prepared by Coastal Land Solutions, dated July 18, 2008. III. FIELD INVESTIGATION Five exploratory handpits and one auger boring were placed in areas near where the proposed additions and improvements are to be located and where access and soil conditions allowed (for excavation locations, refer to Figure No. II). The exploratory handpits and auger boring were excavated to depths ranging from 2 to 81/2 feet in order to obtain representative soil samples and to define a soil profile across the lot. The soils encountered in the excavations were logged by our field representative and samples were taken of the predominant soils throughout the field operation. Exploratory logs have been prepared on the basis of our observations and laboratory testing. The results have been summarized on Figure Nos. III and IV. The predominant soils have been classified in general conformance with the Unified Soil Classification System (refer to Appendix A). 1 Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 5 IV. LABORATORY TESTS AND SOIL INFORMATION Laboratory tests were performed on retrieved soil samples in order to evaluate their physical and mechanical properties and their ability to support the proposed residential structure additions and improvements. Test results are presented on Figure Nos. III and IV. The following tests were conducted on the sampled soils: 1. Moisture Content (ASTM D2216 -07) 2. Density Measurements (ASTM D1188 -07) 3. Laboratory Compaction Characteristics (ASTM D1557 -07) 4. Determination of Percentage of Particles Smaller than #200 Sieve (ASTM D1140 -06) The moisture content of a soil sample (ASTM D2216 -07) is a measure of the water content, expressed as a percentage of the dry weight of the sample. Density measurements help to establish the in situ density of retrieved samples. Laboratory compaction values (ASTM D1557 -07) establish the Optimum Moisture content and the laboratory Maximum Dry Density of the tested soils. The relationship between the moisture and density of remolded soil samples gives qualitative information regarding existing fill compaction and soil compaction conditions to be anticipated during any future grading operation. The passing -200 sieve size analysis (ASTM D1140 -06) aids in classification of the tested soils based on their fine material content and provides qualitative information related to engineering characteristics such as expansion potential, permeability, and shear strength. 1: Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 6 The expansion potential of soils is determined, when necessary, utilizing the Standard Test Method for Expansion Index of Soils (ASTM D4829 -07). In accordance with the Standard (Table 5.3), potentially expansive soils are classified as follows: EXPANSION INDEX EXPANSION POTENTIAL 0 to 20 Very low 21 to 50 Low 51 to 90 Medium 91 to 130 High Above 130 Very high Based on our particle -size test results, our visual classification, and our experience with similar soils, it is our opinion that the on -site silty sand fill materials have a low expansion potential (EI less than 50). Based on the laboratory test data, our observations of the primary soil types, and our previous experience with laboratory testing of similar soils, our Geotechnical Engineer has assigned values for the angle of internal friction and cohesion to those soils that will provide significant lateral support or load bearing on the project. These values have been utilized in assigning the recommended bearing value as well as active and passive earth pressure design criteria for foundations and retaining walls and for slope stability calculations. V. REGIONAL GEOLOGIC DESCRIPTION San Diego County has been divided into three major geomorphic provinces: the Coastal Plain, Peninsular Ranges and Salton Trough. The Coastal Plain exists west of the Peninsular Ranges. The Salton Trough is east of the Peninsular Ranges. 1 Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 7 These divisions are the result of the basic geologic distinctions between the areas. Mesozoic metavolcanic, metasedimetary and plutonic rocks predominate in the Peninsular Ranges with primarily Cenozoic sedimentary rocks to the west and east of this central mountain range (Demere, 1997). In the Coastal Plain region, where the subject property is located, the "basement" consists of Mesozoic crystalline rocks. Basement rocks are also exposed as high relief areas (e.g., Black Mountain northeast of the subject property and Cowles Mountain near the San Carlos area of San Diego). Younger Cretaceous and Tertiary sediments lap up against these older features. The Cretaceous sediments form the local basement rocks on the Point Loma area. These sediments form a "layer cake" sequence of marine and non - marine sedimentary rock units, with some formations up to 140 million years old. Faulting related to the La Nacion and Rose Canyon Fault zones has broken up this sequence into a number of distinct fault blocks in the southwestern part of the county. Northwestern portions of the county are relatively undeformed by faulting (Demere, 1997). The Peninsular Ranges form the granitic spine of San Diego County. These rocks are primarily plutonic, forming at depth beneath the earth's crust 140 to 90 million years ago as the result of the subduction of an oceanic crustal plate beneath the North American continent. These rocks formed the much larger Southern California batholith. Metamorphism associated with the intrusion of these great granitic masses affected the much older sediments that existed near the surface over that period of time. These metasedimentary rocks remain as roof pendants of marble, schist, slate, quartzite and gneiss throughout the Peninsular Ranges. Locally, Miocene -age volcanic rocks and flows have also accumulated within these mountains (e.g., Jacumba Valley). Regional tectonic forces and erosion over time I �s 1 Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 8 have uplifted and unroofed these granitic rocks to expose them at the surface (Demere, 1997). The Salton Trough is the northerly extension of the Gulf of California. This zone is undergoing active deformation related to faulting along the Elsinore and San Jacinto Fault Zones, which are part of the major regional tectonic feature in the southwestern portion of California, the San Andreas Fault Zone. Translational movement along these fault zones has resulted in crustal rifting and subsidence. The Salton Trough, also referred to as the Colorado Desert, has been filled with sediments to depth of approximately 5 miles since the movement began in the early Miocene, 24 million years ago. The source of these sediments has been the local mountains as well as the ancestral and modern Colorado River (Demere, 1997). As indicated previously, the San Diego area is part of a seismically active region of California. It is on the eastern boundary of the Southern California Continental Borderland, part of the Peninsular Ranges Geomorphic Province. This region is part of a broad tectonic boundary between the North American and Pacific Plates. The actual plate boundary is characterized by a complex system of active, major, right - lateral strike -slip faults, trending northwest /southeast. This fault system extends eastward to the San Andreas Fault (approximately 70 miles from San Diego) and westward to the San Clemente Fault (approximately 50 miles off -shore from San Diego) (Berger and Schug, 1991). During recent history, the San Diego County area has been relatively quiet seismically. No fault ruptures or major earthquakes have been experienced in historic time within the San Diego area. Since earthquakes have been recorded by instruments (since the 1930s), the San Diego area has experienced scattered seismic events with Richter magnitudes generally less than 4.0. During June 1985, l Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 9 a series of small earthquakes occurred beneath San Diego Bay, three of which had recorded magnitudes of 4.0 to 4.2. In addition, the Oceanside earthquake of July 13, 1986, located approximately 26 miles offshore of the City of Oceanside, had a magnitude of 5.3 (Hauksson and Jones, 1988). On June 15, 2004, a 5.3 magnitude earthquake occurred approximately 45 miles southwest of downtown San Diego (26 miles west of Rosarito, Mexico). Although this earthquake was widely felt, no significant damage was reported. In California, major earthquakes can generally be correlated with movement on active faults. As defined by the California Division of Mines and Geology (Hart, E.W., 1980), an "active" fault is one that has had ground surface displacement within Holocene time (about the last 11,000 years). Additionally, faults along which major historical earthquakes have occurred (about the last 210 years in California) are also considered to be active (Association of Engineering Geologist, 1973). The California Division of Mines and Geology defines a "potentially active" fault as one that has had ground surface displacement during Quaternary time, that is, between 11,000 and 1.6 million years (Hart, E.W., 1980). VI. SITE - SPECIFIC GEOLOGIC DESCRIPTION A. Stratfgraphy Our reconnaissance, field work, and review of pertinent geologic maps and reports indicate that dense, Quaternary -age old paralic deposits (Qop 2 -4) formational soils underlie the entire site at depth. The encountered soil profile includes fill soil and slopewash over the older paralic deposits. Refer to the excavation logs, Figure Nos, IIIa -f. Figure No. VI presents a geologic cross section of the general area of the site. I J Sanchez Residence Additions )ob No. 08 -9624 Cardiff, California Page 10 Fill Soils (Oaf): The proposed addition areas of the lot are overlain by less than 1 foot to approximately 41/2 feet of surficial fill soils encountered at all excavation locations, with the exception of HP -4. The fill soils consist of dark brown, silty, fine - to medium - grained sand. The fill soils are generally damp to moist, of variable density (loose to medium dense) and low expansion potential, and are not suitable in their current condition for support of loads from structures or additional fill. Refer to Figure Nos. III and IV for details. Slopewash (Qsw): Slopewash soils were encountered in excavation HP -5 located at the eastern portion of the lot. The slopewash soils consist of dark gray- brown, silty, fine- to medium - grained sand with occasional rounded gravel and cobbles to 3 inches in diameter. The loose slopewash soils are generally dry to moist, medium dense and of low expansion potential, and are not suitable in their current condition for support of loads from structures or additional fill. Refer to Figure Nos. III and IV for details. Old Paralic Deposits (Qop 2 -4): Pleistocene marine terrace deposits ( Paralic Deposits) were encountered below the fill and slopewash. The terrace materials consist of red - brown, silty and clayey, fine- to medium - grained sand. The terrace materials are generally medium dense to dense and moist, and are considered suitable for support of loads from structures or additional fill. Refer to Figure Nos. III and IV for details. Torrey Sandstone Formation (Tt): Although not encountered in our relatively shallow excavations, formational soils of the Tertiary -age Torrey Formation underlie the site at depth and generally consist of white to light brown, medium to coarse- grained, moderately well indurated sandstone. The formational soils are of low `fi Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 11 expansion potential and have good bearing strength characteristics. Refer to Figure Nos. III and IV for details. B. Structure The Tertiary-age Torrey Sandstone Formation (Tt) underlies the site. The Torrey Sandstone Formation in this area strikes approximately east to west and dips 4 to 10 degrees to the north and northwest, as depicted on the Preliminary Oceanside Geologic Map (Kennedy and Tan, 2005; see Figure No. V). The overlying terrace deposits appear to be horizontally bedded with localized cross bedding. VII. PRELIMINARY SLOPE STABILITY ANALYSES Preliminary slope stability analysis was performed along cross section A -A' in the area where improvements are proposed. The cross section is included herein as Figure No. VI. Because the site is underlain by medium dense to dense formational and terrace materials, it is our opinion that sufficient gross stability exists in the building pad area. We assigned values of shear strength to the overlying fill soils and marine terrace materials (32 degrees internal friction and 100 psf cohesion for fill, 34 degrees and 150 psf for terrace materials). Potential shear failure surfaces were analyzed with the assigned soil shear strength values. Shear failure analyses were run along the typical cross section depicted on Figure No. VI. All analyzed slide surfaces yielded a factor of safety of at least 1.5. The minimum acceptable factor of safety against soil shear deep failure is 1.5. Based on our test results, the soil profile at the site is considered grossly stable against deep- seated failures. Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 12 VIII. GEOLOGIC HAZARDS The following is a discussion of the geologic conditions and hazards common to this area of Encinitas, as well as project - specific geologic information relating to development of the subject property. A. Local and Regional Faults Rose Canyon Fault: The Rose Canyon Fault Zone (Mount Soledad and Rose Canyon Faults), located approximately 3 miles south and west of the subject site, is mapped trending north -south from Oceanside to downtown San Diego, from where it appears to head southward into San Diego Bay, through Coronado and offshore. The Rose Canyon Fault Zone is considered to be a complex zone of onshore and offshore, en echelon strike slip, oblique reverse, and oblique normal faults. The Rose Canyon Fault is considered to be capable of causing a 7.2- magnitude earthquake per the California Geologic Survey (2002) and considered microseismically active, although no significant recent earthquake is known to have occurred on the fault. Investigative work on faults that are part of the Rose Canyon Fault Zone at the Police Administration and Technical Center in downtown San Diego, at the SDG &E facility in Rose Canyon, and within San Diego Bay and elsewhere within downtown San Diego, has encountered offsets in Holocene (geologically recent) sediments. These findings confirm Holocene displacement on the Rose Canyon Fault, which was designated an "active" fault in November 1991 (California Division of Mines and Geology -- Fault Rupture Hazard Zones in California, 1999). J Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 13 Coronado Bank Fault: The Coronado Bank Fault is located approximately 17 miles southwest of the site. Evidence for this fault is based upon geophysical data (acoustic profiles) and the general alignment of epicenters of recorded seismic activity (Greene, 1979). The Oceanside earthquake of 5.3 magnitude, recorded July 13, 1986, is known to have been centered on the fault or within the Coronado Bank Fault Zone. Although this fault is considered active, due to the seismicity within the fault zone, it is significantly less active seismically than the Elsinore Fault (Hileman, 1973). It is postulated that the Coronado Bank Fault is capable of generating a 7.6- magnitude earthquake and is of great interest due to its close proximity to the greater San Diego metropolitan area. Elsinore Fault: The Elsinore Fault is located approximately 29 to 43 miles east and northeast of the site. The fault extends approximately 200 km (125 miles) from the Mexican border to the northern end of the Santa Ana Mountains. The Elsinore Fault zone is a 1- to 4- mile -wide, northwest- southeast - trending zone of discontinuous and en echelon faults extending through portions of Orange, Riverside, San Diego, and Imperial Counties. Individual faults within the Elsinore Fault Zone range from less than 1 mile to 16 miles in length. The trend, length and geomorphic expression of the Elsinore Fault Zone identify it as being a part of the highly active San Andreas Fault system. Like the other faults in the San Andreas system, the Elsinore Fault is a transverse fault showing predominantly right - lateral movement. According to Hart, et al. (1979), this movement averages less than 1 centimeter per year. Along most of its length, the Elsinore Fault Zone is marked by a bold topographic expression consisting of linearly aligned ridges, swales and hallows. Faulted Holocene alluvial deposits (believed to be less than 11,000 years old) found along several segments of the fault zone suggest that at least part of the zone is currently active. �s 1. Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 14 Although the Elsinore Fault Zone belongs to the San Andreas set of active, northwest - trending, right -slip faults in the southern California area (Crowell, 1962), it has not been the site of a major earthquake in historic time, other than a 6.0- magnitude quake near the town of Elsinore in 1910 (Richter, 1958; Toppozada and Parke, 1982). However, based on length and evidence of late- Pleistocene or Holocene displacement, Greensfelder (1974) has estimated that the Elsinore Fault Zone is reasonably capable of generating an earthquake with a magnitude as large as 7.5. Study and logging of exposures in trenches placed in Glen Ivy Marsh across the Glen Ivy North Fault (a strand of the Elsinore Fault Zone between Corona and Lake Elsinore), suggest a maximum earthquake recurrence interval of 300 years, and when combined with previous estimates of the long -term horizontal slip rate of 0.8 to 7.0 mm /year, suggest typical earthquake magnitudes of 6 to 7 (Rockwell, 1985). More recently, the California Geologic Survey (2002) considers the Elsinore Fault capable of producing an earthquake of 6.8 to 7.1 magnitude. B. Other Geologic Hazards Ground Ruoture: Ground rupture is characterized by bedrock slippage along an established fault and may result in displacement of the ground surface. For ground rupture to occur along a fault, an earthquake usually exceeds magnitude 5.0. If a 5.0- magnitude earthquake were to take place on a local fault, an estimated surface - rupture length 1 mile long could be expected ( Greensfelder, 1974). Our investigation indicates that the subject site is not directly on a known fault trace and, therefore, the risk of ground rupture is remote. Ground Shaking: Structural damage caused by seismically induced ground shaking is a detrimental effect directly related to faulting and earthquake activity. Ground shaking is considered to be the greatest seismic hazard in San Diego County. The =_;::T Sanchez Residence Additions ]ob No. 08 -9624 Cardiff, California Page 15 intensity of ground shaking is dependent on the magnitude of the earthquake, the distance from the earthquake, and the seismic response characteristics of underlying soils and geologic units. Earthquakes of magnitude 5.0 Richter scale or greater are generally associated with notable to significant damage. It is our opinion that the most serious damage to the site would be caused by a large earthquake originating on a nearby strand of the Rose Canyon Fault Zone. Although the chance of such an event is remote, it could occur within the useful life of the structure. The anticipated ground accelerations from earthquakes on faults within 100 miles of the site are provided in Appendix B. A record of historical earthquakes within a 100 -mile radius of the site is provided here as Appendix C. The Modified Mercalli Index is presented as Appendix D. Landslides: Based upon our geologic reconnaissance, review of the preliminary Oceanside geologic map (Kennedy and Tan, 2005) and aerial photographs (5 -2 -53, AXN- 14M -17 and 18), there are no known or suspected ancient landslides located on the site. Liquefaction: The liquefaction of saturated sands during earthquakes can be a major cause of damage to buildings. Liquefaction is the process by which soils are transformed into a viscous fluid that will flow as a liquid when unconfined. It occurs primarily in loose, saturated sands and silts when they are sufficiently shaken by an earthquake. on this site, the risk of liquefaction of foundation materials due to seismic shaking is considered to be low due to the dense nature of the natural - ground material and the lack of a shallow static groundwater surface under the site. The site does not have a potential for soil strength loss to occur due to a seismic event. Furthermore, encountered loose soils supporting foundation and /or improvements will be I �1 1 Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 16 removed and recompacted, or deeper foundation extending into firm soils will be used. Tsunami: The risk of a tsunami affecting the site is considered low as the site is situated at an elevation of approximately 90 feet above mean sea level and not in close distance to an exposed beach. In general the orientation of the southern California coastline and the bathymetry of the offshore southern California borderland have, during historical times, combined to protect the shoreline from any large magnitude tsunami height increases, as shown by records of tsunami occurrences that have been observed and /or recorded along the southern California shoreline since 1810 (Lander et al, 1993). For this segment of the California coastline (south of Santa Monica) there is no evidence of any high magnitude tsunamis generated during the last 200 years by large -scale regional sea Floor movements (Gagman, 1998). Summary: It is our opinion, based upon a review of the available maps and our site investigation, that the site is underlain by stable formational materials, and is suited for the proposed structure additions and associated improvements. It is our opinion that a known "active" fault presents the greatest seismic risk to the subject site during the lifetime of the proposed residence and additions. To date, the nearest known "active" faults to the subject site are the northwest- trending Rose Canyon Fault, Newport- Inglewood Fault, Coronado Bank Fault and the Elsinore Fault. No significant geologic hazards are known to exist on the site that would prevent the proposed construction. Refer to Section A of the Conclusions and Recommendations of this report for seismic design criteria. 1 Sanchez Residence Additions Cardiff, California IX. GROUNDWATER Job No. 08 -9624 Page 17 No groundwater was encountered during the course of our field investigation and we do not anticipate significant groundwater problems to develop in the future, if the property is developed as proposed and proper drainage is implemented and maintained. It should be kept in mind that any required grading operations will change surface drainage patterns and /or reduce permeabilities due to the densification of compacted soils. Such changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of surface or near - surface water at locations where none existed previously. The damage from such water is expected to be localized and cosmetic in nature, if good positive drainage is implemented, as recommended in this report, during and at the completion of construction. On properties such as the subject site where formational materials exist at relatively shallow depths, even normal landscape irrigation practices or periods of extended rainfall can result in shallow "perched" water conditions. The perching (shallow depth) accumulation of water on a low permeability surface can result in areas of persistent wetting and drowning of lawns, plants and trees. Resolution of such conditions, should they occur, may require site - specific design and construction of subdrain and shallow "wick" drain dewatering systems. Subsurface drainage with a properly designed and constructed subdrain system will be required along with continuous back drainage behind any proposed below -grade walls, property line retaining walls, or any perimeter stem walls for raised -wood floors where the outside grades are higher than the crawl space grades. CID �l J Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 18 Furthermore, crawl spaces should be provided with the proper cross - ventilation to help reduce the potential for moisture - related problems. It must be understood that unless discovered during initial site exploration or encountered during site grading operations, it is extremely difficult to predict if or where perched or true groundwater conditions may appear in the future. When site fill or formational soils are fine- grained and of low permeability, water problems may not become apparent for extended periods of time. Water conditions, where suspected or encountered during grading operations, should be evaluated and remedied by the project civil and geotechnical consultants. The project developer and property owner, however, must realize that post - construction appearances of groundwater may have to be dealt with on a site- specific basis. X. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the practical field investigation conducted by our firm, and resulting laboratory tests, in conjunction with our knowledge and experience with soil conditions in the Cardiff area of the County of San Diego. Our geotechnical investigation revealed that the proposed addition area of the lot is underlain by medium dense to dense silty sand terrace deposits. The terrace soils are overlain by less than 1 foot to approximately 4' /2 feet of variable density fill soil. Medium dense, silty sand slopewash soils were encountered at the eastern portion of the site. In their present condition, the fill soils and slopewash will not provide a stable base for structure additions and improvements. As such, we recommend r Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 19 that these soils be removed and recompacted as part of site preparation prior to the addition of any new fill or structural improvements or deepened foundations founded into the native terrace /formational soils be utilized. Excavation for a below -grade lining area would most likely result in the removal of the existing fills and slopewash at that location. The terrace materials have good bearing strength characteristics and are suitable for support of the proposed structural loads. Any loose or soft soils remaining after the basement excavation subgrade is achieved should be removed and recompacted. All foundations for the proposed additions should be founded either entirely into the underlying medium dense to dense formational terrace materials or entirely in properly compacted fill soils. In proposed secondary improvement areas, all existing fill soils will require removal, moisture conditioning and recompaction prior to placement of new fill or improvements. The opinions, conclusions and recommendations presented in this report are contingent upon Geotechnical Exploration, Inc. being retained to review the final plans and specifications as they are developed and to observe the site earthwork and installation of foundations. Recommendations presented herein are based on preliminary plans by Coastal Land Solutions, dated July 18, 2008. A. Seismic Design Criteria 1. Seismic Data Bases: An estimation of the peak ground acceleration and the repeatable high ground acceleration (RHGA) likely to occur at the project site based on the known significant local and regional faults within 100 miles of the site is included as Appendix B. In addition, a listing of the known historic seismic events that have occurred within 100 miles of the site at a magnitude f Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 20 of 5.0 or greater since the year 1800, and the probability of exceeding the experienced ground accelerations in the future based upon the historical record, is provided in Appendix C. Both Appendix B and Appendix C are tables generated from computer programs EQFault and EQSearch by Thomas F. Blake (2000) utilizing a digitized file of late- Quaternary California faults (EQFault) and a file listing of recorded earthquakes (EQSearch). Estimations of site intensity are also provided in these listings as Modified Mercalli Index values. The Modified Mercalli Intensity Index is provided as Appendix D. 2. CBC 2007 Seismic Design Criteria: If the proposed structure will be designed in accordance with Section 1613 of the 2007 CBC, which incorporates by reference the ASCE 7 -05 for seismic design, we recommend the following parameters be utilized. We have determined the mapped spectral acceleration values for the site based on a latitude of 33.0278 degrees and longitude of 117.2859 degrees, utilizing a program titled "Seismic Hazard Curves, Response Parameters and Design Parameters- v5.0.8," provided by the USGS, which provides a solution for ASCE 7 -05 (Section 1613 of the 2007 CBC) utilizing digitized files for the Spectral Acceleration maps. In addition, we have assigned a Site Classification of D. The response parameters for design are presented in the following table. The design spectrum acceleration vs. Period T is shown on Appendix E. TABLE I Manned Spectral Acceleration Values and Design Parameters 5 S Fa I F„ SMS I Sml Sd S 1 1.422 10.54 1 1.00 1 1.50 1.422 10.809 0.948 0.540 I r Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 21 B. Preparation of Soils for Site Development 3. Clearing and Stripping The existing improvements and vegetation observed in the proposed addition areas should be removed prior to the preparation of the building pad and areas of associated improvements. This includes any roots from existing trees and shrubbery. Holes resulting from the removal of root systems or other buried foundations, debris or obstructions that extend below the planned grades should be cleared and backfilled with properly compacted fill. 4. Treatment of Loose Existing Fill /Slopewash Soils: In order to provide suitable foundation support for the proposed residence additions and associated improvements, we recommend that all existing fill and slopewash soils that remain after the necessary demolition and site excavations have been made be removed and recompacted. The recompaction work should consist of (a) removing these soils down to the native dense terrace formational materials; (b) scarifying, moisture conditioning, and compacting the exposed natural subgrade soils; and (c) cleaning and replacing the removed material as compacted structural fill. The depth required to remove the fill soils is anticipated to range from less than 1 foot to approximately 5 feet but should be confirmed by our representatives during the excavation work based on their examination of the soils being exposed. The lateral extent of the excavation should be at least 5 feet beyond the edge of the perimeter foundations of the residence additions and any areas to receive exterior improvements where feasible. Should a basement excavation be performed, existing shallow foundations will require some underpinning and probably shoring to provide a safe work area. r.�Ei Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 22 Any unsuitable materials (such as oversize rubble, highly expansive clayey soils, and /or organic matter) should be selectively removed as indicated by our representative and disposed of off -site. Any rigid improvements founded on the existing variable density surface soils can be expected to undergo movement and possible damage. Geotechnical Exploration, Inc, takes no responsibility for the performance of any improvements built on loose natural soils or inadequately compacted fills. Any exterior area to receive concrete improvements should be verified for compaction and moisture within 48 hours prior to concrete placement or during the fill placement if the thickness of fill exceeds 1 foot. 5. Subgrade Preparation: After the site has been cleared, stripped, and the required excavations made, the exposed subgrade soils in areas to receive fill and /or building improvements should be scarified to a depth of 6 inches, moisture conditioned, and compacted to the requirements for structural fill. Moisture content should be maintained by periodic sprinkling until within 48 hours prior to concrete placement. Excavation into dense formational terrace soils should not need scarification or recompaction. 6. Expansive Soil Conditions: We do not anticipate that significant quantities of medium or highly expansive clay soils will be encountered during grading. Should such soils be encountered and used as fill, however, they should be moisture conditioned to at least 5 percent above optimum moisture content, compacted to 88 to 92 percent, and placed outside building areas. Soils of medium or greater expansion potential should not be used as retaining wall backfill soils. I f Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 23 7. Material for Fill: Existing on -site soils with an organic content of less than 3 percent by volume are, in general, suitable for use as fill. Any required imported fill material should be a low- expansion potential (Expansion Index of 50 or less per ASTM D4829 -95). In addition, both imported and existing on -site materials for use as fill should not contain rocks or lumps more than 6 inches in greatest dimension if the fill soils are compacted with heavy compaction equipment (or 3 inches in greatest dimension if compacted with lightweight equipment). All materials for use as fill should be approved by our representative prior to importing to the site. 8. Fill Compaction: All structural fill should be compacted to a minimum degree of compaction of 90 percent based upon ASTM D1557 -07. Fill material should be spread and compacted in uniform horizontal lifts not exceeding 8 inches in uncompacted thickness. Before compaction begins, the fill should be brought to a water content that will permit proper compaction by either: (1) aerating and drying the fill if it is too wet, or (2) moistening the fill with water if it is too dry. Each lift should be thoroughly mixed before compaction to ensure a uniform distribution of moisture. For low expansive soils, the moisture content should be within 2 percent of optimum. For medium to highly expansive soils, the moisture content should be at least 5 percent over optimum. Medium to highly expansive soils should not be compacted over 92 percent of Maximum Dry Density. No uncontrolled fill soils should remain after completion of the site work. In the event that temporary ramps or pads are constructed of uncontrolled fill soils, the loose fill soils should be removed and /or recompacted prior to completion of the grading operation. 1 Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 24 9. Trench and Retaining Wall Backfill: All backfill soils placed in utility trenches or behind retaining walls should be compacted to at least 90 percent of Maximum Dry Density. Our experience has shown that even shallow, narrow trenches (such as for irrigation and electrical lines) that are not properly compacted can result in problems, particularly with respect to shallow groundwater accumulation and migration. Backfill soils placed behind retaining walls and /or crawl space retaining walls should be installed as early as the retaining walls are capable of supporting lateral loads. Backfill soils should be low expansive, with an Expansion Index equal to or lower than 50. Pea gravel and /or cement slurry may be used as backfill material in narrow areas in order to provide proper compaction. Where feasible, 1 foot of soil compacted backfill should be used as a cap. C. Desion Parameters for Proposed Foundations 10. Footings: We recommend that the proposed additions be supported on conventional, individual- spread and /or continuous footing foundations founded at least 18 inches into either dense terrace materials or properly compacted fill soils. If the proposed footings are located closer than 8 feet inside the top or face of slopes, they should be deepened to 11 /2 feet below a line beginning at a point 8 feet horizontally inside the slopes and projected outward and downward, parallel to the face of the slope and into firm soils (see Figure No. VII). Footings located adjacent to utility trenches should have their bearing surfaces situated below an imaginary 1.5:1.0 plane projected upward from the bottom edge of the adjacent utility trench. 11. Bearing Values: At the recommended depths, footings on compacted fill or formational soil may be designed for allowable bearing pressures of 2,500 I s Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 25 pounds per square foot (psf) for combined dead and live loads and 3,300 psf for all loads, including wind or seismic. However, the footings should have a minimum width of 12 inches. 12. footing Reinforcement: All continuous footings should contain top and bottom reinforcement to provide structural continuity and to permit spanning of local irregularities. We recommend that a minimum of two No. 5 top and two No. 5 bottom reinforcing bars be provided in the footings. A minimum clearance of 3 inches should be maintained between steel reinforcement and the bottom or sides of the footing. Isolated square footings should contain, as a minimum, a grid of three No. 4 steel bars on 12 -inch centers, both ways. In order for us to offer an opinion as to whether the footings are founded on soils of sufficient load bearing capacity, it is essential that our representative inspect the footing excavations prior to the placement of reinforcing steel or concrete. NOTE: The project Civil /structural Engineer should review all reinforcing schedules. The reinforcing minimums recommended herein are not to be construed as structural designs, but merely as minimum reinforcement to reduce the potential for cracking and separations. 13. Lateral Loads: Lateral load resistance for the structure supported on footing foundations may be developed in friction between the foundation bottoms and the supporting subgrade. An allowable friction coefficient of 0.40 is considered applicable. An additional allowable passive resistance equal to an equivalent fluid weight of 300 pounds per cubic foot acting against the foundations may be used in design provided the footings are poured neat against the adjacent undisturbed formational materials and /or properly l Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 26 compacted fill materials. These lateral resistance values assume a level surface in front of the footing for a minimum distance of three times the embedment depth of the footing. 14. Settlement: Settlements under building loads are expected to be within tolerable limits for the proposed residence additions. For footings designed in accordance with the recommendations presented in the preceding paragraphs, we anticipate that total settlements should not exceed 1 inch and that post - construction differential angular rotation should be less than 1/240. D. Concrete Slab -on -grade Criteria 15. Minimum Floor Slab Reinforcement: Based on our experience, we have found that, for various reasons, floor slabs occasionally crack, causing brittle surfaces such as ceramic tiles to become damaged. Therefore, we recommend that all slabs -on -grade contain at least a minimum amount of reinforcing steel to reduce the separation of cracks, should they occur. 15.1 Interior floor slabs should be a minimum of 4 inches actual thickness and be reinforced with No. 3 bars on 15 -inch centers, both ways, placed at midheight in the slab. The slabs should be underlain by a 2- inch -thick layer of clean sand (S.E. = 30 or greater) overlying a moisture retardant membrane over 2 inches of sand. Slab subgrade soil should be verified by a Geotechnical Exploration, Inc. representative to have the proper moisture content within 48 hours prior to placement of the vapor barrier and pouring of concrete. iEEl J Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 27 15.2 Preferably, below -grade slabs (such as basement level slabs) should be provided with a waterproofing membrane such as Paraseal on a 4 -inch gravel base placed on properly compacted subgrade, per the manufacturer's instructions. The owner should be consulted as to the degree of slab moisture protection desired. If perched groundwater or seeps are observed after the excavation is complete, a subdrain drainage system should be installed beneath the slab. 15.3 Following placement of any concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings. Premature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials. 16. Concrete Isolation Joints: We recommend the project Civil /Structural Engineer incorporate isolation joints and sawcuts to at least one -fourth the thickness of the slab in any floor designs. The joints and cuts, if properly placed, should reduce the potential for and help control floor slab cracking. We recommend that concrete shrinkage joints be spaced no farther than approximately 20 feet apart, and also at re- entrant corners. However, due to a number of reasons (such as base preparation, construction techniques, curing procedures, and normal shrinkage of concrete), some cracking of slabs can be expected. 17. Slab Moisture Emission: Although it is not the responsibility of geotechnical engineering firms to provide moisture protection recommendations, as a service to our clients we provide the following discussion and suggested minimum protection criteria. Actual recommendations should be provided by the architect and waterproofing consultants. �J 1 Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 28 Soil moisture vapor can result in damage to moisture - sensitive floors, some floor sealers, or sensitive equipment in direct contact with the floor, in addition to mold and staining on slabs, walls and carpets. The common practice in Southern California is to place vapor retarders made of PVC, or of polyethylene. PVC retarders are made in thickness ranging from 10- to 60 -mil. Polyethylene retarders, called visqueen, range from 5- to 10 -mil in thickness. The thicker the plastic, the stronger the resistance will be against puncturing. Although polyethylene (visqueen) products are commonly used, specialty vapor retarding products possess higher tensile strength and are more specifically designed for and intended to retard moisture transmission into concrete slabs. The use of Vaporshield or equivalent is highly recommended when a structure is intended for moisture - sensitive floor coverings or uses. 17.1 Vapor retarder joints must be lapped and sealed with mastic or the manufacturer's recommended tape. To provide protection of the moisture retarder, a layer of at least 2 inches of clean sand on top and 2 inches at the bottom should also be provided. No heavy equipment, stakes or other puncturing instruments should be used on top of the liner before or during concrete placement. In actual practice, stakes are often driven through the retarder material, equipment is dragged or rolled across the retarder, overlapping or jointing is not properly implemented, etc. All these construction deficiencies reduce the retarder's effectiveness. -W�� Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 29 17.2 The vapor retarders are not waterproof. They are intended to help prevent or reduce vapor transmission and capillary migration through the soil into the pores of concrete slabs. Waterproofing systems must supplement vapor retarders if full waterproofing is desired. The owner should be consulted to determine the specific level of protection required. 18. Exterior Slab Reinforcement: As a minimum for protection of on -site improvements, we recommend that all nonstructural concrete slabs (such as patios, sidewalks, etc.), be at least 4 inches in actual thickness, founded on properly compacted and tested fill or dense native formation and underlain by no more than 3 inches of clean leveling sand, with No. 3 bars at 18 -inch centers, both ways, at the center of the slab, and contain adequate isolation and control joints. The performance of on -site improvements can be greatly affected by soil base preparation and the quality of construction. It is therefore important that all improvements are properly designed and constructed for the existing soil conditions. The improvements should not be built on loose soils or fills placed without our observation and testing. The subgrade of exterior improvements should be verified as properly prepared within 48 hours prior to concrete placement. For exterior slabs with the minimum shrinkage reinforcement, control joints should be placed at spaces no farther than 15 feet apart or the width of the slab, whichever is less, and also at re- entrant corners. Control and isolation joints in exterior slabs should be sealed with elastomeric joint sealant. The sealant should be inspected every 6 months and be properly maintained. 1 1 Sanchez Residence Additions Cardiff, California E. Slopes Job No. 08 -9624 Page 30 19. Slope Observations: A representative of Geotechnica/ Exploration, Inc. must observe any steep temporary slopes during construction. In the event that soils and formational material comprising a slope are not as anticipated, any required slope design changes would be presented at that time. 20. Temporary Slopes: Proposed temporary slopes should be stable for a maximum slope height of 12 feet, of which at least 4 feet will be in dense formational terrace soils at a ratio of 0.75:1.0 (horizontal to vertical). No soil stockpiles, improvements or other surcharges may exist or be placed within a horizontal distance of 10 feet from the excavation. If these recommendations are not feasible due to space constraints, temporary shoring, i.e., soldier pile and lagging and /or underpinning, may be required for safety and to protect adjacent property improvements and construction personnel. Temporary shoring if needed, i.e., soldier pile and lagging, should be designed as recommended in the following section (Section F). This office should be contacted for additional recommendations if additional shoring or steep temporary slopes are required. 21. Cal -OSHA: Where not superseded by specific recommendations presented in this report, trenches, excavations and temporary slopes at the subject site should be constructed in accordance with Title 8, Construction Safety Orders, issued by Cal -OSHA. 22. Slope Top /Face Performance: The soils that occur in close proximity to the top or face of even properly compacted fill or dense natural ground cut slopes often possess poor lateral stability. The degree of lateral and vertical �s 1 Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 31 deformation depends on the inherent expansion and strength characteristics of the soil types comprising the slope, slope steepness and height, loosening of slope face soils by burrowing rodents, and irrigation and vegetation maintenance practices, as well as the quality of compaction of fill soils. Structures and other improvements could suffer damage due to these soil movement factors if not properly designed to accommodate or withstand such movement. On this project, soil erosion is a critical factor for improvements built close to the top of the slope or slope face. 23. Slope Top Structure Performance: Rigid improvements such as top -of -slope walls, columns, decorative planters, concrete flatwork, swimming pools and other similar types of improvements can be expected to display varying degrees of separation typical of improvements constructed at the top of a slope. The separations result primarily from slope top lateral and vertical soil deformation processes. These separations often occur regardless of being underlain by cut or fill slope material. Proximity to a slope top is often the primary factor affecting the degree of separations occurring. Typical and to -be- expected separations can range from minimal to up to 1 inch or greater in width. In order to reduce the effect of slope -top lateral soil deformation, we recommend that the top -of -slope improvements be designed with flexible connections and joints in rigid structures so that the separations do not result in visually apparent cracking damage and /or can be cosmetically dressed as part of the ongoing property maintenance. These flexible connections may include "slip joints" in wrought iron fencing, evenly spaced vertical joints in block walls or fences, control joints with flexible caulking in exterior flatwork improvements, etc. f Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 32 In addition, use of planters to provide separation between top -of -slope hardscape such as patio slabs and pool decking from top -of -slope walls can aid greatly in reducing cosmetic cracking and separations in exterior improvements. Actual materials and techniques would need to be determined by the project architect or the landscape architect for individual properties. Steel dowels placed in flatwork may prevent noticeable vertical differentials, but if provided with a slip -end they may still allow some lateral displacement. F. Retaining Wall Design Criteria 24. Desian Parameters - Unrestrained: The active earth pressure (to be utilized in the design of any cantilever retaining walls, utilizing on -site or imported very low- to low- expansive soils [EI less than 50] as backfill) should be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only). In the event that a retaining wall is surcharged by sloping backfill, the design active earth pressure should be based on the appropriate Equivalent Fluid Weight presented in the following table. *To determine design active earth pressures for ratios intermediate to those presented, interpolate between the stated values. 25. Design Parameters - Restrained: Retaining walls designed for a restrained condition should utilize a uniform pressure equal to 9xH (nine times the total height of retained soil, considered in pounds per square foot) considered as t �1 1 Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 33 acting everywhere on the back of the wall in addition to the design Equivalent Fluid Weight. The soil pressure produced by any footings, improvements, or any other surcharge placed within a horizontal distance equal to the height of the retaining portion of the wall should be included in the wall design pressure. The recommended lateral soil pressures are based on the assumption that no loose soils or soil wedges will be retained by the retaining wall. Backfill soils should consist of low- expansive soils with EI less than 50, and should be placed from the heel of the foundation to the ground surface within the wedge formed by a plane at 300 from vertical, and passing by the heel of the foundation and the back face of the retaining wall. A soil at -rest pressure of 60 pcf may be used for a restrained shoring wall if level soil is retained. If top -of -wall rotation is allowed, the soil equivalent fluid weight of 38 pcf may be used. Surcharge loads should be considered when applicable for the shoring design. Shoring pressures may be calculated for soldier pile and lagging based on the unrestrained or restrained soil parameters described previously. Passive resistance of soldier piles may be considered equal to 750 pcf applied in the embedded depth (times the diameter) below the grade beam or foundation bottom elevation. 26. Surcharge Loads: Any loads placed on the active wedge behind a cantilever wall should be included in the design by multiplying the load weight by a factor of 0.36. For a restrained wall, the lateral factor should be 0.53. 27. Wall Drainage: Proper subdrains and free - draining backwall material or board drains (such as 3-drain or Miradrain) should be installed behind all retaining walls (in addition to proper waterproofing) on the subject project �J � Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 34 (see Figure No. VIII for Retaining Wall Backdrain and Waterproofing Schematic), Geotechnical Exploration, Inc, will assume no liability for damage to structures or improvements that is attributable to poor drainage. The architectural plans should clearly indicate that subdrains for any lower - level walls be placed at an elevation at least 1 foot below the bottom of the lower -level slabs. At least 0.5- percent gradient should be provided to the subdrain. The subdrain should be placed in an envelope of crushed rock gravel up to 1 inch in maximum diameter, and be wrapped with Mirafi 140N geofabric or equivalent. The subdrain should consist of Amerdrain or QuickDrain (rectangular section boards). If the slab is to be supported on top of basement wall footings, then the subdrain should be placed on the outer face of the footing, not on top of the footing. 28. Ouality Control: It must be understood that it is not within the scope of our services to provide quality control oversight for surface or subsurface drainage construction or retaining wall sealing and base of wall drain construction. It is the responsibility of the contractor and /or their retained construction inspection service provider to verify proper wall sealing, geofabric installation, protection board (if needed), drain depth below interior floor or yard surface, pipe percent slope to the outlet, etc. G. Site Drainage Considerations 29. Surface Drainaoe: Adequate measures should be taken to properly finish - grade the lot after the residence additions and other improvements are in place. Drainage waters from this site and adjacent properties should be directed away from the footings, floor slabs, and slopes, onto the natural drainage direction for this area or into properly designed and approved r J Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 35 drainage facilities provided by the project civil engineer. Roof gutters and downspouts should be installed on the residence and additions, with the runoff directed away from the foundations via closed drainage lines. Proper subsurface and surface drainage will help minimize the potential for waters to seek the level of the bearing soils under the footings and floor slabs. Failure to observe this recommendation could result in undermining and possible differential settlement of the structure or other improvements or cause other moisture - related problems. Currently, the Uniform Building Code requires a minimum 2- percent surface gradient for proper drainage of building pads unless waived by the building official. Concrete pavement may have a minimum gradient of 0.5- percent. 30. Erosion Control: Appropriate erosion control measures should be taken at all times during and after construction to prevent surface runoff waters from entering footing excavations or ponding on finished building pad areas or runoff on the slope face from the building pad. 31. Planter Drainage: Planter areas, flower beds and planter boxes should be sloped to drain away from the footings and floor slabs at a gradient of at least 5 percent within 5 feet from the perimeter walls. Any planter areas adjacent to the residence or surrounded by concrete improvements should be provided with sufficient area drains to help with rapid runoff disposal. No water should be allowed to pond adjacent to the residence or other improvements. i. 1. Sanchez Residence Additions Job No. 08 -9624 Cardiff, California Page 36 H. General Recommendations 32. Project Start Up Notification: In order to reduce any work delays during site development, this firm should be contacted at least 48 hours and preferably 48 hours prior to any need for observation of footing excavations or field density testing of compacted fill soils. If possible, placement of formwork and steel reinforcement in footing excavations should not occur prior to observing the excavations; in the event that our observations reveal the need for deepening or redesigning foundation structures at any locations, any formwork or steel reinforcement in the affected footing excavation areas would have to be removed prior to correction of the observed problem (i.e., deepening the footing excavation, recompacting soil in the bottom of the excavation, etc.). 33. Construction Best Management Practices (BMPs): Construction BMPs must be implemented in accordance with the requirements of the controlling jurisdiction. Sufficient BMPs must be installed to prevent silt, mud or other construction debris from being tracked into the adjacent street(s) or storm water conveyance systems due to construction vehicles or any other construction activity. The contractor is responsible for cleaning any such debris that may be in the street at the end of each work day or after a storm event that causes breach in the installed construction BMPs. All stockpiles of uncompacted soil and /or building materials that are intended to be left unprotected for a period greater than 7 days are to be provided with erosion and sediment controls. Such soil must be protected each day when the probability of rain is 40% or greater. A concrete washout should be provided on all projects that propose the construction of any concrete Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 37 improvements that are to be poured in place. All erosion /sediment control devices should be maintained in working order at all times. All slopes that are created or disturbed by construction activity must be protected against erosion and sediment transport at all times. The storage of all construction materials and equipment must be protected against any potential release of pollutants into the environment. XI. GRADING NOTES Geotechnical Exploration, Inc. recommends that we be retained to verify the actual soil conditions revealed during site grading work and footing excavation to be as anticipated in this "Report of Limited Geotechnical Investigation and Geologic Reconnaissance" for the project. In addition, the compaction of any fill soils placed during site grading work must be observed and tested by the soil engineer. It is the responsibility of the grading contractor to comply with the requirements on the grading plans and the local grading ordinance. All retaining wall and trench backfill should be properly compacted. Geotechnical Exploration, Inc. will assume no liability for damage occurring due to improperly or uncompacted backfill placed without our observations and testing. XII. LIMITATIONS Our conclusions and recommendations have been based on available data obtained from our field investigation and laboratory analysis, as well as our experience with similar soils and formational materials located in this area of San Diego. Of necessity, we must assume a certain degree of continuity between exploratory excavations and /or natural exposures. It is, therefore, necessary that all observations, conclusions, and recommendations be verified at the time grading I r Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 38 operations begin or when footing excavations are placed. In the event discrepancies are noted, additional recommendations may be issued, if required. The work performed and recommendations presented herein are the result of an investigation and analysis that meet the contemporary standard of care in our profession within the County of San Diego. No warranty is provided. As stated previously, it is not within the scope of our services to provide quality control oversight for surface or subsurface drainage construction or retaining wall sealing and base of wall drain construction. It is the responsibility of the contractor and /or their retained construction inspection service provider to verify proper wall sealing, geofabric installation, protection board installation (if needed), drain depth below interior floor or yard surfaces; pipe percent slope to the outlet, etc. This report should be considered valid for a period of two (2) years, and is subject to review by our firm following that time. If significant modifications are made to the building plans, especially with respect to the height and location of any proposed structures, this report must be presented to us for immediate review and possible revision. It is the responsibility of the owner and /or developer to ensure that the recommendations summarized in this report are carried out in the field operations and that our recommendations for design of this project are incorporated in the structural plans. We should be retained to review the project plans once they are available, to see that our recommendations are adequately incorporated in the plans. i 1 Sanchez Residence Additions Cardiff, California Job No. 08 -9624 Page 39 This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for the safety of personnel other than our own; the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considered any of the recommended actions presented herein to be unsafe. The firm of Geotechnica/ Exploration, Inc. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to issuance of this report and the changes are made without our observations, testing, and approval. Once again, should any questions arise concerning this report, please feel free to contact the undersigned. Reference to our Job No. 08 -9624 will expedite a reply to your inquiries. Respectfully submitted, GE CHNICAL EXPLORATION, INC. Ja XI V -.4 --�— Heiser Senior Project Geologist aime A. Cerros, P.E. R.C.E. 34422/G. E. 2007 Senior Geotechnical Engineer // ��pFESSJO/y4 4 C f�� Fyci C� tiQ os m w No.00Q7 A ExP.9�xY�9 i Gn .P = *i C r 1, REFERENCES JOB NO. 08 -9624 SEPTEMBER 2008 Association of Engineering Geologists, 1973, Geology and Earthquake Hazards, Planners Guide to the Seismic Safety Element, Southern California Section, Association of Engineering Geologists, Special Publication, Published July 1973, p. 44. Berger & Schug, 1991, Probabilistic Evaluation of Seismic Hazard in the San Diego- Tijuana Metropolitan Region, Environmental Perils, San Diego Region, San Diego Association of Geologists. Blake, Thomas, 2002, EQFault and EQSearch Computer Programs for Deterministic Prediction and Estimation of Peak Horizontal Acceleration from Digitized California Faults and Historical Earthquake Catalogs. Bryant, W.A. and E.W. Hart, 1973 (10`" Revision 1997), Fault- Rupture Hazard Zones in California, Calif. Div. Of Mines and Geology, Special Publication 42. California Division of Mines and Geology - Alquist- Priolo Special Studies Zones Map, November 1, 1991. City of San Diego Topographic Surveys, Lambert Coordinates 234 -1689, 1953 an 1979. Crowell, J.C., 1962, Displacement along the San Andreas Fault, California; Geologic Society of America Special Paper 71, 61 P. Derriere, Thomas A., 2003, Geology of San Diego County, California, BRCC San Diego Natural History Museum. Greene, H.G., 1979, Implication of Fault Patterns in the Inner California Continental Borderland between San Pedro and San Diego, in "Earthquakes and Other Perils, San Diego Region," P.L. Abbott and W.J. Elliott, editors. Greensfelder, R.W., 1974, Maximum Credible Rock Acceleration from Earthquakes in California; California Division of Mines and Geology, Map Sheet 23. Hart, E.W., D.P. Smith, and R.B. Saul, 1979, Summary Report: Fault Evaluation Program, 1978 Area (Peninsular Ranges - Salton Trough Region), Calif. Div. Of Mines and Geology, OFR 79 -10 SF, 10. Hart E.W. and W. A. Bryant, 1997, Fault- Rupture Hazard Zones in California, Calif. Geological Survey, Special Publication 42, Supplements 1 and 2 added 1999. Hauksson, E. and L. Jones, 1988, The July 1988 Oceanside (M, =5.3) Earthquake Sequence in the Continental Borderland, Southern California Bulletin of the Seismological Society of America, v. 78, p. 1885 -1906. Hileman, J.A., C.R. Allen and J.M. Nordquist, 1973, Seismicity of the Southern California Region, January 1, 1932 to December 31, 1972; Seismological Laboratory, Cat -Tech, Pasadena, Calif. Kennedy, M.P., 1975, Geology of the San Diego Metropolitan Area, California; Bulletin 200, Calif. Div. Of Mines and Geology, 1975, Kennedy, M. P., S. H. Clarke, H. G. Greene, R. C. Jachens, V. E. Langenheim, J. J. Moore and D. M. Burns, 1994, A digital (GIS) Geological /Geophysical /Seismological Data Base for the san Diego 30x'60 r J Page 2 Quadrangle, California —A New Generation, Geological Society of America Abstracts with Programs. V. 26, p. 63. Kennedy, M. P. and S. H. Clarke, 1997A, Analysis of Late Quaternary Faulting in San Diego Bay and Hazard to the Coronado Bridge, Calif. Div. Of Mines and Geology Open -file Report 97 -10A. Kennedy, M. P. and S. H. Clarke, 19978, Age of Faulting in San Diego Bay in the Vicinity of the Coronado Bridge, an addendum to Analysis of Late Quaternary Faulting in San Diego Bay and Hazard to the Coronado Bridge, Calif. Div. Of Mines and Geology Open -file Report 97 -10B. Kennedy, M. P. and S. H. Clarke, 2001,Late Quaternary Faulting in San Diego Bay and Hazard to the Coronado Bridge, California Geology, July /August 2001. Kennedy, M.P. and S.S. Tan, 1977, Geology of National City, Imperial Beach, and Otay Mesa Quadrangles, Southern San Diego Metropolitan Area, California, Map Sheet 29, California Division of Mines and Geology, 1977. Kennedy, M.P., S.S. Tan, R.H. Chapman, and G.W. Chase, 1975; Character and Recency of Faulting, San Diego Metropolitan Area, California, Special Report 123, Calif. Div. Of Mines and Geology. Kennedy, M.P. and E.E. Welday, 1980, Character and Recency of Faulting Offshore, metropolitan San Diego California, Calif. Div. Of Mines and Geology Map Sheet 40, 1:50,000. Kennedy, M.P. and S.S. Tan, 2005, Geologic Map of San Diego, California, 30'x60' Quadrangle, California Geologic Survey, Kern, J.P. and T.K. Rockwell, 1992, Chronology and Deformation of Quaternary Marine Shorelines, San Diego County, California in Heath, E. and L. Lewis (editors), The Regressive Pleistocene Shoreline, Coastal Southern California, pp. 1 -8. Kern, Philip, 1983, Earthquakes and Faults in San Diego, Pickle Press, San Diego, California. McEuen, R.B. and C.J. Pinckney, 1972, Seismic Risk in San Diego; Transactions of the San Diego Society of Natural History, Vol. 17, No, 4, 19 July 1972. Richter, C.G., 1958, Elementary Seismology, W.H. Freeman and Company, San Francisco, Calif. Rockwell, T.K., D.E. Millman, R.S. McElwain, and D.L. Lamar, 1985, Study of Seismic Activity by Trenching Along the Glen Ivy North Fault, Elsinore Fault Zone, Southern California: Lamar- Merifeld Technical Report 85 -1, U.S.G.S. Contract 14 -08- 0001 - 21376, 19 p. Simons, R.S., 1977, Seismicity of San Diego, 1934 -1974, Seismological Society of America Bulletin, v. 67, p. 809 -826. Tan, S.S., 1995, Landslide Hazards in Southern Part of San Diego Metropolitan Area, San Diego County, Calif. Div. Of Mines and Geology Open -file Report 95 -03. Toppozada, T.R. and D.L. Parke, 1982, Areas Damaged by California Earthquakes, 1900 -1949; Calif. Div. of Mines and Geology, Open -file Report 82 -17, Sacramento, Calif. Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southern California, Calif. Div. Of Mines and Geology Open -file Report 93 -02, 45 pp, 3 plates. U.S. Dept. of Agriculture, 1953, Aerial Photographs AXN- 14M -17 and 18 l VICINITY MAP T 7 -.Mftwo% I \ VAN:; Nt CC / Thomas Bros. Guide San Diego County pg. 1 167 Sanchez Residence 1729 San Elijo Avenue Cardiff, CA. Figure No. 1 Job No. 08 -9624 64 APPROXIMATE LOCATION OF .a EXPLORATORY HANDPIT APPROXIMATE LOCATION OF HAND AUGER BORING NOTE NIS Plot Plan is not to as uW for WWI Purpo.n. Locotbm and dlm.n.lar# on Dpproxl- mat.. Actual Prop.rty dimEnEbm and Ixyt. of ut'ITB.E .y a abtairW from f1r ApllY d Bu" Plum or the 'N -Built' Grading Plans, Sanchez Residence 1729 San Elild Avenue Cardif/, CA Figure No. 11 Job No. 08 -9824 Goofochn /sal lbiplorailoq, Inc. 7� Auguaf 2008 X Z LEGAL DESCRHYMN: ° I\ T YpNp�GI�.a�GY6►IrWI V i4 DEW VAT GCIYNA 409 & \ NO Nom: \ \ : Odld�lEiWTI ➢M04 EOIY aAnCY /UlOdm CM .LLY 16 %Ul xDM Dur rW a#NV trot \ E�1p1rEf�MDi Nl�DePA�vO u M1 M.1r \ \wL' �� _ ` \ Jl 1RQS 1NIr YH IEA 04M �l' w pNCIP R MC \ w wnUw w a Ifll nOGR4 /Y} d #YL S V I r°'F� \` n wGRS naafi naa • fr.: k rr ___ \\ rt wxum rta. uYf - __ \ rs w#urts nma9 uIn rs uwc.ns mr v aoX' , As .a.cu+o v v I+u r M TS YaA, Yf RI % niff PLOT PLAN APPROXIMATE LOCATION OF .a EXPLORATORY HANDPIT APPROXIMATE LOCATION OF HAND AUGER BORING NOTE NIS Plot Plan is not to as uW for WWI Purpo.n. Locotbm and dlm.n.lar# on Dpproxl- mat.. Actual Prop.rty dimEnEbm and Ixyt. of ut'ITB.E .y a abtairW from f1r ApllY d Bu" Plum or the 'N -Built' Grading Plans, Sanchez Residence 1729 San Elild Avenue Cardif/, CA Figure No. 11 Job No. 08 -9824 Goofochn /sal lbiplorailoq, Inc. 7� Auguaf 2008 X Z EOUIPMENT DIMENSION d TYPE OF EXCAVATION DATE LOGGED Hand Auger 44nch diameter Auger Hole 8.8 -08 SURFACE ELEVATION GROUNDWATER! SEEPAGE DEPTH LOGGED BY t 89' Mean Sea Level Not Encountered JB s 0 LL 1 PERCHED WATER TABLE JOB NAME Sanchez Remodel and Additions FIELD DESCRIPTION SITE LOCATION ® LOOSE BAG SAMPLE 1❑ IN -PLACE SAMPLE x JOB NUMBER REVIEWED BY LDR/JAC LOG No DRIVE SAMPLE AND FIELD DENSITY TEST Y ofotKwWul MWIormHon, Inc. H =1 FIGURE NUMBER STANDARD PENETRATION TEST ° r CLASSIFICATION o I DESCRIPTION AND REMARKS (Grain size. Density. Moisture, CdoQ ti i z `b' i% g! 6 _ t � o $ �' ai TY SAND, me- to medium - grained, with 1„ abundant roots to 1/2" in diameter. Loose to medium dense. Dry to damp. Dark brown. FILL (Qaf) l; 2 .. 3 CLAYEY SAND, fine- to medium - grained. SC Medium dense. Moist. Dark red - brown TERRACE DEPOSITS (Qt) 4 Bottom @ 4' 5 t s s 0 LL 1 PERCHED WATER TABLE JOB NAME Sanchez Remodel and Additions SITE LOCATION ® LOOSE BAG SAMPLE 1❑ IN -PLACE SAMPLE 1729 San Elljo Avenue, Cardiff, California JOB NUMBER REVIEWED BY LDR/JAC LOG No DRIVE SAMPLE Qs FIELD DENSITY TEST 08 -9624 ofotKwWul MWIormHon, Inc. H =1 FIGURE NUMBER STANDARD PENETRATION TEST Illf r EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools, Hand Auger 1.5' X 1.5'X 5.5' HandpiV Auger Hole 8 -8-08 SURFACE ELEVATION GROUNDWATERI SEEPAGE DEPTH LOGGED BY t 88' Mean Sea Level Not Encountered JB e 'a v i 4 1 PERCHED WATER TABLE FIELD DESCRIPTION ® LOOSE BAG SAMPLE SITE LOCATION K IN -PLACE SAMPLE 1728 San Elijo Avenue, Cardiff, California JOB NUMBER AND i > ff l x ff 08.9624 HP-1 ' EWaratlen, Inc. ° W ® STANDARD PENETRATION TEST CLASSIFICATION o c Di � DESCRIPTION AND REMARKS Moisture, Color) y ? g o �` s EEE (Grain size, Den I u,6 J3l y SILTY SAND, fine- to meaium-grainecl, with • occasional rounded gravel and cobbles to 3" in diameter. Loose. Moist. Dark brown. FILL (Oaf) 1 Footing Depth: 18 inches. 3.5 101.4 82 2 — several roots to 112" in diameter t 3 Hand auger from 3'- 5.5'. Bulk bag sample from 1'- 4'. — 13% passing #200 sieve. 8.8 124.0 4 YEY SAND, fne to medium rained. C um dense. Moist to very moist. Dark 5 2 7red rown. TERRACE DEPOSITS (Qt) 6 3 Bottom @ 5.5' 3 e 'a v i 4 1 PERCHED WATER TABLE JOB NAME Sanchez Remodel and Additions ® LOOSE BAG SAMPLE SITE LOCATION t❑ IN -PLACE SAMPLE 1728 San Elijo Avenue, Cardiff, California JOB NUMBER REVIEWED BY LDRlJAC LOG No ■ DRIVE SAMPLE Fs FIELD DENSITY TEST 08.9624 HP-1 ' EWaratlen, Inc. FIGURE NUMBER W ® STANDARD PENETRATION TEST Ilia EQUIPMENT DIMENSION d TYPE OF EXCAVATION DATE LOGGED Hand Tools, Hand Auger 1.5'X 1.5'X 8.5' Handpitl Auger Hole 8 -8-08 SURFACE ELEVATION GROUNDWATER/ SEEPAGE DEPTH LOGGED BY t 88' Mean Sea Level Not Encountered JB 1 PERCHED WATER TABLE JOB NAME Sanchez Remodel and Additions FIELD DESCRIPTION ® LOOSE BAG SAMPLE SITE LOCATION R 1729 San Elio Avenue, Cardiff, California Q IN -PLACE SAMPLE AND JOB NUMBER gg LOG No > s Q FIELD DENSITY TEST 4 Grp HP-2 CLASSIFICATION p°tlen rne• u1yg y STANDARD PENETRATION TEST Illb O Oy DESCRize, De AND REMARKS (Grain size, Density, Moisture, Cabo Ah ? w Q _ SILTY SAND, fine- tomedium-gralned, with concrete debris and small roots. Loose Moist. Dark brown. 1 FILL (Oaf) Footing Depth: 18 inches. 2 CLAYEY SAND, fine -to medium - grained. Sc Medium dense. Moist to very moist. Dark red- brown. 3 TERRACE DEPOSITS (Qt) Hand auger from 3'- 8.5', 4 5 8 SILfY SAN6,—f Fniii--to medium�graiRed. Medium SM dense. Moist. Dark red -brown. TERRACE DEPOSITS (Qt) 8 —19% passing #200 sieve z 4.7 i A 9 3 Bottom @ 8.5' 1 PERCHED WATER TABLE JOB NAME Sanchez Remodel and Additions ® LOOSE BAG SAMPLE SITE LOCATION 1729 San Elio Avenue, Cardiff, California Q IN -PLACE SAMPLE JOB NUMBER REVIEWED BY LDR/JAC LOG No DRIVE SAMPLE s Q FIELD DENSITY TEST 4 Grp HP-2 FIGURE NUMBER p°tlen rne• ® STANDARD PENETRATION TEST Illb O EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools, Hand Auger 2'X 2'X 4.5' HandpiV Auger Hole 8-8 -08 SURFACE ELEVATION GROUNDWATER/ SEEPAGE DEPTH LOGGED By t 88' Mean Sea Level Not Encountered JB 1 ® s❑ ® PERCHED WATER TABLE LOOSE BAG SAMPLE IN -PLACE SAMPLE DRIVE SAMPLE FIELD DENSITY TEST STANDARD PENETRATION TEST FIELD DESCRIPTION sITE LOCATION 1729 San Elijo Avenue, Cardiff, California JOB NUMBER 08 -9824 REVIEWED BY LDR/JAC % Geet�chnluI ���0�• I.C. Ii FIGURE NUMBER IIIc I=^ r' AND CLASSIFICATION x > x > ii DESCRIPTION AND REMARKS w (Grain size. Density. Moelure, Color) o j SILTY SAND, fine- to medii um- grained, with occasional rounded gravel to 1" in diameter and abundant roots to 1/2" in diameter. Loose to medium dense. Dry to damp. Dark brown. FILL (Oaf) 1 — concrete debris in fill. t Footing Depth: 18 inches. 3.1 2 Hand auger from 2.5'- 4.5'. 3—' 4 CLAYEY SAND, fine -to medium - grained. SC 2 Medium dense to dense. Moist. Dark red - brown. TERRACE DEPOSITS Qt 5 Bottom @ 4.5' 1 ® s❑ ® PERCHED WATER TABLE LOOSE BAG SAMPLE IN -PLACE SAMPLE DRIVE SAMPLE FIELD DENSITY TEST STANDARD PENETRATION TEST JOBNAME Sanchez Remodel and Additions sITE LOCATION 1729 San Elijo Avenue, Cardiff, California JOB NUMBER 08 -9824 REVIEWED BY LDR/JAC LOG No `"� p_3 Geet�chnluI ���0�• I.C. Ii FIGURE NUMBER IIIc I=^ r' EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools V X V X 2' Handpit 8.8 -08 SURFACE ELEVATION GROUNDWATER! SEEPAGE DEPTH LOGGED BY t 82' Mean Sea Level Not Encountered JIB 1 PERCHED WATER TABLE FIELD DESCRIPTION ® LOOSE BAG SAMPLE SITE LOCATION = IN -PLACE SAMPLE 1729 San Elijo Avenue, Cardiff, California JOB NUMBER AND x > x FIELD DENSITY TEST 08 -9624 HP =4 001 609tecMital � atIOM Inc. FIGURE NUMBER Rps ® STANDARD PENETRATION TEST CLASSIFICATION o DESCRIPTION AND REMARKS g (Grain size, Density Moi , sGae, Color) `$' SILTY SAND, fine- to medium -gram moderately cemented Dense. Dry. Red - brown. TERRACE DEPOSITS (Cit) 1 — becomes moist. 2 Bottom ® 2' 3 i I 1 PERCHED WATER TABLE JOB NAME Sanchez Remodel and Additions ® LOOSE BAG SAMPLE SITE LOCATION 0 IN -PLACE SAMPLE 1729 San Elijo Avenue, Cardiff, California JOB NUMBER REVIEWED BY LDR/JAC LOG No 0 DRIVE SAMPLE s0 FIELD DENSITY TEST 08 -9624 HP =4 001 609tecMital � atIOM Inc. FIGURE NUMBER Rps ® STANDARD PENETRATION TEST Illd EOUIPMENT DIMENSION d TYPE OF EXCAVATION DATE LOGGED Hand Tools, Hand Auger 1.5'X 1.5'X 6' HandpiV Auger Hold " -06 SURFACE ELEVATION GROUNDWATERI SEEPAGE DEPTH LOGGED BY t 97' Mean Sea Level Not Encountered is 1 PERCHED WATER TABLE JOB NAME Sanchez Remodel and Additions FIELD DESCRIPTION ® LOOSE BAG SAMPLE SITE LOCATION Q K 1729 San Elijo Avenue, Cardiff, California JOB NUMBER REVIEWED BY LDR/JAC LOG No AND CLASSIFICATION ® FIELD DENSITY TEST OB -9624 H P 5 ,rl'" rwolwatio ar �r� ��• Inc. FIGURE NUMBER 7= ® STANDARD PENETRATION TEST DESCRIPTION AND REMARKS 1 re, (Grain size. Density. MobW Cdor) U ' _ wo � i �L K SILTY AND, fine- to medium- grained, with IM occasional rounded gravel and cobbles to 3" in diameter. Medium dense. Dry to damp. Dark gray- brown. 1 SLOPEWASH(Osw) — small roots to 12" in diameter. Hand auger from 1.5'- 6'. 2 3 4 5 — becomes damp to moist and dark red- brown. 1 6 Bottom @ 6' 7 I I 1 PERCHED WATER TABLE JOB NAME Sanchez Remodel and Additions ® LOOSE BAG SAMPLE SITE LOCATION Q IN -PLACE SAMPLE 1729 San Elijo Avenue, Cardiff, California JOB NUMBER REVIEWED BY LDR/JAC LOG No ■ DRIVE SAMPLE ® FIELD DENSITY TEST OB -9624 H P 5 ,rl'" rwolwatio ar �r� ��• Inc. FIGURE NUMBER 7= ® STANDARD PENETRATION TEST Ille ONSHORE MAP SYMBOLS , '4',—. - Y 'C�y/ (Llrrrr-- Cl°YMmr�n El�o�YUY m. f I�YE���✓<ae�4a�.m l mrrY u -rir. Ywl o -anv.. nen Mw r..+e rrr r....r4J4 Yr�Mr� ua.e w ream , '4',—. - Y 'C�y/ (Llrrrr-- Cl°YMmr�n El�o�YUY m. f I�YE���✓<ae�4a�.m l /�ra0r.i w�e� � ^rk Correlation of Map Units and Description of Map Units for the Geologic Map of the Oceanside 30'X 60' Quadrangle, California Compiled by Michael P Kennedy and Siang S. Tan 2005 Digital Preparation by Kelly R. Bovard', Rachel M Alvarez' and Michael ✓ Watson' I Us su..h: a .fa h Sr.— , r w.. , ac.4 . rtn.nY. C.p,y'o IDMyr(Y D�dCCwtis Atl e*w MwdM1YP� wredim! �tler wiY W✓ dY 41Jm1. a.mOd Sr..Y h Dlbr dO��m rrrt wmr r o t� �ulJiy d 1� P� it q VrsYr � Lk _ August 2008 Figure No. Vb Job No. 08 -9624 BVIYt W �MYl1 tr D^N ^Y Grhrul ua.e w ream p Mlbl 6uW W wYr�erYk YWY. Wld � 6v4 W � Nrr�ur. NYu i WIIW Correlation of Map Units and Description of Map Units for the Geologic Map of the Oceanside 30'X 60' Quadrangle, California Compiled by Michael P Kennedy and Siang S. Tan 2005 Digital Preparation by Kelly R. Bovard', Rachel M Alvarez' and Michael ✓ Watson' I Us su..h: a .fa h Sr.— , r w.. , ac.4 . rtn.nY. C.p,y'o IDMyr(Y D�dCCwtis Atl e*w MwdM1YP� wredim! �tler wiY W✓ dY 41Jm1. a.mOd Sr..Y h Dlbr dO��m rrrt wmr r o t� �ulJiy d 1� P� it q VrsYr � Lk _ August 2008 Figure No. Vb Job No. 08 -9624 DESCRIPTION OF MAP UNITS MODERN SURPICIAL D6pOSfIS-S ,that hat bem OW pr.ik d.p.lu, Unit 1 (tau .o .iddk recaatly um4orim W depend n c OeB N wYbaa w PkYt °eael -MoWY P e y wn°d, mdcamly pc+mhle. ,urfaca Of albrvw fia, and all" plain. <d m bill ,lop n addah bmra, intstfiyand aeaMlia, beats. earuana am m unf W fi14 SoiFqufik dwsbpmcn u inn <asma and mlluwl depamu cmpuaad of adutorc, undaboc and Wc1Wa. cooikmenu Tbai deparu rn on du 61-63 m Ciolf C.— mnua (Fay 3) - Ardlklal AB(W. Hebwal --Da -of fill r°.dnq Acm VERY OUD SURPICIAL UNITS--Sednmelti Nu a Aumm wnabwnien, tummy or qu.ryng ctivna include 11,,hrly b w.¢ wnnldaled m md9aam, and wman Wy to fill was" i rni need n,11 duswud UpPa aanfnce. an upped by m b wd4 fi1L Seine lrye depoau are mYpa1 bur in some ,ran ro d—loped pdoyeaa nib. InckA.a depma arc ahowv WW diapm. (lea IH.ke.eHUwormlWalW boulbery m V «y am .IkvYl It. d.pe)b (towal. In .arty gamy alluvium of sawn and recaty now .aaas Mbwaa.YF -M.11 w11- draautm, well- rndunad, radd W- bwwn sand and gravel alluvul stn depoaa a�AIYwI fu 4.1o.l. (Ina Ilelanant arve and raoeety V W ailnwl I,n, Plain depula eadlv14ed (aaWdY u in,..Iluvul fan.. C.. Of awomOlyda-d- bonldcry. nl ° tubby, gmelly, sandy Or .ill alluvul stn depau, and Ikka nah,Of nman tly 1. a depourM on edryOn h wad clanall part, of allvvi it W.. Trunk dninayv am Ibnn COnnw Of mdanalY to well -Imuntm. nmlah- pr°.imal pan of hn. wnua ynemr Isnnup' Of toss brown. ImalY wry dkaxtm grrval, gaud, silk am clay - wa,w aediman dun dual pas be rme elluvmm Iwlmea: Atlwwl Ruud Plain dipelu (tau Hobmn°) -Active and O Vsry OW atlawl depwbs, Unit 13 (sWdk a rrly lbYluaoel-- M °danlalY n r °II- iOdmnd, dueded .1y ..',0 dlawl depna slan, nry Awn Coning. Of .bonaoldaw aardy, .ily. w ckY-bwnit'.11uviun. Da. Ipael, am, roll and OlaY'ro•rary alluvium not mduda anuv W fn depstu a distal mda of 4umwla pwy: Wry aW .tlowl d.pa.lb, U.I< IS Iu14d4 Is early >a'Y LudMIG dnpdb °ndlvWad IHeloun, and Pkbueaw.F- MOdenaly m well- imand, d,.'m platy.. ) -H,bly hapmentad in I.pelY cohar.nt gravel, um, sell em clay-b•ann,.Murrain U,malde &P.. UnwnwlidatW in mmarauly wall y a14 .Bawl l.a Unit 11 (.Iddb le wry enlwlW. Mw mapped WrdaMan whin acup nib ga ® °1Y dO� e5 uallde depaia In nba anu,cap k,born aWnaelY. TYYIaprY- hlminin,ly On wel4mdunmd, duuct°d Many Pkuarcm'aii landelWn wen teacdnaan m Pan of g 1, Sim, .0i am clay -bgannS allunum nmey duney lak Hinkanraa Most of dun landalade, m Oa - qaWfsnik law Omrmnd wnhm dint CaPanann FOrannn. Wry o14 rollawl dapealu nwdl.W,d (.WdY u ..flea how+.<r. Ilren a, mnY mnN. Ea MOnarray am Savdap pkbaaYa} -MOUy xvl4rndruad. PwrH sorkd, hell slaps form.roa. at .ell dO,nit'. -nanny ®aly -f,11. nit .m um ©pa ALA- bwch dapala (tau Hakaantan".wladaW V.ry OW p,.W Mp°.Ib ndlylded (.1,141, b early ben:hdapeaa onuuuny -nay of Ann and madlumpaad Pl.kdaaYl -McWy poory aided. modusWY paamaabk. n ldah -brown. m.rfingaraa ana ilin.. bandh eaa adru and nand colluvui 4apaaiu eowpnaad of aE . ..d,bY am Paralk YYa,bn d,p.slu (We Helea.n.Y- UrcoYOldsd wnpbnaann Troy daprotb nun e° Sae rww eecayYt raw anaaanna dapouu CempOaed ®arty of fitm-Raad .em W au .ba.abn lindO. ptwr ad by ../anal "lain. Whin rrmre thn Oars nnrb. n .hnrn (el• Caeq-31 tans dapoell. clay w ardwdm (Pty. 3) . Iwhahnt: OW mOa ial dapala flat. at Nddk PlstauYneh -Maly Vary °W laralk da,.lu- USE. I (gaWdk m early m.degaloly well Oennmad. p°Orly nrrW .k" anal, PYMean,l -M °sty poorly .°Heel• mm°rerely p b1,, rWdidnbrvwn, mbrAnyaand anamlin°. bench. OW lat,.lk depslu udlvWad b.Y a .Wda. .marine and co11wW dYOelu wmyo.cd Of alu.ee. pkY..w.NAealy Puofy is b mdmWy panna.bb. na ,.wu and wnpbnaa., Thega dnpab . On the ..•.pO�w. �uarAayind anaadlim, Msh, eaatiw.m X I.W5 m Pybnrraos(Ft, 3) collavial dapearu wmp°ad Of nlmoa, ands... and SEDIMRNTARY AND VOLCANIC BEDROCK UNITS conybmrW. Than depoab . a the eva emayad w i, abrurn pladenat p.W by acyroal Whill NT.n Pa." per.alkn (ear pbblOwai3- Sllwwro. amunOt. ®n duo we OOmh. a slwn fist', OaP1i thou depo.as W ..O,baYran. Named by Alan (1955) far apon.Y at ma urdndm Ti, 3). Imhrdaa' Ranclm Paul. ka.d about 5 km nudteaa Of Tamacuk. OW "nIk d,paa, Un11 l (la. 1° .Iddk Vaftabr,u huna from the Pauba FOnanon w Of In° PYYaaer> -MOWy porly nnd. mm°nmly Wnneabk, Irvmgnnun am carly "nd'nkbavan .lids (Re Ida and nd,Um,bn,, nueAnaemt wami:ne, bath, amaraOa Reynolds. 1999.. 19911b). Incline, ao mfarwal f io. am wllwul dap nun wvrynm ef.iMaw. eaWaraw am IXnnWy, 1977): ,,, tgandaea fnna) . Lryh. -brown nykrmonm. Tben dcOn.ia see an IM 9 -11 m Bird Rod loodar.t.ly walFrmunld. extevivelY owes -bemm, brtw (Fps 31 clunwkd and AIIm undaom am nitama with w c°bbk m boa Wer conilonank nauf . w (fWbnaaram OW Paalk &,am Unit 6 (la. In .1441, bct.) - Wall M..Od, -O"Y aonad mdmm�ury brncra PN.ucw) -•MoWY p°°r1Y trod, mnd,aa ly p b1,, am mvdannc rmdialr-bmwa, murflnpaand anmliw, each, e.banru am.pawl depoaa wa4Yed uf,iltaoab. urdaaw and ® Drlpllstg S lda Par..tb. lead. PbY.°un°! -Rbbb. aonylcma.u. Tana, dryn.m nun n Ib. ¢Y33 w Nanny u26k am bnWu fan¢brrpae rn • anan,mwn. p°°dy by IearaY(Fp 3) .ohdaed. for onm, umrorw aanx Namur wr Mann 1ID551 1,r e,p°aum of fan¢bnmrae1 rha crop ® OW pnb: dgo.ila Unit 6 (a. On IddY -.bray sn ofthew mans cua.bn¢SUm Haphr.Y pkbbcw?-Mody Pwrly Yrd, mmaamly paraable. 11 anin D Ppraap Sm-v reddW -bnwe, rnarfiogad avamima. beset, nmaria O U.dkWd Wl.wb sad .adi..aary raaka b ottabsn and ctillwW d". wmpam Of silaroa,.am,twa and lOa IHaloan., Pl.b.wnq Plle.n. and wrr{I®nau. The 4ePaaa mr w the 34-37 m Sm.n Mb.w)--MMIy nwnnndalm am Poorly wn,°idaW Min an. bay 3) Plaawea .and, n1, and clay deposits that mantk dun - OW "wrote dapualu, Unit 3 Dau to .Wdk ndan aaAOar Iwbdaa ..'Pod sardaora..ilamne. pldalocab.)�aloWY peat' .rind, makaauy p.meable. cwgbrn..a am brut.. reddi,h -brown. rnl npeaed a,amli a. bath. caN.tbe and wllwial depoaa wmgoam of nb.rna, md.twc and ceogkmaan, Tb— da Ona- aan On the 4! m Cnry Figure No. Vc Flanirry tana(Fry 3) Job No. 08 -9624 GF4pj August 2008 irOMW Existing Retaining Wall �.r_mI a� Qt HP-5 BMng Grade 80 90 100 110 120 130 140 150 4TAL DISTANCE (Feet) orizontal and Vertical V N Tl- Geotechnlcal Exploratlon, Inc. irr.� 1 %� FOUNDATION REQUIREMENTS NEAR SLOPES Proposed Structure Concrete Floor Slab Setback Reinforcement of 1�1 Foundations and Floor Slabs Following the Recommendations of the N Architect or Structural 14 1% Engineer. Concrete 18" Minimum or as Deep as Required for Lateral Stability TOP OF COMPACTED FILL SLOPE (Any loose soils on the slope surface shall not be considered to provide lateral or vertical strength for the footing of for slope stability. Needed depth of embedment shall be meas from competent soil.) COMPACTED Fil Outer Most Fact•. of Footing COMPACTED FILL SLOPE WITH MAXIMUM INCLINATION AS PER SOILS REPORT. Total Depth of Footing Measured from Finish Soil Subgrade TYPICAL SECTION ( Showing Proposed Foundation Located Within 8 Feet of Top of Slope) s m _H C o CL O 18" FOOTING / 8' SETBACK Total Depth of Footing 1.5:1.0 SLOPE * 2.0:1.0 SLOPE 0 87' 66^ 2' 66" S4„ 4' 51" 47' 6' 34" NY 8' 18 18" * when applicable Figure No. Vil Job No. 08 -9624 'rp4 Geolechnicsi Eaww&dan, Inc. r RECOMMENDED SUBGRADE RETAINING WALL /EXTERIOR FOOTING DESIGN Proposed Exterior Grade To Drain at A Min. 2% 6" Min. To Away from Bldg \ Miradra�' 60 Wall �/\ \\A Exterior Retaining \ \/ Footin 9/ Properly Waterpr Compacted ' • To Top Of Wall Backfill Perforated PVC (SDR 35) Lower —level Sealant 4" pipe with 0.5% min. slope, Slab —on —grade with bottom of pipe located 12" or Crawlspace below slab or Interior (crawlspace) Sealant round surface elevation, with 1.5 ?cu.ft.) of gravel 1" diameter max, wrapped with the Miradrain 6000 filter cloth. e v . o T p Ge I Between Bottom v 6a 12" of Slab and Pipe Bottom ' v P, CD Mirafi 140N 60• Filter Cloth NOT TO SCALE NOTE: As an option to Miradrain 6000, Gravel or Crushed rock 3/4' maximum diameter may be used with a minimum 12' thickness along the interior face of the wall and 2.0 cu.ft. /ft. of pipe gravel envelope. base — retain Figure No. Vlll Job No. 08 -9624 *4 mkplo riiii l Inc. APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION Coarse - grained (More than half GRAVELS, CLEAN GRAVELS (More than half of coarse fraction is larger than No. 4 sieve size, but smaller than 3 ") of material is larger than a No. 200 sieve) GW Well- graded gravels, gravel and sand mixtures, little or no fines. GP Poorly graded gravels, gravel and sand mixtures, little or no fines. GRAVELS WITH FINES GC Clay gravels, poorly graded gravel- sand -silt mixtures (Appreciable amount) SANDS, CLEAN SANDS SW Wall- graded sand, gravelly sands, little or no fines (More than half of coarse fraction is smaller than a No. 4 sieve) SP Poorly graded sands, gravelly sands, little or no fines. SANDS WITH FINES SM Silty sands, poorly graded sand and silty mixtures. (Appreciable amount) SC Clayey sands, poorly graded sand and clay mixtures. Fine - grained (More than half of material is smaller than a No. 200 sieve) SILTS AND CLAYS Liquid Limit Less than 50 ML Inorganic silts and very fine sands, rock flour, sandy silt and clayey -silt sand mixtures with a slight plasticity CL Inorganic clays of low to medium plasticity, gravelly clays, silty clays, clean clays. OL Organic silts and organic silty clays of low plasticity. Limit Greater than 50 MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils Irev. 6/05) 1 l APPENDIX B EQ FAULT TABLES 1 TEST.OUT # * *AA44 } #44 # *A *A * #44 * ** } E Q F A U L T # } A Version 3.00 # A } # * * *A * #4*4 # * * *AA } ##44 ** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 08 -9624 DATE: 08 -18 -2008 JOB NAME: Sanchez CALCULATION NAME: Test Run Analysis FAULT - DATA -FILE NAME: CGSFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.0278 SITE LONGITUDE: 117.2859 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 11) eozorgnia Campbell Niazi (1999) Hor.- Pleist. Soil -Cor. UNCERTAINTY (M--Median, S= Sigma): M Number of Sigmas: 0.0 DISTANCE MEASURE: cdist SCOND: 0 Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT -DATA FILE USED: CGSFLTE.DAT MINIMUM DEPTH VALUE (km): 3.0 Page 1 TEST.OUT ------- -- - - - - -- EQFAULT SUMMARY ----- ----- -- - -- ----------------------------- DETERMINISTIC SITE PARAMETERS ------ ---- -- ------ -- --- - - ---- Page 1 ---------------------------------------------------- --------------------- - - - - -- I 1ESTIMATED MAX. EARTHQUAKE EVENT I APPROXIMATE 1------------------------------- ABBREVIATED I DISTANCE 1 MAXIMUM I PEAK JEST. SITE FAULT NAME I mi (km) IEARTHQUAKEI SITE (INTENSITY 1 1 MAG.(Mw) I ACCEL. g IMOD.MERC. ROSE CANYON 1 3.0( 4.8)1 7.2 1 0.470 J X NEWPORT- INGLEWOOD (Offshore) 1 12.3( 19.8)1 7.1 1 0.205 1 VIII CORONADO BANK 1 17.1( 27.6)1 7.6 1 0.207 1 VIII ELSINORE (JULIAN) 1 28.8( 46.4)1 7.1 1 0.090 1 VII ELSINORE (TEMECULA) 1 28.9( 46.5)1 6.8 1 0.073 1 VII PALOS VERDES 1 41.8( 67.3)1 7.3 1 0.070 1 VI EARTHQUAKE VALLEY 1 42.2( 67.9)1 6.5 1 0.040 1 V ELSINORE (GLEN IVY) 1 42.7( 68.7)1 6.8 1 0.049 1 VI SAN JOAQUIN HILLS 1 43.9( 70.7)1 6.6 1 0.059 1 VI SAN JACINTO-ANZA 1 51.6( 83.0)1 7.2 1 0.053 1 VI SAN JACINTO -SAN JACINTO VALLEY 1 53.7( 86.4)1 6.9 1 0.041 1 V ELSINORE (COYOTE MOUNTAIN) 1 53.7( 86.5)1 6.8 1 0.038 1 V SAN JACINTO- COYOTE CREEK 1 54.0( 86.9)1 6.6 1 0.033 1 V NEWPORT- INGLEWOOD (L.A.Basin) 1 54.5( 87.7)1 7.1 1 0.046 1 VI CHINO - CENTRAL AVE. (Elsinore) 1 57.0( 91.8)1 6.7 1 0.047 1 VI WHITTIER I 61.0( 98.2)1 6.8 1 0.033 1 V SAN JACINTO - BORREGO 1 64.4( 103.6)1 6.6 1 0.028 1 V SAN JACINTO -SAN BERNARDINO 1 68.4( 110.1)1 6.7 1 0.028 1 V PUENTE HILLS BLIND THRUST 1 70.7( 113.8)1 7.1 1 0.050 1 VI SAN ANDREAS - San Bernardino M -11 72.6( 116.9)1 7.5 1 0.046 1 VI SAN ANDREAS - Whole M -1a 1 72.6( 116.9)1 8.0 1 0.066 1 VI SAN ANDREAS - SB- Coach. M -lb -2 1 72.6( 116.9)1 7.7 1 0.053 1 VI SAN ANDREAS - SB- Coach. M -2b 1 72.6( 116.9)1 7.7 1 0.053 1 VI SAN ANDREAS - Coachella M -1c -5 1 77.9( 125.3)1 7.2 0.034 1 V SAN JOSE 1 78.0( 125.5)1 6.4 I 0.028 1 V PINTO MOUNTAIN 1 78.2( 125.8)1 7.2 1 0.034 SUPERSTITION MTN. (San Jacinto) 79.0( 127.2)1 6.6 1 0.022 1 IV BURNT MTN. 81.4( 131.0)1 6.5 1 0.020 1 IV CUCAMONGA I 81.4( 131.0)1 6.9 1 0.037 1 V SIERRA MADRE I 81.6( 131.3)1 7.2 1 0.046 1 VI ELMORE RANCH 1 83.0( 133.5)1 6.6 1 0.021 1 IV NORTH FRONTAL FAULT ZONE (West) 1 83.3( 134.1)1 7.2 1 0.045 1 VI SUPERSTITION HILLS (San Jacinto)( 83.9( 135.0)1 6.6 1 0.021 1 IV LAGUNA SALADA 1 84.0( 135.2)1 7.0 1 0.027 I V EUREKA PEAK 1 84.6( 136.1)1 6.4 1 0.018 1 IV UPPER ELYSIAN PARK BLIND THRUST 1 86.0( 138.4)1 6.4 1 0.025 1 V CLEGHORN 86.2( 138.7)1 6.5 1 0.019 1 IV NORTH FRONTAL FAULT ZONE (East) 87.2( 140.4)1 6.7 1 0.030 1 V SAN ANDREAS - 1857 Rupture M -2a 1 88.0( 141.7)1 7.8 1 0.047 1 VI SAN ANDREAS - Cho -Moj M -lb -1 1 88.0( 141.7)1 7.8 1 0.047 1 VI Page 2 TEST. OUT DETERMINISTIC SITE PARAMETERS Page 2 LARGEST MAXIMUM- EARTHQUAKE SITE ACCELERATION: 0.4697 g Page 3 I IESTIMATED MAX. EARTHQUAKE EVENT I APPROXIMATE 1------------------------------- ABBREVIATED 1 DISTANCE I MAXIMUM I PEAK JEST. SITE FAULT NAME I mi (km) IEARTHQUAKEI SITE JINTENSITY MAG.(Mw) I ACCEL. g I MOD. MERC. SAN ANDREAS - Mojave M -lc -3 1 88.0( 141.7)1 7.4 1 0.035 1 V RAYMOND 1 88.9( 143.1)1 6.5 1 0.026 1 V CLAMSHELL - SAWPIT 1 91.4( 147.1)1 6.5 1 0.025 1 V VERDUGO 1 92.1( 148.2)1 6.9 1 0.033 1 V LANDERS 1 92.8( 149.3)1 7.3 1 0.030 1 v HOLLYWOOD 1 93.8( 150.9)1 6.4 1 0.023 1 IV BRAWLEY SEISMIC ZONE 1 94.1( 151.5)1 6.4 1 0.016 1 IV HELENDALE - S. LOCKHARDT 1 95.9( 154.3)1 7.3 1 0.029 1 V SANTA MONICA 1 97.5( 156.9)1 6.6 1 0.025 I v LENWOOD - LOCKHART -OLD WOMAN SPRGSI 99.1( 159.5)1 7.5 1 0.033 1 V IMPERIAL 1 99.9 ( 160.8)1 7.0 1 0.023 1 IV f*#*# 4ft44444# 4##*##* * * * * * * # * # * *4t * ** ## #4 # * * * * *4441f 4f+f4 #+ +# #4 #f # # * * * * * # # ##4*4 -END OF SEARCH- 51 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 3.0 MILES (4.8 km) AWAY. LARGEST MAXIMUM- EARTHQUAKE SITE ACCELERATION: 0.4697 g Page 3 TEST.OUT * * * #tAtt4 # #d4 } } * * * *dd #b 4 * * E Q F A U L T * * * Version 3.00 d * * * * *dk * *k #4k4 # } * ** *Atkd DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 08 -9624 DATE: 08 -18 -2008 JOB NAME: Sanchez CALCULATION NAME: Test Run Analysis FAULT- DATA -FILE NAME: CGSFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.0278 SITE LONGITUDE: 117.2859 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 11) Bozorgnia Campbell Niazi (1999) Hor.- Pleist. Soil -COr. UNCERTAINTY (M--median, S= Sigma): M Number of Sigmas: 0.0 DISTANCE MEASURE: cdist SCOND: 0 Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE RHGA HORIZ. ACCEL. (FACTOR: 0.65 DISTANCE: 20 miles) FAULT -DATA FILE USED: CGSFLTE.DAT MINIMUM DEPTH VALUE (km): 3.0 Page 1 TEST.OUT - ---- ---- - - - - -- EQFAULT SUMMARY --- ------ - - -- -- ----------------------------- DETERMINISTIC SITE PARAMETERS ----- -- ------ --- -------- -- - -- Page 1 ------------------------------------------------------------------------------- 1ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE ---------- ------------ - ------- ABBREVIATED DISTANCE MAXIMUM I RHGA ZEST. SITE FAULT NAME ROSE CANYON NEWPORT - INGLEWOOD (offshore) CORONADO BANK ELSINORE (JULIAN) ELSINORE (TEMECULA) PALOS VERDES EARTHQUAKE VALLEY ELSINORE (GLEN IVY) SAN JOAQUIN HILLS SAN JACINTO-ANZA SAN JACINTO -SAN JACINTO VALLEY ELSINORE (COYOTE MOUNTAIN) SAN JACINTO- COYOTE CREEK NEWPORT - INGLEWOOD (L.A.Basin) CHINO- CENTRAL AVE. (Elsinore) WHITTIER SAN JACINTO - BORREGO SAN JACINTO -SAN BERNARDINO PUENTE HILLS BLIND THRUST SAN ANDREAS - San Bernardino M -1 SAN ANDREAS - Whole M -la SAN ANDREAS - SB- Coach. M -lb -2 SAN ANDREAS - SB- Coach. M -2b SAN ANDREAS - Coachella M -1c -5 SAN JOSE PINTO MOUNTAIN SUPERSTITION MTN. (San Jacinto) BURNT MTN. CUCAMONGA SIERRA MADRE ELMORE RANCH NORTH FRONTAL FAULT ZONE (West) SUPERSTITION HILLS (San Jacinto) LAGUNA SALADA EUREKA PEAK UPPER ELYSIAN PARK BLIND THRUST CLEGHORN NORTH FRONTAL FAULT ZONE (East) SAN ANDREAS - 1857 Rupture M -2a SAN ANDREAS - Cho -Moj M -lb -1 mi (km) ------- --- - - -- ---3.0(---4.8) 12.3( 19.8) 17.1( 27.6) 28.8( 46.4) 28.9( 46.5) 41.8( 67.3) 42.2( 67.9) 42.7( 68.7) 43.9( 70.7) 51.6( 83.0) 53.7( 86.4) 53.7( 86.5) 54.0( 86.9) 54.5( 87.7) 57.0( 91.8) 61.0( 98.2) 64.4( 103.6) 68.4( 110.1) 70.7( 113.8) 72.6( 116.9) 72.6( 116.9) 72.6( 116.9) 72.6( 116.9) 77.9( 125.3) 78.0( 125.5) 78.2( 125.8) 79.0( 127.2)', 81.4( 131.0)1 81.4( 131.0)1 81.6( 131.3)1 83.0( 133.5)1 83.3( 134.1)1 83.9( 135.0)1 84.0( 135.2)1 84.6( 136.1)1 86.0( 138.4)1 86.2( 138.7)1 87.2( 140.4)1 88.0( 141.7)1 88.0( 141.7)1 Page 2 EARTHQUAKE MAG.(Mw) 7.1 7.6 7.1 6.8 7.3 6.5 6.8 6.6 7.2 6.9 6.8 6.6 7.1 6.7 6.8 6.6 6.7 7.1 7.5 8.0 7.7 7.7 7.2 6.4 7.2 6.6 6.5 6.9 7.2 6.6 7.2 6.6 7.0 6.4 6.4 1 6.5 1 7.8 7.8 SITE ACCEL. g 0.305 0.133 0.207 0.090 0.073 0.070 0.040 0.049 0.059 0.053 0.041 0.038 0.033 0.046 0.047 0.033 0.028 0.028 0.050 0.046 0.066 0.053 0.053 0.034 0.028 0.034 0.022 0.020 0.037 0.046 0.021 0.045 0.021 0.027 0.018 0.025 0.019 0.030 0.047 0.047 INTENSITY MOD.MERC. Ix VIII VIII VII VII VI V VI VI VI V V V VI VI V V V VI VI VI VI VI V V V IV IV V VI IV VI IV V IV V IV V VI VI TEST.OUT ----------------------------- DETERMINISTIC SITE PARAMETERS - -------- ------ ------- - - -- - -- Page 2 THE R05E CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 3.0 MILES (4.8 km) AWAY. LARGEST MAXIMUM- EARTHQUAKE SITE ACCELERATION: 0.3053 g Page 3 (ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE I------------------------------- ABBREVIATED DISTANCE MAXIMUM I RHGA JEST. SITE FAULT NAME I mi (km) JEARTHQUAKEI SITE JINTENSITY MAG.(MW) I ACCEL. g IMOD.MERC. SAN ANDREAS - Mojave M -1C -3 1 88.0( 141.7)1 7.4 1 0.035 1 V RAYMOND J 88.9( 143.1)1 6.5 1 0.026 1 V CLAMSHELL - SAWPIT 1 91.4( 147.1)1 6.5 1 0.025 1 V VERDUGO 1 92.1( 148.2)1 6.9 1 0.033 1 V LANDERS 1 92.8( 149.3)1 7.3 1 0.030 1 V HOLLYWOOD 1 93.8( 150.9)1 6.4 1 0.023 J IV BRAWLEY SEISMIC ZONE 1 94.1( 151.5)1 6.4 1 0.016 1 IV HELENDALE - S. LOCKHARDT 1 95.9( 154.3)1 7.3 1 0.029 1 V SANTA MONICA 1 97.5( 156.9)1 6.6 1 0.025 1 V LENWOOD- LOCKHART -OLD WOMAN SPRGSJ 99.1( 159.5)1 7.5 1 0.033 1 V IMPERIAL 1 99.9 ( 160.8)1 7.0 1 0.023 1 IV -END OF SEARCH- 51 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE R05E CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 3.0 MILES (4.8 km) AWAY. LARGEST MAXIMUM- EARTHQUAKE SITE ACCELERATION: 0.3053 g Page 3 APPENDIX C EQ SEARCH TABLES J TEST.OUT * *A *Af tr # #4i # ** *AAY +Y#4Ak* tr k * E Q S E A R C H ' + * * Version 3.00 + k 44 *fff # * } * *1##Y }ff4k * * *A* ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS JOB NUMBER: 08 -9624 DATE: 08 -18 -2008 JOB NAME: Sanchez EARTHQUAKE- CATALOG -FILE NAME: ALLQUAKE.DAT MAGNITUDE RANGE: MINIMUM MAGNITUDE: 5.00 MAXIMUM MAGNITUDE: 9.00 SITE COORDINATES: SITE LATITUDE: 33.0278 SITE LONGITUDE: 117.2859 SEARCH DATES: START DATE: 1800 END DATE: 2008 SEARCH RADIUS: 100.0 mi 160.9 km ATTENUATION RELATION: 11) Bozorgnia Campbell Niazi (1999) Hor.- Pleist. Soil -Cor. UNCERTAINTY (M= Median, S= Sigma): M Number of Sigmas: 0.0 ASSUMED SOURCE TYPE: DS [SS= Strike -Slip, DS= Reverse -slip, BT= Blind - thrust] SCOND: 0 Depth Source: A Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION MINIMUM DEPTH VALUE (km): 3.0 Page 1 TEST.OUT ------------------------- EARTHQUAKE SEARCH RESULTS ------- --- ----- --- - - --- -- Page 1 I I I I TIME I I I FILE LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI CODEI NORTH I WEST 1 1 H M SeCi (km)1 MAG I ----+-------+--------+------- --- +------- - +----- + - - - - -+ DMG 133 .00001117.3000111 /22/180012130 0.01 0.01 6.501 MGI 132.80001117.1000105 /25/18031 0 0 0.01 0.01 5.001 DMG 134.37001117.6500112 /08/1812115 0 0.01 0.01 7.001 T -A 134.00001118.2500109 /23/18271 0 0 0.01 0.01 5.001 MGI 34.10001118.1000107 /11/18551 415 0.01 0.01 6.301 T -A 134.00001118.2500101 /10/18561 0 0 0.01 0.01 5.001 MGI 133.00001117.0000109 /21/18561 730 0.01 0.01 5.001 T -A 132.67001117.1700112 /00/18561 0 0 0.01 0.01 5.001 MGI 134.00001117.5000112 /16/1858110 0 0.01 0.01 7.001 T -A 134.00001118.2500103 /26/18601 0 0 0.01 0.01 5.001 DMG 132.70001117.2000105 /27/1862120 0 0.01 0.01 5.901 T -A 132.67001117.1700110 /21/18621 0 0 0.01 0.01 5.001 T -A 132.67001117.1700105 /24/18651 0 0 0.01 0.01 5.001 T -A 133.50001115.8200105 /00/18681 0 0 0.01 0.01 6.301 T -A 132.25001117.5000101 /13/1877120 0 0.01 0.01 5.001 DMG 133.90001117.2000112 /19/18801 0 0 0.01 0.01 6.001 DMG 134.10001116.7000102 /07/18891 520 0.01 0.01 5.301 DMG 134.20001117.9000108 /28/18891 215 0.01 0.01 5.501 DMG 133.40001116.3000102 /09/1890112 6 0.01 0.01 6.301 DMG 132.70001116.3000102/24/18921 720 0.01 0.01 6.701 DMG 133.20001116.2000105 /28/189211115 0.01 0.01 6.301 DMG 134.30001117.6000107 /30/18941 512 0.01 0.01 6.001 DMG 132.80001116.8000110 /23/1894123 3 0.01 0.01 5.701 DMG 134.20001117.4000107 /22/18991 046 0.01 0.01 5.501 DMG 134.30001117.5000 07/22/189912032 0.01 0.01 6.501 DMG 133.80001117.0000112 /25/189911225 0.01 0.01 6.401 MGI 134.00001118.0000112 /25/190311745 0.01 0.01 5.001 MGI 134.10001117.3000107 /15/190512041 0.01 0.01 5.301 MGI 134.00001118.3000109 /03/19051 540 0.01 0.01 5.301 DMG 134.20001117.1000109 /20/19071 154 0.01 0.01 6.001 DMG 133.70001117.4000104 /11/19101 757 0.01 0.01 5.001 DMG 133.70001117.4000105 /13/19101 620 0.01 0.01 5.001 DMG 133.70001117.4000105 /15/191011547 0.01 0.01 6.001 DMG 133.50001116.5000109 /30/19161 211 0.01 0.01 5.001 DMG 133. 75001117 .0000104 /21/19181223225.01 0.01 6.801 MGI 133 .80001117.6000104 /22/191812115 0.01 0.01 5.001 DMG 133 .75001117.0000106 /06/191812232 0.01 0.01 5.001 MGI 134 .00001118.5000111 /19/191812018 0.01 0.01 5.001 DMG 133.20001116.7000101 /01/19201 235 0.01 0.01 5.001 MGI 134.08001118.2600107 /16/1920118 8 0.01 0.01 5.001 MGI 133 .20001116.6000110 /12/192011748 0.01 0.01 5.301 DMG 134.00001117.2500107 /23/19231 73026.01 0.01 6.251 DMG 134.00001116.0000104 /03/1926120 8 0.01 0.01 5.501 Page 2 SITE ACC. 9 0.590 0.051 0.034 0.010 0.023 0.010 0.058 0.038 0.048 0.010 0.072 0.038 0.038 0.022 0.017 0.028 0.013 0.014 0.033 0.044 0.032 0.018 0.045 0.015 0.026 0.039 0.012 0.015 0.012 0.020 0.020 0.020 0.037 0.017 0.055 0.017 0.018 0.009 0.027 0.010 0.027 0.029 0.012 1SITE1 MM 1 11NT.1 I v i I I v I IIV11 I II11 I VV I I VI I IIII I VI I I v I I i v 1 I V I I IV IVV I I IV I I VI I I IV I 1 IIIj IV I IV IV I IV I V 1IV VI I IV I IV IIII IV11 1 IIII APPROX. DISTANCE mi [km] 2.1( 3.3) 19.1( 30.7) 95.0(152.9) 87.1(140.2) 87.6(141.0) 87.1(140.2) 16.7( 26.8) 25.6( 41.2) 68.2(109.8) 87.1(140.2) 23.2( 37.3) 25.6( 41.2) 25.6( 41.2) 90.7(145.9) 55.1( 88.7) 60.4( 97.2) 81.3(130.9) 88.3(142.1) 62.5(100.5) 61.5( 99.0) 63.9(102.8) 89.7(144.3) 32.3( 51.9) 81.2(130.7) 88.7(142.7) 55.8( 89.8) 78.7(126.7) 74.0(119.1) 89.0(143.2) 81.6(131.4) 46.9( 75.4) 46.9( 75.4) 46.9( 75.4) 55.9( 89.9) 52.5( 84.5) 56.3( 90.6) 52.5( 84.5) 96.9(155.9) 35.9( 57.8) 91.8(147.7) 41.4( 66.6) 67.2(108.1) 99.9(160.8) EARTHQUAKE SEARCH RESULTS - --- -------- -- ---- - ------ Page 2 I I I I TIME I 1 I FILEI LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI CODEI NORTH I WEST I I H M SeCI (km)I MAG.1 ----+-------+--------+- ---- -- --- +-- ---- -- +- ---- + - - - --+ DMG 133.57501117.9830103 /11/19331 518 4.01 0.01 5.201 DMG 133.68301118.0500103 /11/19331 658 3.01 0.01 5.501 DMG 133.70001118.0670103 /11/19331 85457.01 0.01 5.101 DMG 133.75001118.0830103 /11/19331 910 0.01 0.01 5.101 DMG 133 .85001118.2670103 /11/193311425 0.01 0.01 5.001 DMG 133. 75001118 .0830103 /13/19331131828.01 0.01 5.301 DMG 33.61701118.0170103 /14/1933 19 150.01 0.01 5.101 DMG 33.78301118.1330110 /02/19331 91017.61 0.01 5.401 DMG 132.08301116.6670111 /25/19341 818 0.01 0.01 5.001 DMG 131.75001116.5000104 /29/1935120 8 0.01 0.01 5.001 DMG 134 .10001116.8000110 /24/193511448 7.61 0.01 5.101 DMG 131.86701116.5710102 /27/19371 12918.41 10.01 5.001 DMG 133 .40801116.2610103 /25/193711649 1.81 10.01 6.001 DMG 133.69901117.5110105 /31/19381 83455.41 10.01 5.501 DMG 132 .00001117.5000105 /01/193912353 0.01 0.01 5.001 DMG 132 .00001117.5000106 /24/193911627 0.01 0.01 5.001 DMG 134.08301116.3000105 /18/19401 5 358.51 0.01 5.401 DMG 134.06701116.3330105 /18/19401 55120.21 0.01 5.201 DMG 134.06701116.3330105 /18/19401 72132.71 0.01 5.001 DMG 133.00001116.4330106 /04/194011035 8.31 0.01 5.101 DMG 133.78301118.2500111 /14/19411 84136.31 0.01 5.401 DMG 132.98301115.9830105 /23/19421154729.01 0.01 5.001 DMG 132. 96701116.0000110 /21/19421162213.01 0.01 6.501 DMG 132. 96701116 .0000110 /21/19421162519.01 0.01 5.001 DMG 132. 96701116 .0000110/21/19421162654.01 0.01 5.001 DMG 133.23301115.7170110 /22/19421 15038.01 0.01 5.501 DMG 132. 96701116 .0000110/22/19421181326.01 0.01 5.001 DMG 134.26701116.9670108 /29/19431 34513.01 0.01 5.501 DMG 133. 97601116 .7210106/12/19441104534.71 10.01 5.101 DMG 133. 99401116 .7120106 /12/19441111636.01 10.01 5.301 DMG 133. 21701116 .1330108/15/19451175624.01 0.01 5.701 DMG 133. 00001115 .8330101/08/19461185418.01 0.01 5.401 DMG 133.95001116.8500109 /28/19461 719 9.01 0.01 5.001 DMG 134. 01701116 .5000107 /24/19471221046.01 0.01 5.501 DMG 134.01701116.5000107 /25/19471 04631.01 0.01 5.001 DMG 134.01701116.5000107 /25/19471 61949.01 0.01 5.201 DMG 134.01701116.5000107 /26/19471 24941.01 0.01 5.101 DMG 132.50001118.5500102 /24/19481 81510.01 0.01 5.301 DMG 133. 93301116 .3830112 /04/19481234317.01 0.01 6.501 Page 3 SITE ISITEI APPROX. ACC. I MM I DISTANCE 9 IINT.1 mi [km) -------+----+-- --- -- - - -- 0.019 1 IV 1 55.2( 88.E 0.020 1 IV 1 63.1(101.( 0.015 1 IV 1 64.7(104.7 0.014 I IV 1 67.8(109.3 0.011 1 1111 80.1(128.5 0.016 I Iv 1 67.8(109.3 0.017 I IV 1 58.6( 94.3 0.016 I IV 1 71.4(114.5 0.012 I IIII 74.5(119.5 0.009 1111 99.4(160.( 0.012 IIII 79.1(127.3 0.010 1111 90.3(145.4 0.026 v 1 64.8(104.2 0.026 1 v 1 48.1( 77.4 0.013 1 IIII 72.0(115.5 0.013 1 IIII 72.0(115.9 0.012 1 IIII 92.3(148.E 0.011 1 IIII 90.3(145.3 0.010 1 IIII 90.3(145.3 0.020 1 Iv 1 49.4( 79.5 0.015 I IV 1 76.2(122.( 0.012 IIII 75.5(121.5 0.031 I v 1 74.6(120.0 0.012 1 IIII 74.6(120.0 0.012 I IIII 74.6(120.0 0.013 I TI11 91.8(147.7 0.012 I IIII 74.6(120.0 0.014 1 Iv 1 87.5(140.8 0.013 1 IIII 73.1(117.6 0.015 IV 1 74.4(119.8 0.021 IV 1 67.9 (109.3 0.014 IIII 84.1(135.4 0.014 1 IIII 68.4(110.1 0.015 I IV 1 81.9(131.8 0.011 1 1111 81.9(131.8 0.013 1 1111 81.9(131.8 0.012 1 IIII 81.9(131.8 0.013 1 IIII 81.9(131.9 0.028 V 1 81.3(130.8 TEST.OUT DMG 134 .00001118.5000108 /04/192711224 0.01 0.01 5.001 0.009 1 1111 96.9(155.9) DMG 134 .00001116.0000109 /05/192811442 0.01 0.01 5.001 0.009 1 IIII 99.9(160.8) DMG 132.90001115.7000110 /02/1928119 1 0.01 0.01 5.001 0.010 1 1111 92.3(148.5) DMG 134.18001116.9200101 /16/19301 02433.91 0.01 5.201 0.012 1 lIil 82.3(132.4) DMG 134.18001116.9200101 /16/19301 034 3.6 0.01 5.101 0.012 1 IIII 82.3(132.4) DMG 133.61701117.9670103 /11/19331 154 7.81 0.01 6.301 0.036 1 V 1 56.6( 91.0) DMG 133.75001118.0830103 /11/19331 2 9 0.01 0.01 5.001 0.014 1 1111 67.8(109.1) DMG 133.75001118.0830103 /11/19331 230 0.01 0.01 5.101 0.014 1 IV 1 67.8(109.1) DMG 133.75001118.0830103 /11/19331 323 0.01 0.01 5.001 0.014 1 IIII 67.8(109.1) DMG 133.70001118.0670103 /11/19331 51022.01 0.01 5.101 0.015 I IV 1 64.7(104.1) EARTHQUAKE SEARCH RESULTS - --- -------- -- ---- - ------ Page 2 I I I I TIME I 1 I FILEI LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI CODEI NORTH I WEST I I H M SeCI (km)I MAG.1 ----+-------+--------+- ---- -- --- +-- ---- -- +- ---- + - - - --+ DMG 133.57501117.9830103 /11/19331 518 4.01 0.01 5.201 DMG 133.68301118.0500103 /11/19331 658 3.01 0.01 5.501 DMG 133.70001118.0670103 /11/19331 85457.01 0.01 5.101 DMG 133.75001118.0830103 /11/19331 910 0.01 0.01 5.101 DMG 133 .85001118.2670103 /11/193311425 0.01 0.01 5.001 DMG 133. 75001118 .0830103 /13/19331131828.01 0.01 5.301 DMG 33.61701118.0170103 /14/1933 19 150.01 0.01 5.101 DMG 33.78301118.1330110 /02/19331 91017.61 0.01 5.401 DMG 132.08301116.6670111 /25/19341 818 0.01 0.01 5.001 DMG 131.75001116.5000104 /29/1935120 8 0.01 0.01 5.001 DMG 134 .10001116.8000110 /24/193511448 7.61 0.01 5.101 DMG 131.86701116.5710102 /27/19371 12918.41 10.01 5.001 DMG 133 .40801116.2610103 /25/193711649 1.81 10.01 6.001 DMG 133.69901117.5110105 /31/19381 83455.41 10.01 5.501 DMG 132 .00001117.5000105 /01/193912353 0.01 0.01 5.001 DMG 132 .00001117.5000106 /24/193911627 0.01 0.01 5.001 DMG 134.08301116.3000105 /18/19401 5 358.51 0.01 5.401 DMG 134.06701116.3330105 /18/19401 55120.21 0.01 5.201 DMG 134.06701116.3330105 /18/19401 72132.71 0.01 5.001 DMG 133.00001116.4330106 /04/194011035 8.31 0.01 5.101 DMG 133.78301118.2500111 /14/19411 84136.31 0.01 5.401 DMG 132.98301115.9830105 /23/19421154729.01 0.01 5.001 DMG 132. 96701116.0000110 /21/19421162213.01 0.01 6.501 DMG 132. 96701116 .0000110 /21/19421162519.01 0.01 5.001 DMG 132. 96701116 .0000110/21/19421162654.01 0.01 5.001 DMG 133.23301115.7170110 /22/19421 15038.01 0.01 5.501 DMG 132. 96701116 .0000110/22/19421181326.01 0.01 5.001 DMG 134.26701116.9670108 /29/19431 34513.01 0.01 5.501 DMG 133. 97601116 .7210106/12/19441104534.71 10.01 5.101 DMG 133. 99401116 .7120106 /12/19441111636.01 10.01 5.301 DMG 133. 21701116 .1330108/15/19451175624.01 0.01 5.701 DMG 133. 00001115 .8330101/08/19461185418.01 0.01 5.401 DMG 133.95001116.8500109 /28/19461 719 9.01 0.01 5.001 DMG 134. 01701116 .5000107 /24/19471221046.01 0.01 5.501 DMG 134.01701116.5000107 /25/19471 04631.01 0.01 5.001 DMG 134.01701116.5000107 /25/19471 61949.01 0.01 5.201 DMG 134.01701116.5000107 /26/19471 24941.01 0.01 5.101 DMG 132.50001118.5500102 /24/19481 81510.01 0.01 5.301 DMG 133. 93301116 .3830112 /04/19481234317.01 0.01 6.501 Page 3 SITE ISITEI APPROX. ACC. I MM I DISTANCE 9 IINT.1 mi [km) -------+----+-- --- -- - - -- 0.019 1 IV 1 55.2( 88.E 0.020 1 IV 1 63.1(101.( 0.015 1 IV 1 64.7(104.7 0.014 I IV 1 67.8(109.3 0.011 1 1111 80.1(128.5 0.016 I Iv 1 67.8(109.3 0.017 I IV 1 58.6( 94.3 0.016 I IV 1 71.4(114.5 0.012 I IIII 74.5(119.5 0.009 1111 99.4(160.( 0.012 IIII 79.1(127.3 0.010 1111 90.3(145.4 0.026 v 1 64.8(104.2 0.026 1 v 1 48.1( 77.4 0.013 1 IIII 72.0(115.5 0.013 1 IIII 72.0(115.9 0.012 1 IIII 92.3(148.E 0.011 1 IIII 90.3(145.3 0.010 1 IIII 90.3(145.3 0.020 1 Iv 1 49.4( 79.5 0.015 I IV 1 76.2(122.( 0.012 IIII 75.5(121.5 0.031 I v 1 74.6(120.0 0.012 1 IIII 74.6(120.0 0.012 I IIII 74.6(120.0 0.013 I TI11 91.8(147.7 0.012 I IIII 74.6(120.0 0.014 1 Iv 1 87.5(140.8 0.013 1 IIII 73.1(117.6 0.015 IV 1 74.4(119.8 0.021 IV 1 67.9 (109.3 0.014 IIII 84.1(135.4 0.014 1 IIII 68.4(110.1 0.015 I IV 1 81.9(131.8 0.011 1 1111 81.9(131.8 0.013 1 1111 81.9(131.8 0.012 1 IIII 81.9(131.8 0.013 1 IIII 81.9(131.9 0.028 V 1 81.3(130.8 ------------------------- EARTHQUAKE SEARCH RESULTS -- ------ -- --------- - ----- Page 3 I I I I TIME I I I FILEI LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI CODEI NORTH I WEST I I H M SeCI (km)I MAG I ----+-------+--------+---------- +-------- +--- -- + - - - - -+ DMG 133.71001116 .9250109/23/19631144152.61 16.51 5.001 DMG 131. 81101117 .1310112/22/19641205433.21 2.31 5.601 DMG 133.19001116.1290104 /09/19681 22859.11 11.11 6.401 DMG 133.11301116.0370104 /09/19681 3 353.51 5.01 5.201 DMG 133. 34301116 .3460104/28/19691232042.91 20.01 5.801 DMG 134. 27001117 .5400109/12/19701143053.01 8.01 5.401 DMG 133. 03301115 .8210109/30/19711224611.31 8.01 5.101 PAS 133. 50101116 .5130102/25/19801104738.51 13.61 5.501 PAS 133.09801115.6320104 /26/1981112 928.41 3.81 5.701 PAS 133.99801116.6060107 /08/19861 92044.51 11.71 5.601 PAS 132 .97101117.8700107 /13/198611347 8.21 6.01 5.30 PAS 134. 06101118 .0790110/01/19871144220.01 9.51 5.901 PAS 134. 07301118 .0980110 /04/19871105938.21 8.21 5.301 PAS 133.08201115.7750111 /24/19871 15414.51 4.91 5.801 PAS 133. 01301115 .8390111/24/19871131556.51 2.41 6.001 PAS 133.91901118.6270101 /19/19891 65328.81 11.91 5.001 GSP 134. 14001117.7000102 /28/19901234336.61 5.01 5.201 GSP 134. 26201118 .0020106/28/19911144354.51 11.01 5.401 GSP 133. 96101116 .3180104 /23/19921045023.01 12.01 6.101 GSN 134. 20101116 .4360106/28/19921115734.11 1.01 7.601 GSP 134. 13901116 .4310106/28/19921123640.61 10.01 5.101 GSP 134. 16301116 .8550106/28/19921144321.01 6.01 5.301 GSN 134. 20301116 .8270106/28/19921150530.71 5.01 6.701 GSP 134. 10801116.4040106 /29/19921141338.81 9.01 5.401 GSP 133. 87601116 .2670106 /29/19921160142.81 1.01 5.201 GSP 134. 23901116 .8370107/09/19921014357.61 0.01 5.301 GSP 133. 90201116 .2840107 /24/19921181436.21 9.01 5.001 GSP 134. 19501116 .8620108/17/19921204152.11 11.01 5.301 GSP 134. 06401116 .3610109 /15/19921084711.31 9.01 5.201 GSP 134. 34001116.9000111 /27/19921160057.51 1.01 5.301 GSP 134. 36901116 .8970112 /04/19921020857.51 3.01 5.301 GSP 134. 02901116 .3210108/21/19931014638.41 9.01 5.001 GSP 134. 26801116 .4020106 /16/19941162427.51 3.01 5.001 PDG 134. 29001116 .9460102 /10/20011210505.81 9.01 5.101 Page 4 SITE ISITEI APPROX. ACC. I MM I DISTANCE g IINT.1 mi [km] -------+----+------ - - -- -- 0.018 1 Iv 1 51.5( 82.9) 0.015 1 Iv 1 84.5(136.0) 0.032 1 v 1 67.8(109.2) 0.014 1 IV 1 72.5(116.7) 0.026 I v 1 58.5( 94.2) 0.013 1 1121 87.0(140.0) 0.011 1 1111 84.8(136.5) 0.023 I IV 1 55.3( 89.0) 0.014 I IV 1 95.8(154.2) 0.017 IV 1 77.6(124.8) 0.033 v 1 34.0( 54.8) 0.018 IV 1 84.7(136.3) 0.013 1I11 86.0(138.3) 0.017 IV 1 87.5(140.8) 0.020 I IV 1 83.8(134.8) 0.009 I IIII 98.7(158.9) 0.013 1 iiii 80.4(129.4) 0.012 1 IIII 94.6(152.3) 0.021 1 IV 1 85.2(137.1) 0.052 1 VI 1 94.6(152.2) 0.011 IIII 91.1(146.6) 0.013 1 1111 82.2(132.3) 0.031 1 v 1 85.3(137.3) 0.013 1 iiii 90.2(145.2) 0.012 1 IIII 82.9(133.4) 0.012 1 IIII 87.5(140.8) 0.011 1 iiii 83.5(134.4) 0.013 1 1111 84.2(135.5) 0.011 1 iiii 89.2(143.5) 0.012 1 iiii 93.3(150.1) 0.011 1 1111 95.3(153.3) 0.010 1 Iii1 88.7(142.7) 0.009 1 IIII 99.6(160.2) 0.011 1 Iii1 89.3(143.7) TEST.OUT DMG 132. 20001116 .5500111/04/19491204238.01 0.01 5.701 0.019 1 IV 1 71.4(114.9) DMG 132.20001116.5500111 /05/19491 43524.01 0.01 5.101 0.014 1 1I11 71.4(114.9) DMG 133. 11701115 .5670107/28/19501175048.01 0.01 5.401 0.011 1 1111 99.6(160.3) DMG 133.11701115 .5670107/29/19501143632.01 0.01 5.501 0.012 1 iiii 99.6(160.3) DMG 132.98301115.7330101 /24/19511 717 2.61 0.01 5.601 0.014 1 Iv 1 90.0(144.8) DMG 132.81701118.3500112 /26/19511 04654.01 0.01 5.901 0.025 1 v 1 63.4(102.0) DMG 132.95001115.7170106 /14/19531 41729.91 0.01 5.501 0.013 1 1111 91.0(146.5) DMG 133.28301116.1830103 /19/19541 95429.01 0.01 6.201 0.029 1 v 1 66.1(106.4) DMG 133.28301116.1830103 /19/19541 95556.01 0.01 5.001 0.014 1 IV 1 66.1(106.4) DMG 133. 28301116 .1830103/19/19541102117.01 0.01 5.501 0.019 1 IV 1 66.1(106.4) DMG 133.28301116.1830103 /23/19541 41450.01 0.01 5.101 0.015 1 IV 1 66.1(106.4) DMG 133. 21601115 .8080104/25/19571215738.71 -0.31 5.201 0.012 1 iiii 86.4(139.1) DMG 133. 18301115 .8500104/25/19571222412.01 0.01 5.101 0.012 1 1111 83.7(134.7) DMG 133. 23101116 .0040105/26/19571155933.61 15.11 5.001 0.012 1 111] 75.4(121.4) ------------------------- EARTHQUAKE SEARCH RESULTS -- ------ -- --------- - ----- Page 3 I I I I TIME I I I FILEI LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI CODEI NORTH I WEST I I H M SeCI (km)I MAG I ----+-------+--------+---------- +-------- +--- -- + - - - - -+ DMG 133.71001116 .9250109/23/19631144152.61 16.51 5.001 DMG 131. 81101117 .1310112/22/19641205433.21 2.31 5.601 DMG 133.19001116.1290104 /09/19681 22859.11 11.11 6.401 DMG 133.11301116.0370104 /09/19681 3 353.51 5.01 5.201 DMG 133. 34301116 .3460104/28/19691232042.91 20.01 5.801 DMG 134. 27001117 .5400109/12/19701143053.01 8.01 5.401 DMG 133. 03301115 .8210109/30/19711224611.31 8.01 5.101 PAS 133. 50101116 .5130102/25/19801104738.51 13.61 5.501 PAS 133.09801115.6320104 /26/1981112 928.41 3.81 5.701 PAS 133.99801116.6060107 /08/19861 92044.51 11.71 5.601 PAS 132 .97101117.8700107 /13/198611347 8.21 6.01 5.30 PAS 134. 06101118 .0790110/01/19871144220.01 9.51 5.901 PAS 134. 07301118 .0980110 /04/19871105938.21 8.21 5.301 PAS 133.08201115.7750111 /24/19871 15414.51 4.91 5.801 PAS 133. 01301115 .8390111/24/19871131556.51 2.41 6.001 PAS 133.91901118.6270101 /19/19891 65328.81 11.91 5.001 GSP 134. 14001117.7000102 /28/19901234336.61 5.01 5.201 GSP 134. 26201118 .0020106/28/19911144354.51 11.01 5.401 GSP 133. 96101116 .3180104 /23/19921045023.01 12.01 6.101 GSN 134. 20101116 .4360106/28/19921115734.11 1.01 7.601 GSP 134. 13901116 .4310106/28/19921123640.61 10.01 5.101 GSP 134. 16301116 .8550106/28/19921144321.01 6.01 5.301 GSN 134. 20301116 .8270106/28/19921150530.71 5.01 6.701 GSP 134. 10801116.4040106 /29/19921141338.81 9.01 5.401 GSP 133. 87601116 .2670106 /29/19921160142.81 1.01 5.201 GSP 134. 23901116 .8370107/09/19921014357.61 0.01 5.301 GSP 133. 90201116 .2840107 /24/19921181436.21 9.01 5.001 GSP 134. 19501116 .8620108/17/19921204152.11 11.01 5.301 GSP 134. 06401116 .3610109 /15/19921084711.31 9.01 5.201 GSP 134. 34001116.9000111 /27/19921160057.51 1.01 5.301 GSP 134. 36901116 .8970112 /04/19921020857.51 3.01 5.301 GSP 134. 02901116 .3210108/21/19931014638.41 9.01 5.001 GSP 134. 26801116 .4020106 /16/19941162427.51 3.01 5.001 PDG 134. 29001116 .9460102 /10/20011210505.81 9.01 5.101 Page 4 SITE ISITEI APPROX. ACC. I MM I DISTANCE g IINT.1 mi [km] -------+----+------ - - -- -- 0.018 1 Iv 1 51.5( 82.9) 0.015 1 Iv 1 84.5(136.0) 0.032 1 v 1 67.8(109.2) 0.014 1 IV 1 72.5(116.7) 0.026 I v 1 58.5( 94.2) 0.013 1 1121 87.0(140.0) 0.011 1 1111 84.8(136.5) 0.023 I IV 1 55.3( 89.0) 0.014 I IV 1 95.8(154.2) 0.017 IV 1 77.6(124.8) 0.033 v 1 34.0( 54.8) 0.018 IV 1 84.7(136.3) 0.013 1I11 86.0(138.3) 0.017 IV 1 87.5(140.8) 0.020 I IV 1 83.8(134.8) 0.009 I IIII 98.7(158.9) 0.013 1 iiii 80.4(129.4) 0.012 1 IIII 94.6(152.3) 0.021 1 IV 1 85.2(137.1) 0.052 1 VI 1 94.6(152.2) 0.011 IIII 91.1(146.6) 0.013 1 1111 82.2(132.3) 0.031 1 v 1 85.3(137.3) 0.013 1 iiii 90.2(145.2) 0.012 1 IIII 82.9(133.4) 0.012 1 IIII 87.5(140.8) 0.011 1 iiii 83.5(134.4) 0.013 1 1111 84.2(135.5) 0.011 1 iiii 89.2(143.5) 0.012 1 iiii 93.3(150.1) 0.011 1 1111 95.3(153.3) 0.010 1 Iii1 88.7(142.7) 0.009 1 IIII 99.6(160.2) 0.011 1 Iii1 89.3(143.7) TEST.OUT -END OF SEARCH- 140 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA. TIME PERIOD OF SEARCH: 1800 TO 2008 LENGTH OF SEARCH TIME: 209 years THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 2.1 MILES (3.3 km) AWAY. LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 7.6 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.590 g COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION: a- value= 1.500 b- value= 0.382 beta - value= 0.879 ------------------------------------ TABLE OF MAGNITUDES AND EXCEEDANCES: Earthquake I Number of Times I Cumulative Magnitude I Exceeded I No. / Year -----------+----------------+------------ 4.0 I 140 I 0.66986 4.5 I 140 I 0.66986 5.0 140 I 0.66986 5.5 I 50 I 0.23923 6.0 I 26 1 0.12440 6.5 10 1 0.04785 7.0 I 3 1 0.01435 7.5 I 1 1 0.00478 Page 5 TEST.OUT 44xx #trtr * # # # #x4trrttrtttttt * # * E Q S E A R C H * 4 * version 3.00 4 x # #x4tr # * * * * *44tr44r4xAx #4 #* ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS JOB NUMBER: 08 -9624 DATE: 08 -18 -2008 30B NAME: Sanchez EARTHQUAKE- CATALOG -FILE NAME: ALLQUAKE.DAT MAGNITUDE RANGE: MINIMUM MAGNITUDE: 5.00 MAXIMUM MAGNITUDE: 9.00 SITE COORDINATES: SITE LATITUDE: 33.0278 SITE LONGITUDE: 117.2859 SEARCH DATES: START DATE: 1800 END DATE: 2008 SEARCH RADIUS: 100.0 mi 160.9 km ATTENUATION RELATION: 11) Bozorgnia Campbell Niazi (1999) Hor.- Pleist. Soil -Cor. UNCERTAINTY (M= Median, S= Sigma): M Number of Sigmas: 0.0 ASSUMED SOURCE TYPE: DS [ss =stn ke -slip, DS= Reverse -slip, BT= Blind - thrust] SCOND: 0 Depth Source: A Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE RHGA HORIZ. ACCEL. (FACTOR: 0.65 DISTANCE: 20 miles) MINIMUM DEPTH VALUE Ckm): 3.0 Page 1 TEST.OUT ------------------------- EARTHQUAKE SEARCH RESULTS - ----- ---------- --- -- -- -- Page 1 FILET LAT. LONG. I DATE 1 (UTC) IDE CODE NORTH WEST I I H M Sec 1 ( ----+-------+--------+----------+--------+-- DMG 133 .00001117.3000111 /22/180012130 0.01 MGI 132.80001117.1000105 /25/18031 0 0 0.01 DMG 134.37001117.6500112 /08/1812115 0 0.01 T -A 134.00001118.2500109 /23/18271 0 0 0.01 MGI 134.10001118.1000107 /11/18551 415 0.01 T -A 134.00001118.2500101 /10/18561 0 0 0.01 MGI 133.00001117.0000109 /21/18561 730 0.01 T -A 132.67001117.1700112 /00/18561 0 0 0.01 MGI 134.00001117.5000112 /16/1858110 0 0.01 T -A 134.00001118.2500103 /26/18601 0 0 0.01 DMG 132.70001117.2000 05/27/1862120 0 0.01 T -A 132.67001117.1700110 /21/18621 0 0 0.01 T -A 132.67001117.1700105 /24/18651 0 0 0.01 T -A 133.50001115.8200105 /00/18681 0 0 0.01 T -A 132.2S001117.5000101/13/1877120 0 0.01 DMG 133.90001117.2000112 /19/18801 0 0 0.01 DMG 134.10001116.7000102 /07/18891 520 0.01 DMG 134.20001117.9000108 /28/18891 215 0.01 DMG 133.40001116.3000102 /09/1890112 6 0.01 DMG 132.70001116.3000102 /24/18921 720 0.01 DMG 133 .20001116.2000105 /28/189211115 0.01 DMG 134.30001117.6000107 /30/18941 512 0.01 DMG 132.80001116.8000110 /23/1894123 3 0.01 1 DMG 134.20001117.4000107 /22/18991 046 0.01 DMG 134 .30001117.5000107 /22/189912032 0.01 1 DMG 133.80001117.0000112 /25/189911225 0.01 1 MGI 134 .00001118.0000112 /25/190311745 0.01 1 MGI 134 .10001117.3000107 /15/190512041 0.01 1 MGI 134.00001118.3000109 /03/19051 540 0.01 1 DMG 134.20001117.1000109 /20/19071 154 0.01 1 DMG 133.70001117.4000104 /11/19101 757 0.01 1 DMG 133.70001117.4000105 /13/19101 620 0.01 I DMG 133 .70001117.4000105 /15/191011547 0.01 1 DMG 133.50001116.5000109 /30/19161 211 0.01 1 DMG 133. 75001117 .0000104 /21/19181223225.01 f MGI 133 .80001117.6000104 /22/191812115 0.01 DMG 133.75001117.0000106 /06/191812232 0.01 f MGI 134.00001118.5000111 /19/191812018 0.01 f DMG 133.20001116.7000101 /01/19201 235 0.01 f MGI 134.08001118.2600107 /16/1920118 8 0.01 MGI 133 .20001116.6000110 /12/192011748 0.01 DMG 134.00001117.2500107 /23/19231 73026.01 DMG 134.00001116.0000104 /03/1926120 8 0.01 Page ----------------- >THIQUAKEI SACC. (m) I MAG 1 g -- - +- ---- +-- - -- ).01 6.501 0.383 ).01 S.001 0.051 ).01 7.001 0.034 ).01 5.001 0.010 ).01 6.301 0.023 ).01 5.001 0.010 ).01 5.001 0.058 ).01 5.001 0.038 ).01 7.001 0.048 ).01 5.001 0.010 ).01 5.901 0.072 ).01 5.001 0.038 ).01 5.001 0.038 ).01 6.301 0.022 ).01 5.001 0.017 ).01 6.001 0.028 ).01 5.301 0.013 ).01 5.501 0.014 ).01 6.301 0.033 ).01 6.701 0.044 ).01 6.301 0.032 ).01 6.001 0.018 ).01 5.701 0.045 ).01 5.501 0.015 ).01 6.501 0.026 ).01 6.401 0.039 ).01 5.001 0.012 ).01 5.301 0.015 1.01 5.301 0.012 1.01 6.001 0.020 1.01 5.001 0.020 1.01 5.00 0.020 1.01 6.001 0.037 1.01 5.001 0.017 1.01 6.801 0.055 1.01 5.001 0.017 1.01 5.001 0.018 1.01 5.001 0.009 1.01 5.001 0.027 1.01 5.001 0.010 1.01 5.301 0.027 j 1.01 6.251 0.029 .01 5.501 0.012 SITEI APPROX. MM I DISTANCE INT.1 mi [km] -- - +--- ---- - -- X 1 2.1( 3.', VI 1 19.1( 30. V 1 95.0(152.1 IIZ 87.1(140.; Iv 1 87.6(141.1 IIII 87.1(140.: VI 16.7( 26.1 V 25.6( 41.; VI 1 68.2(109.1 II11 87.1(140.: vi 1 23.2( 37.! V 1 25.6( 41., V 1 25.6( 41.; IV 1 90.7(145.! IV 1 55.1( 88.: V 1 60.4( 97.; IIII 81.3(130.1 IV 1 88.3(142.: V 1 62.5(100. VI 1 61.5( 99.1 V 1 63.9(102.1 Iv 1 89.7(144.: VI 1 32.3( 51.! IV 1 81.2(130.; v 1 88.7(142.; V 1 55.8( 89.1 IIII 78.7(126. IV 1 74.0(119.: IIII 89.0(143.: IV 81.6(131., IV 1 46.9( 75.4 IV 1 46.9( 75.4 V 46.9( 75.1 IV 1 55.9( 89.5 VI 1 52.5( 84.' 1V 1 56.3( 90.1 Iv 1 52.5( 84.! IIII 96.9(155.5 V 1 35.9( 57.E 1111 91.8(147.; V 41.4( 66.E V 67.2(108.] IIII 99.9(160A ------------------------- EARTHQUAKE SEARCH RESULTS Page 2 I I I I TIME I I 1 FILET LAT. I LONG. I DATE I (UTC) DEPTHIQUAKEI CODEI NORTH I WEST I I H M Secl (km)I MAG.1 ----+-------+--------+---------- +---- -- -- +----- + - - - - -+ DMG 133.57501117.9830103 /11/19331 518 4.01 0.01 5.201 DMG 133.68301118.0500103 /11/19331 658 3.01 0.01 5.501 DMG 133.70001118.0670103 /11/19331 85457.01 0.01 5.101 oMG 133.75001118.0830103 /11/19331 910 0.01 0.01 5.101 DMG 133 .85001118.2670103 /11/193311425 0.01 0.01 5.001 DMG 133. 75001118 .0830103/13/19331131828.01 0.01 5.301 DMG 133.61701118.0170103 /14/1933119 150.01 0.01 5.101 DMG 133.78301118.1330110 /02/19331 91017.61 0.01 5.401 DMG 132.08301116.6670111 /25/19341 818 0.01 0.01 5.001 DMG 131.75001116.5000104 /29/1935120 8 0.01 0.01 5.001 DMG 134 .10001116.8000110 /24/193511448 7.61 0.01 5.101 DMG 131.86701116.5710102 /27/19371 12918.41 10.01 5.001 DMG 133 .40801116.2610103 /25/193711649 1.81 10.01 6.001 DmG 133.69901117.5110105 /31/19381 83455.41 10.01 5.501 DMG 132 .00001117.5000105 /01/193912353 0.01 0.01 5.001 DMG 132.00001117.5000106 /24/193911627 0.01 0.01 5.001 DMG 134.08301116.3000105 /18/19401 5 358.51 0.01 5.401 DMG 134.06701116.3330105 /18/19401 55120.21 0.01 5.201 DMG 134.06701116.3330105 /18/19401 72132.71 0.01 5.001 DMG 133 .00001116.4330106 /04/194011035 8.31 0.01 5.101 DMG 133.78301118.2500111 /14/19411 84136.31 0.01 5.401 DMG 132. 98301115 .9830105 /23/19421154729.01 0.01 5.001 DMG 132. 96701116 .0000110/21/19421162213.01 0.01 6.501 DMG 132.967 01116.0000110 /21/19421162519.01 0.01 5.001 DMG 132.96701116 .0000110/21/19421162654.01 0.01 5.001 DMG 133.23301115.7170110 /22/19421 15038.01 0.01 5.501 DMG 132. 96701116 .0000110/22/19421181326.01 0.01 5.001 DMG 134.26701116.9670108 /29/19431 34513.01 0.01 5.501 DMG 133.97601116 .7210106 /12/19441104534.71 10.01 5.101 DMG 133. 99401116.7120106 /12/19441111636.01 10.01 5.301 DMG 133. 21701116 .1330108 /15/19451175624.01 0.01 5.701 DMG 133. 00001115.8330101 /08/19461185418.01 0.01 5.401 DMG 133.95001116.8500109 /28/19461 719 9.01 0.01 5.001 DMG 134. 01701116 .5000107 /24/19471221046.01 0.01 5.501 DMG 134.01701116.5000107 /25/19471 04631.01 0.01 5.001 DMG 134.01701116.5000107 /25/19471 61949.01 0.01 5.201 DMG 134.01701116.S000107/26/1947I 24941.01 0.01 5.101 DMG 132.50001118.5500102 /24/19481 81510.01 0.01 5.301 DMG 133. 93301116 .3830112/04/19481234317.01 0.01 6.501 Page 3 SITE ACC. 9 0.019 0.020 0.015 0.014 0.011 0.016 0.017 0.016 0.012 0.009 0.012 0.010 0.026 0.026 0.013 0.013 0.012 0.011 0.010 0.020 0.015 0.012 0.031 0.012 0.012 0.013 0.012 0.014 0.013 0.015 0.021 0.014 0.014 0.015 0.011 0.013 0.012 0.013 0.028 1 SITE S I IINT.1 IV j IV I IV I I IIII I IV j I IV III I III I III I IIII IV IV iiij IIII iiij II IVj I IIII IV 1 IIII I IIII IV IIII IZI IIII I IV21 APPROX. DISTANCE mi [km] 55.2( 88.8) 63.1(101.6) 64.7(104.1) 67.8(109.1) 80.1(128.9) 67.8(109.1) 58.6( 94.3) 71.4(114.9) 74.5(119.9) 99.4(160.0) 79.1(127.3) 90.3(145.4) 64.8(104.2) 48.1( 77.4) 72.0(115.9) 72.0(115.9) 92.3(148.6) 90.3(145.3) 90.3(145.3) 49.4( 79.5) 76.2(122.6) 75.5(121.5) 74.6(120.0) 74.6(120.0) 74.6(120.0) 91.8(147.7) 74.6(120.0) 87.5(140.8) 73.1(117.6) 74.4(119.8) 67.9(109.3) 84.1(135.4) 68.4(110.1) 81.9(131.8) 81.9(131.8) 81.9(131.8) 81.9(131.8) 81.9 (131.9) 81.3(130.8) TEST.OUT DMG 134 .00001118.5000108 /04/192711224 0.01 0.01 5.001 0.009 1 1111 96.9(155.9) DMG 134 .00001116.0000109 /05/192811442 0.01 0.01 5.001 0.009 1 2121 99.9(160.8) DMG 132.90001115.7000110 /02/1928119 1 0.01 0.01 5.001 0.010 1 2111 92.3 (148.5) DMG 134.18001116.9200101 /16/19301 02433.91 0.01 5.201 0.012 1 2221 82.3(132.4) DMG 134.18001116.9200101 /16/19301 034 3.61 0.01 5.101 0.012 1 I111 82.3(132.4) DMG 133.61701117.9670103 /11/19331 154 7.81 0.01 6.301 0.036 1 V 1 56.6( 91.0) DMG 133.75001118.0830103 /11/19331 2 9 0.01 0.01 5.001 0.014 1 1111 67.8(109.1) DMG 133.75001118.0830103 /11/19331 230 0.01 0.01 5.101 0.014 1 IV 1 67.8(109.1) DMG 133.75001118.0830103 /11/19331 323 0.01 0.01 5.001 0.014 1 1111 67.8(109.1) DMG 133.70001118.0670103 /11/19331 51022.01 0.01 5.101 0.015 1 iV 1 64.7(104.1) ------------------------- EARTHQUAKE SEARCH RESULTS Page 2 I I I I TIME I I 1 FILET LAT. I LONG. I DATE I (UTC) DEPTHIQUAKEI CODEI NORTH I WEST I I H M Secl (km)I MAG.1 ----+-------+--------+---------- +---- -- -- +----- + - - - - -+ DMG 133.57501117.9830103 /11/19331 518 4.01 0.01 5.201 DMG 133.68301118.0500103 /11/19331 658 3.01 0.01 5.501 DMG 133.70001118.0670103 /11/19331 85457.01 0.01 5.101 oMG 133.75001118.0830103 /11/19331 910 0.01 0.01 5.101 DMG 133 .85001118.2670103 /11/193311425 0.01 0.01 5.001 DMG 133. 75001118 .0830103/13/19331131828.01 0.01 5.301 DMG 133.61701118.0170103 /14/1933119 150.01 0.01 5.101 DMG 133.78301118.1330110 /02/19331 91017.61 0.01 5.401 DMG 132.08301116.6670111 /25/19341 818 0.01 0.01 5.001 DMG 131.75001116.5000104 /29/1935120 8 0.01 0.01 5.001 DMG 134 .10001116.8000110 /24/193511448 7.61 0.01 5.101 DMG 131.86701116.5710102 /27/19371 12918.41 10.01 5.001 DMG 133 .40801116.2610103 /25/193711649 1.81 10.01 6.001 DmG 133.69901117.5110105 /31/19381 83455.41 10.01 5.501 DMG 132 .00001117.5000105 /01/193912353 0.01 0.01 5.001 DMG 132.00001117.5000106 /24/193911627 0.01 0.01 5.001 DMG 134.08301116.3000105 /18/19401 5 358.51 0.01 5.401 DMG 134.06701116.3330105 /18/19401 55120.21 0.01 5.201 DMG 134.06701116.3330105 /18/19401 72132.71 0.01 5.001 DMG 133 .00001116.4330106 /04/194011035 8.31 0.01 5.101 DMG 133.78301118.2500111 /14/19411 84136.31 0.01 5.401 DMG 132. 98301115 .9830105 /23/19421154729.01 0.01 5.001 DMG 132. 96701116 .0000110/21/19421162213.01 0.01 6.501 DMG 132.967 01116.0000110 /21/19421162519.01 0.01 5.001 DMG 132.96701116 .0000110/21/19421162654.01 0.01 5.001 DMG 133.23301115.7170110 /22/19421 15038.01 0.01 5.501 DMG 132. 96701116 .0000110/22/19421181326.01 0.01 5.001 DMG 134.26701116.9670108 /29/19431 34513.01 0.01 5.501 DMG 133.97601116 .7210106 /12/19441104534.71 10.01 5.101 DMG 133. 99401116.7120106 /12/19441111636.01 10.01 5.301 DMG 133. 21701116 .1330108 /15/19451175624.01 0.01 5.701 DMG 133. 00001115.8330101 /08/19461185418.01 0.01 5.401 DMG 133.95001116.8500109 /28/19461 719 9.01 0.01 5.001 DMG 134. 01701116 .5000107 /24/19471221046.01 0.01 5.501 DMG 134.01701116.5000107 /25/19471 04631.01 0.01 5.001 DMG 134.01701116.5000107 /25/19471 61949.01 0.01 5.201 DMG 134.01701116.S000107/26/1947I 24941.01 0.01 5.101 DMG 132.50001118.5500102 /24/19481 81510.01 0.01 5.301 DMG 133. 93301116 .3830112/04/19481234317.01 0.01 6.501 Page 3 SITE ACC. 9 0.019 0.020 0.015 0.014 0.011 0.016 0.017 0.016 0.012 0.009 0.012 0.010 0.026 0.026 0.013 0.013 0.012 0.011 0.010 0.020 0.015 0.012 0.031 0.012 0.012 0.013 0.012 0.014 0.013 0.015 0.021 0.014 0.014 0.015 0.011 0.013 0.012 0.013 0.028 1 SITE S I IINT.1 IV j IV I IV I I IIII I IV j I IV III I III I III I IIII IV IV iiij IIII iiij II IVj I IIII IV 1 IIII I IIII IV IIII IZI IIII I IV21 APPROX. DISTANCE mi [km] 55.2( 88.8) 63.1(101.6) 64.7(104.1) 67.8(109.1) 80.1(128.9) 67.8(109.1) 58.6( 94.3) 71.4(114.9) 74.5(119.9) 99.4(160.0) 79.1(127.3) 90.3(145.4) 64.8(104.2) 48.1( 77.4) 72.0(115.9) 72.0(115.9) 92.3(148.6) 90.3(145.3) 90.3(145.3) 49.4( 79.5) 76.2(122.6) 75.5(121.5) 74.6(120.0) 74.6(120.0) 74.6(120.0) 91.8(147.7) 74.6(120.0) 87.5(140.8) 73.1(117.6) 74.4(119.8) 67.9(109.3) 84.1(135.4) 68.4(110.1) 81.9(131.8) 81.9(131.8) 81.9(131.8) 81.9(131.8) 81.9 (131.9) 81.3(130.8) ------------------------- EARTHQUAKE SEARCH RESULTS - ---- --------- ------ - - - -- Page 3 I I I I TIME I I I FILE LAT. I LONG. I DATE I (UTC) DEPTHIQUAKEI CODEI NORTH I WEST I I H M Sect (km)1 MAG.1 ----+-------+--------+---------- +--- ----- +----- + - - - - -+ DMG 133. 71001116 .9250109/23/19631144152.61 16.51 5.001 DMG 131. 81101117 .1310112/22/19641205433.21 2.31 5.601 DMG 133.19001116.1290104 /09/19681 22859.11 11.11 6.401 DMG 133.11301116.0370104 /09/19681 3 353.51 5.01 5.201 DMG 133. 34301116 .3460104/28/19691232042.91 20.01 5.801 DMG 134. 27001117 .5400109/12/19701143053.01 8.01 5.401 DMG 133. 03301115 .8210109/30/19711224611.31 8.01 5.101 PAS 133. 50101116 .5130102/25/19801104738.51 13.61 5.501 PAS 133.09801115.6320104 /26/1981112 928.41 3.81 5.701 PAS 133.99801116.6060107 /08/19861 92044.51 11.71 5.601 PAS 132 .97101117.8700107 /13/198611347 8.21 6.01 5.301 PAS 134. 06101118.0790110 /01/19871144220.01 9.51 5.901 PAS 134. 07301118 .0980110/04/19871105938.21 8.21 5.301 PAS 133.08201115.7750111 /24/19871 15414.51 4.91 5.801 PAS 133. 01301115 .8390111/24/19871131556.51 2.41 6.001 PAS 133.91901118.6270101 /19/19891 65328.81 11.91 5.001 GSP 134. 14001117 .7000102/28/19901234336.61 5.01 5.201 GSP 134. 26201118 .0020106 /28/19911144354.51 11.01 5.401 GSP 133. 96101116.3180104 /23/19921045023.01 12.01 6.101 GSN 134. 20101116 .4360106/28/19921115734.11 1.01 7.601 GSP 134.1390116 .4310106 /28/1992123640.61 10.01 5.101 GSP 134.16301116.8550106/28/19921144321.01 6.01 5.301 GSN 134. 20301116 .8270106 /28/19921150530.71 5.01 6.701 GSP 134. 10801116.4040106 /29/19921141338.81 9.01 5.401 GSP 133. 87601116.2670106 /29/19921160142.81 1.01 5.201 GSP 134. 23901116.8370107 /09/19921014357.61 0.01 5.301 GSP 133. 90201116 .2840107/24/19921181436.21 9.01 5.001 GSP 134. 19501116 .8620108/17/19921204152.11 11.01 5.301 GSP 134. 06401116 .3610109/15/19921084711.31 9.01 5.201 GSP 134. 34001116 .9000111 /27/19921160057.51 1.01 5.301 GSP 134. 36901116 .8970112/04/19921020857.51 3.01 5.301 GSP 134. 02901116.3210108 /21/19931014638.41 9.01 5.001 GSP 134. 26801116 .4020106/16/19941162427.51 3.01 5.001 PDG 134.29001116.9460102 /10/20011210505.81 9.01 5.101 Page 4 SITE ACC. 9 0.018 0.015 0.032 0.014 0.026 0.013 0.011 0.023 0.014 0.017 0.033 0.018 0.013 0.017 0.020 0.009 0.013 0.012 0.021 0.052 0.011 0.013 0.031 0.013 0.012 0.012 0.011 0.013 0.011 0.012 0.011 0.010 0.009 0.011 ISITEI I MM I IINT.1 IV Iv 1 IV I IIII IIII IV Iv 1 IIv I II11IV IV Iv I I III 1 IIII IV VI I I III I Ii11 I IIII I IIII I II1 1 IIII i IIII I IIII I IIII II11 APPROX. DISTANCE mi [km] 51.5( 82.9) 84.5(136.0) 67.8(109.2) 72.5(116.7) 58.5( 94.2) 87.0(140.0) 84.8(136.5) 55.3( 89.0) 95.8(154.2) 77.6(124.8) 34.0( 54.8) 84.7(136.3) 86.0(138.3) 87.5(140.8) 83.8(134.8) 98.7(158.9) 80.4(129.4) 94.6(152.3) 85.2(137.1) 94.6(152.2) 91.1(146.6) 82.2(132.3) 85.3(137.3) 90.2(145.2) 82.9(133.4) 87.5(140.8) 83.5(134.4) 84.2(135.5) 89.2(143.5) 93.3(150.1) 95.3(153.3) 88.7(142.7) 99.6(160.2) 89.3(143.7) TEST.OUT DMG 132. 20001116 .5500111/04/19491204238.01 0.01 5.701 0.019 1 Iv 1 71.4(114.9) DMG 132.20001116.5500111 /05/19491 43524.01 0.01 5.101 0.014 1 II11 71.4(114.9) DMG 133. 11701115 .5670107 /28/19501175048.01 0.01 5.401 0.011 1 IIII 99.6(160.3) DMG 133. 11701115 .5670107/29/19501143632.01 0.01 5.501 0.012 1 II11 99.6 (160.3) DMG 132.98301115.7330101 /24/19511 717 2.61 0.01 5.601 0.014 1 Iv 1 90.0(144.8) DMG 132.81701118.3500112 /26/19511 04654.01 0.01 5.901 0.025 1 v 1 63.4(102.0) DMG 132.95001115.7170106 /14/19531 41729.91 0.01 5.501 0.013 1 I11 91.0(146.5) DMG 133.28301116.1830103 /19/19541 95429.01 0.01 6.201 0.029 1 v 1 66.1(106.4) DMG 133.28301116.1830103 /19/19541 95556.01 0.01 5.001 0.014 1 Iv 1 66.1(106.4) DMG 133. 28301116 .1830103/19/19541102117.01 0.01 5.501 0.019 1 IV 1 66.1(106.4) DMG 133.28301116.1830103 /23/19541 41450.01 0.01 5.101 0.015 1 Iv 1 66.1(106.4) DMG 133. 21601115 .8080104/25/19571215738.71 -0.31 5.201 0.012 1 IIII 86.4(139.1) DMG 133. 18301115 .8500104 /25/19571222412.01 0.01 5.101 0.012 1 IIII 83.7(134.7) DMG 133. 23101116 .0040105/26/19571155933.61 15.11 5.001 0.012 1 I111 75.4(121.4) ------------------------- EARTHQUAKE SEARCH RESULTS - ---- --------- ------ - - - -- Page 3 I I I I TIME I I I FILE LAT. I LONG. I DATE I (UTC) DEPTHIQUAKEI CODEI NORTH I WEST I I H M Sect (km)1 MAG.1 ----+-------+--------+---------- +--- ----- +----- + - - - - -+ DMG 133. 71001116 .9250109/23/19631144152.61 16.51 5.001 DMG 131. 81101117 .1310112/22/19641205433.21 2.31 5.601 DMG 133.19001116.1290104 /09/19681 22859.11 11.11 6.401 DMG 133.11301116.0370104 /09/19681 3 353.51 5.01 5.201 DMG 133. 34301116 .3460104/28/19691232042.91 20.01 5.801 DMG 134. 27001117 .5400109/12/19701143053.01 8.01 5.401 DMG 133. 03301115 .8210109/30/19711224611.31 8.01 5.101 PAS 133. 50101116 .5130102/25/19801104738.51 13.61 5.501 PAS 133.09801115.6320104 /26/1981112 928.41 3.81 5.701 PAS 133.99801116.6060107 /08/19861 92044.51 11.71 5.601 PAS 132 .97101117.8700107 /13/198611347 8.21 6.01 5.301 PAS 134. 06101118.0790110 /01/19871144220.01 9.51 5.901 PAS 134. 07301118 .0980110/04/19871105938.21 8.21 5.301 PAS 133.08201115.7750111 /24/19871 15414.51 4.91 5.801 PAS 133. 01301115 .8390111/24/19871131556.51 2.41 6.001 PAS 133.91901118.6270101 /19/19891 65328.81 11.91 5.001 GSP 134. 14001117 .7000102/28/19901234336.61 5.01 5.201 GSP 134. 26201118 .0020106 /28/19911144354.51 11.01 5.401 GSP 133. 96101116.3180104 /23/19921045023.01 12.01 6.101 GSN 134. 20101116 .4360106/28/19921115734.11 1.01 7.601 GSP 134.1390116 .4310106 /28/1992123640.61 10.01 5.101 GSP 134.16301116.8550106/28/19921144321.01 6.01 5.301 GSN 134. 20301116 .8270106 /28/19921150530.71 5.01 6.701 GSP 134. 10801116.4040106 /29/19921141338.81 9.01 5.401 GSP 133. 87601116.2670106 /29/19921160142.81 1.01 5.201 GSP 134. 23901116.8370107 /09/19921014357.61 0.01 5.301 GSP 133. 90201116 .2840107/24/19921181436.21 9.01 5.001 GSP 134. 19501116 .8620108/17/19921204152.11 11.01 5.301 GSP 134. 06401116 .3610109/15/19921084711.31 9.01 5.201 GSP 134. 34001116 .9000111 /27/19921160057.51 1.01 5.301 GSP 134. 36901116 .8970112/04/19921020857.51 3.01 5.301 GSP 134. 02901116.3210108 /21/19931014638.41 9.01 5.001 GSP 134. 26801116 .4020106/16/19941162427.51 3.01 5.001 PDG 134.29001116.9460102 /10/20011210505.81 9.01 5.101 Page 4 SITE ACC. 9 0.018 0.015 0.032 0.014 0.026 0.013 0.011 0.023 0.014 0.017 0.033 0.018 0.013 0.017 0.020 0.009 0.013 0.012 0.021 0.052 0.011 0.013 0.031 0.013 0.012 0.012 0.011 0.013 0.011 0.012 0.011 0.010 0.009 0.011 ISITEI I MM I IINT.1 IV Iv 1 IV I IIII IIII IV Iv 1 IIv I II11IV IV Iv I I III 1 IIII IV VI I I III I Ii11 I IIII I IIII I II1 1 IIII i IIII I IIII I IIII II11 APPROX. DISTANCE mi [km] 51.5( 82.9) 84.5(136.0) 67.8(109.2) 72.5(116.7) 58.5( 94.2) 87.0(140.0) 84.8(136.5) 55.3( 89.0) 95.8(154.2) 77.6(124.8) 34.0( 54.8) 84.7(136.3) 86.0(138.3) 87.5(140.8) 83.8(134.8) 98.7(158.9) 80.4(129.4) 94.6(152.3) 85.2(137.1) 94.6(152.2) 91.1(146.6) 82.2(132.3) 85.3(137.3) 90.2(145.2) 82.9(133.4) 87.5(140.8) 83.5(134.4) 84.2(135.5) 89.2(143.5) 93.3(150.1) 95.3(153.3) 88.7(142.7) 99.6(160.2) 89.3(143.7) TEST.OUT -END OF SEARCH- 140 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA. TIME PERIOD OF SEARCH: 1800 TO 2008 LENGTH OF SEARCH TIME: 209 years THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 2.1 MILES (3.3 km) AWAY. LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 7.6 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.383 g COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION: a- value= 1.500 b- value= 0.382 beta - value= 0.879 TABLE OF MAGNITUDES AND EXCEEDANCES: ----- ----- ---------- ------- --- - --- -- Earthquake I Number Of Times I Cumulative Magnitude I Exceeded I NO. / Year -----------+-----------------+------------ 4.0 I 140 I 0.66986 4.5 I 140 I 0.66986 5.0 140 I 0.66986 5.5 i 50 I 0.23923 6.0 I 26 I 0.12440 6.5 I 10 1 0.04785 7.0 I 3 0.01435 7.5 I 1 I 0.00478 Page 5 APPENDIX D MODIFIED MERCALLI INTENSITY SCALE OF 1931 (Excerpted from the California Division of Conservation Division of Mines and Geology DMG Note 32) The first scale to reflect earthquake intensities was developed by deRossi of Italy, and Forel of Switzerland, in the 1880s, and is known as the Rossi -Fore) Scale. This scale, with values from I to X, was used for about two decades. A need for a more refined scale increased with the advancement of the science of seismology, and in 1902, the Italian seismologist Mercalli devised a new scale on a I to XII range. The Mercalli Scale was modified in 1931 by American seismologists Harry 0. Wood and Frank Neumann to take into account modern structural features. The Modified Mercalli Intensity Scale measures the intensity of an earthquake's effects in a given locality, and is perhaps much more meaningful to the layman because it is based on actual observations of earthquake effects at specific places. It should be noted that because the damage used for assigning intensities can be obtained only from direct firsthand reports, considerable time -- weeks or months -- is sometimes needed before an intensity map can be assembled for a particular earthquake. On the Modified Mercalli Intensity Scale, values range from I to XII. The most commonly used adaptation covers the range of intensity from the conditions of `/ -- not felt except by very few, favorably situated,- to "XII -- damage total, lines of sight disturbed, objects thrown into the air." While an earthquake has only one magnitude, it can have many intensities, which decrease with distance from the epicenter. It is difficult to compare magnitude and intensity because intensity is linked with the particular ground and structural conditions of a given area, as well as distance from the earthquake epicenter, while magnitude depends on the energy released at the focus of the earthquake. 1 Not felt except by a very few under especially favorable circumstances. 11 Felt only a few persons at rest especially on upper floors of buildings. Delicately suspended objects may swing. III Felt quite noticeably Indoors, especially on upper floors of buildings, but many people do not recognize It as an earthquake. Standing motor cars may rock slightly. Vibration like passing of truck. Duration estimated. IV During the day felt Indoors by many, outdoors by few. At night some awakened. Dishes, windows, doors disturbed; walls make cracidng sound. Sensation like heavy truck striking building. Standing motor cars rocked noticeably. V Felt by nearly everyone, many awakened. Some dishes, windows, etc., broken; a few Instances of cracked plaster, unstable objects overturned. Disturbances of trees poles, and other tall objects sometimes noticed. Pendulum clocks may stop. VI Felt by all, many frightened and run outdoors. Some heavy furniture moved; a few Instances of fallen plaster or damaged chimneys. Damage slight. VII Everybody runs outdoors. Damage negligible In building of good design and construction; slight to moderate In well -built ordinary structures; considerable In poorly built or badly designed structures; some chimneys broken. Noticed by persons driving motor cars. VIII Damage slight In specially designed structures; considerable In ordinary substantial buildings, with partial collapse; great In poorly built structures. Panel walls thrown out of frame structures. Fall of chimneys, factory stacks, columns, monuments, walls. Heavy fumhure overtumed. Sand and mud elected In small amounts. Changes In well water. Persons driving motor cars disturbed. IX Damage considerable In specially designed structures; well - designed frame structures thrown out of plumb; great In substantial buildings with partial collapse. Buildings shifted off foundations. Ground cracked conspicuously. Underground pipes broken. X Some well -built wooden structures destroyed; most masonry and frame structures destroyed with foundations; ground badly cracked. Rails bent. Landslides considerable from riverbanks and steep slopes. Shifted sand and mud. Water splashed (slopped) over banks. X1 Few, If any, masonry structures remain standing. Bridges destroyed. Broad fissures In ground. Underground pipelines completely out of service. Earth slums and land slips In soft ground. Rails bent greatly. XII Damage total. Practically all works of construction are damaged greatly or destroyed. Waves seen on ground surface. Lines of sight and level are distorted. Ob ects thrown upward Into the air. r 1� APPENDIX E SPECTRAL ACCELERATION VS. PERIOD T t 1 a p, i HYDROLOGY REPORT For Sanchez Residence 1729 San Elijo Avenue Cardiff by the Sea, California PREPARED FOR: Robert Sanchez 1729 San Elijo Avenue Cardiff by the Sea, CA 92007 PREPARED BY: Coastal Land Solutions 573 Second Street Encinitas, CA 92024 (760) 230 -6025 DATE: October 19' ", 2009 Revised: R. No. asI24 F, -/9- 267e2 R. Jones, RCE 65124 HYDROLOGY REPORT for 2358 Newcastle Avenue TABLE OF CONTENTS SECTION Executive Summary 1.0 Introduction 1.1 Existing Conditions 1.2 Proposed Project 1.3 Summary of Results and Conditions 1.4 Conclusions 1.5 References 1.6 Methodology 2.0 Introduction 2.1 County of San Diego Criteria 2.2 Runoff coefficient determination 2.3 Hydrology Model Output 3.0 Pre - Developed Hydrologic Model Output 3.1 Post - Developed Hydrologic Model Output 3.2 Detention Volume Calculation 3.3 Existing Runoff Conditions Hydrology Map (in pocket) Al Proposed Runoff Conditions Hydrology Map (in pocket) A2 Table 3 -1 - Runoff Coefficients for Urban Areas A3 Table 3 -2 — Maximum Overland Flow Length & Initial A4 Time of Concentration Soil Hydrologic Groups A5 Rainfall Isopluvials (100 -year Rainfall Event— 6 hours) A6 Rainfall Isopluvials (100 -year Rainfall Event— 24 hours) A7 Figure 3 -1 (Intensity — Duration Design Chart — Template) A8 Figure 3 -7 (Manning's Equation Nomograph) A9 \ \Serverl\c \CLS SHARED FILES\CLS Job Files \CLS#820 SANCHEZ (SAN ELIJ0) \HYDR0\10 -13-09 \CLS #820 SANCHEZ HYDRO 10- 19 -09.doc CLS# 866 10 57 AM 10/19/2009 HYDROLOGY REPORT for 2358 Newcastle Avenue 1.0 EXECUTIVE SUMMARY 1.1 Introduction This Hydrology Study for 1729 San Elijo Avenue has been prepared to analyze the hydrologic characteristics of the existing and proposed project site, and determine the existing condition offsite hydrologic characteristics that are conveyed through the proposed project site. This report intends to present the methodology and the calculations used for determining the runoff from the project site in both the pre - developed (existing) conditions and the post - developed (proposed) conditions, as well as the offsite areas, produced by the 100 year 6 hour Storm- 1.2 Existing Conditions The proposed project property is located on the east side of San Elijo Avenue, north of Montgomerey Street, in the City of Encinitas, as shown on the vicinity map below. r� n> L4 A-[ " ou_( I z I�j,� ITY The existing site includes an existing single family residential structure with attached garage- In addition to the existing residential structure, the site currently consists of a driveway, retaining walls, a small shed, and miscellaneous other hardscape areas. The existing backyard is sloped at 8% slope, the side and front yard is sloped at 7% slope, and there are various flat areas used as patio and walkways- Drainage from the existing site is primarily conveyed in a westerly direction across the project site. \ \SeNer1\C \CLS SHARED FILES\CLS Job FIIes1CLS#820 SANCHEZ (SAN ELIJ0) \HYDR0\10 -13 -09 \CLS #820 SANCHEZ HYDRO doc CLS# 866 10 51 AM 1 011 9/2009 HYDROLOGY REPORT for 2358 Newcastle Avenue 1.3 Proposed Project The intent of the proposed project is to construct a new attached garage and addition to the existing residence. Construction of a new driveway along the side of the residence will serve the new garage. New landscape, hardscape, and walkway areas are proposed. The project will also include grading to facilitate removal of soil to accommodate the new structure, and to create areas suitable for the construction of all site improvements. The drainage of the proposed development will be facilitated by overland sheet flow, including area drain inlets and all associated piping. The storm drain system also incorporates the design and use of a grass or landscape BMP that will serve to convey runoff from the site over a pervious surface prior to discharge from the site. The use of flatter slopes will allow infiltration of storm water and decrease the amount of runoff from the site. 1.4 Summary of Results Hydrologic analysis of the pre - developed and post - developed conditions of the proposed project site is included in this report as section 3.1 and 3.2 respectively. The following summarizes the peak discharges at the single point of discharge that resulted from performing hydrologic analysis of the project site in both the proposed developed and existing condition: The project site hydrologic models for both the pre- and post - developed conditions encompass a total area of 0.193 acres and consists of three sub - basins. 11Sewerl\c \CLS SHARED FILES \CLS Job Files \CLS#820 SANCHEZ (SAN ELIJO)UHYDRO\10- 13- 09\CLS #820 SANCHEZ HYDRO 10- 19- 09.doc CLS# 866 10:57 AM 10/19/2009 E istina Conditions Developed Conditions Q Tc Area Q Tc Area cfs min acres cfs min acres 100- 0.75 5.14 0.193 0.83 6.73 0.193 y The project site hydrologic models for both the pre- and post - developed conditions encompass a total area of 0.193 acres and consists of three sub - basins. 11Sewerl\c \CLS SHARED FILES \CLS Job Files \CLS#820 SANCHEZ (SAN ELIJO)UHYDRO\10- 13- 09\CLS #820 SANCHEZ HYDRO 10- 19- 09.doc CLS# 866 10:57 AM 10/19/2009 HYDROLOGY REPORT for 2358 Newcastle Avenue 1.5 Conclusions As stated in section 1.4, the project site hydrologic models for both the pre- and post - developed conditions encompass a total area of 0.193 acres. The models consist of three sub - basins. Evaluating the two models, the proposed development will slightly increase the amount of runoff from the project site. The changes are primarily altered due to the increase in impervious surface. The proposed development will reduce slopes and allow for storm water to infiltrate into the ground. Prior to discharge off site, storm water will be conveyed over grass and landscape BMP areas where it will be treated. Storm water will discharge to the alley at the westerly property limits. The proposed system will provide storm water collected in the area drain system the opportunity to be treated within a proposed grass /landscape BMP. The proposed storm drain system will safely convey the entire 100 -year peak flow generated by offsite and onsite runoff. 1.6 References "San Diego County Hydrology Manual ", revised June 2003, County of San Diego, Department of Public Works, Flood Control Section. \\Serverilc \CLS SHARED FILES \CLS Job Files \CLS#820 SANCHEZ (SAN ELIJO)1HYDRON413- 09\CLS #820 SANCHEZ HYDRO_10- 19- 09.doc A CLS# 866 10 :57 M 1 0/1 912 00 9 HYDROLOGY REPORT for 2358 Newcastle Avenue 2.0 METHODOLOGY 2.1 Introduction The hydrologic model used to perform the hydrologic analysis presented in this report utilizes the Ration Method (RM) equation, Q =CIA. The RM formula estimates the peak rate of runoff based on the variables of area, runoff coefficient, and rainfall intensity. The rainfall intensity (1) is equal to: I = 7.44 x P6 x D-0'45 Where: I = Intensity (in /hr) P6 = 6 -hour precipitation (inches) D = duration (minutes — use Tc) Using the Time of Concentration (Tc), which is the time required for a given element of water that originates at the most remote point of the basin being analyzed to reach the point at which the runoff from the basin is being analyzed. The RM equation determines the storm water runoff rate (Q) for a given basin in terms of flow (typically in cubic feet per second (cfs) but sometimes as gallons per minute (gpm)). The RM equation is as follows: Q = CIA Where: Q= flow (in cfs) C = runoff coefficient, ratio of rainfall that produces storm water runoff (runoff vs. infiltration /evaporation /absorption /etc) I = average rainfall intensity for a duration equal to the Tc for the area, in inches per hour. A = drainage area contributing to the basin in acres. The RM equation assumes that the storm event being analyzed delivers precipitation to the entire basin uniformly, and therefore the peak discharge rate will occur when a raindrop that falls at the most remote portion of the basin arrives at the point of analysis. The RM also assumes that the fraction of rainfall that becomes runoff or the runoff coefficient C is not affected by the storm intensity, I, or the precipitation zone number. In addition to the above Ration Method assumptions, the conservative assumption that all runoff coefficients utilized for this report are based on type "D" soils. 2.2 County of San Diego Criteria As defined by the County Hydrology Manual dated June 2003, the rational method is the preferred equation for determining the hydrologic characteristics of basins up to approximately one square mile in size. The County of San Diego \\Se"erl\c \CLS SHARED FILES \CLS Job Files \CLS#820 SANCHEZ (SAN ELIJ0)\HYDR000- 13- 09\CLS #820 SANCHEZ HYDR0_10 -1 M9Aoc CLS# 866 10.57 AM 1011912009 HYDROLOGY REPORT for 2358 Newcastle Avenue has developed its own tables, nomographs, and methodologies for analyzing storm water runoff for areas within the county. The County has also developed precipitation isopluvial contour maps that show even lines of rainfall anticipated from a given storm event (i.e. 100 -year, 6 -hour storm). One of the variables of the RM equation is the runoff coefficient, C. The runoff coefficient is dependent only upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located within the County of San Diego. The table categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. Each of the categories listed has an associated runoff coefficient, C, for each soil type class. The County has also illustrated in detail the methodology for determining the time of concentration, in particular the initial time of concentration. The County has adopted the Federal Aviation Agency's (FAA) overland time of flow equation. This equation essentially limits the flow path length for the initial time of concentration to lengths of 100 feet or less, and is dependent on land use and slope. 2.3 Runoff Coefficient Determination As stated in section 2.2, the runoff coefficient is dependent only upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located within the County of San Diego. The table, included at the end of this section, categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. For the existing and proposed development the total number of dwellings is 1, and the total developed lot area is roughly equal to 0.193 acres. The dwelling unit per acre (DU /A) ratio is 5.18, and soil type D. According to Table 3 -1, Runoff Coefficients For Urban Areas, the site falls under the 7.3 DU /A or less. The runoff coefficient used for this report is based on the weighted C value and is a percentage of impervious and pervious surfaces, where impervious surface C =0.90, and pervious surface C =0.45. 34% of the existing site is impervious. 75% of the proposed site is impervious. The weighted C value for the existing condition is C =0.60. and C =0.76 for the proposed condition. \ \SeNer1\c \CLS SHARED FILES\CLS Job Files \CLS#820 SANCHEZ (SAN ELIJO)WYDRO \10- 13- 09\CLS #820 SANCHEZ HYDRO 10- 19- 09.doc CLS# 866 10 .57 AM 10/19/2009 HYDROLOGY REPORT for 2358 Newcastle Avenue 3.0 Hydrology Calculations 3.1 Pre - Developed Hydrology Calculations Weighted C = 0.90 (Area impervious) + 0.45 (Area pervious) (Total Area) C= 0.90 (2875 s.f.) + 0.45(5551 s.f.) 8426 s.f. C =2587 +2498 8426 s.f. C= 0.60 Flow across the initial subarea, nodes 4 to 3: A31= 0.085 acres E(CA) = (0.60)(0.085) = 0.051 L= 100 ft (per Table 3 -2, Maximum Overland Flow Length & Initial Time of Concentration, of the Hydrology Manual). S = (100 - 95)/63 = 8% Ti = 4.84 minutes (Table 3 -2, Hydrology Manual) P6 = 2.5 inches hoo = 6.73 in /hr Qnode 3=Y-(CA) I = (0.051)(6.73) = 0.34 cfs Flow from node 3 to 2 (Natural Channel): Az 1= 0.092 acres L= 72 ft (Channel Length) S = (90- 85)/72 = 7% V = 3.4 fps (Mannings Equation Nomograph, Figure 3 -7) \\Servers \c \CLS SHARED FILES\CLS Job Files\CLSS820 SANCHEZ (SAN ELIJ0) \HYDR0\10 -13 -09 \CLS #820 SANCHEZ HYDRO_10- 19- 09.doc CLS# 866 10:57 AM 10/19/2009 HYDROLOGY REPORT for 2358 Newcastle Avenue T21 = 7273.4 fps = 19 seconds � 0.30 minute T, = T, + T, = 4.84 +0.30 = 5.14 minutes 1'100 = 6.47 in /hr Qnode 2 = Y_(CA) I = [CAnode 4 -3 + CAnode 2 -1 ] 1'100 = [(0.051)+ 0.60(0.092)] 6.47 = 0.68 cfs Flow from node 2 to 1 (Natural): Al 1= 0.016 acres L= 5 ft (Channel Length) S = (85- 80.5)/5 = vertical T, = 0 seconds � 0 minute Tc = T. + T21 + T1.1 = 4.84 +0.30 +0= 5.14 minutes 1'100 = 6.47 in /hr Qnode 1 = E(CA) I = [CAnode 4 -3 + CAnode 3 -2 + CAnode 2 -11 I'l00 = [(0.051)+ 0.60(0.092) +0.60(0.016)] 6.47 = 0.75 cfs 3.2 Post - Developed Condition Hydrology Calculations (Table 3 -1 of the Hydrology Manual for single - family residential, 7.3 dwelling units per acre (DU /A) or less, Type D soil) Weighted C = 0.90 (Area impervious) + 0.45 (Area pervious) (Total Area) C= 0.90 (5927 s.f.) + 0.45(2499 s.f.) 8426 s.f. C =5334 +1124 8426 s.f. \ \Serverl\c \CLS SHARED FILES\CLS Job Files \CLS#820 SANCHEZ (SAN ELIJ0)\HYDR0\10- 13- 09\CLS #820 SANCHEZ HYDRO_10- 19- 09.doc A CLS# 866 10 :57 M 10119/2009 HYDROLOGY REPORT for 2358 Newcastle Avenue C= 0.76 Flow across the initial subarea, nodes 7 to 6: A6.1= 0.024 acres Y-(CA) = (0.76)(0.024) = 0.018 L= 100 ft (per Table 3 -2, Maximum Overland Flow Length & Initial Time of Concentration, of the Hydrology Manual). S = (100- 94.80)/80 = 6.5% T, = 5.90 minutes (Table 3 -2, Hydrology Manual) P6 = 2.5 inches 1100 = 5.91 in /hr Qnode 5= E(CA) 1= (0.018)(5.91)= 0.11 cfs Flow from node 6 to 5 (landscape channel flow): A5,= 0.155 acres L= 80 ft (landscape) S = (89.50- 88.65)/80 = 1.0% V = 1.64 fps (Mannings Equation Nomograph, Figure 3 -7) T, = 8071.64 fps = 49 seconds = 0.82 minute Tc = T, + Tr = 5.91 +.82 = 6.73 minutes 1'100 = 5.43 in /hr Qnode 5 = I(CA) I = [CAnode 7-6 + CAnode 6 -5 1 1 1 100 = [0.018 + 0.76(0.155)) 5.43 - 0.73 cfs Flow from node 5 to 1 (pipe flow): A, 1= 0.014 acres \\Server1\c \CLS SHARED FILES\CLS Job Flies \CLS#820 SANCHEZ (SAN ELIJ0)\HYDR0110 -13 -09 \CLS #820 SANCHEZ HYDRO_10- 19- 09.doc CLS# 866 10 :57 AM 10/1912009 HYDROLOGY REPORT for 2358 Newcastle Avenue L= 8 ft (pipe flow) S = (81.16- 81.00)/8 = 2% V = 6 fps (Mannings Equation Nomograph, Figure 3 -7) Tt = 876 fps = 1.33 seconds = 0.02 minute (negligible) Tc = 6.73 minutes 1'100 = 5.43 in /hr Qnode 1 = I(CA) I = [CAnode 7-6 + CAnode 6-5 + CAnode 5 -1] 1'100 = [0.018 + 0.79(0.155) + 0.79(0.014)] 5.43 - 0.82 cfs \\Server1%c\CLS SHARED FILES \CLS Job Files \CLS#820 SANCHEZ (SAN ELIJO)\HYDRO \10 -13 -09 \CLS #820 SANCHEZ HYDRO_10- 19- 09.doc CLS# 866 10 :57 AM 1011912009 San Diego County Hydrology Manual Date: June 2003 Table 3 -1 RUNOFF COEFFICIENTS FOR URBAN AREAS Section: 3 Page: 6 of 26 Land Use I Runoff Coefficient "C 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.) Soil Type COUIlLy niemcmt %o IMMK. A B U D Permanent Open Space 0' 0.20 0.25 0.30 0.35 Residential, 1.0 DU/A or less 10 027 0.32 0,36 0.41 Residential, 2.0 DU /A or less 20 0.34 0.42 0.46 Residential, 2.9 DU /A or less 25 0.38 0.45 0.49 Residential, 4.3 DU /A or less 30 0.41 0,48 0.52 Residential, 7.3 DUTA or less 40 0 .4R 0.51 0.54 0.57 Residential, 10.9 DU /A or less 45 0.52 0.57 0.60 Residential, 14.5 DU /A or less 50 0.55 0.60 11.63 Residential, 24.0 DU /A or less 65 0.66 0.69 0.71 Residential, 43.0 DU /A or less 80 0.76 0.78 0.79 Neighborhood Commercial 80 0.76 0.78 0.79 General Commercial 85 0.80 0,81 0.82 Office Professional /Commercial 90 0.83 0.84 0.85 Limited Industrial 90 0.83 0.84 0.85 General Industrial 95 0.x7 0 R7 n R7 n ul o.3x 0.4 t 0.45 0.54 0.58 0.67 0.77 0.77 o.xo 0.84 0.x4 '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 ccetrcient, 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 A3 San Diego County Hydrology Manual Section. 3 Date: June 2103 Page: 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land -use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3 -2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial T, values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3 -2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (T.) Element* DU/ Acre .5% 1% 2% 3% 5% 10% LM T; LM T. LM T, LM Ti LM I Ti LM T; Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 1 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 1 4.3 50 102 1 70 9.6 80 8.1 95 7.8 100 6.7 1 100 5.3 MDR 7.3 50 9.2 65 8.4 1 80 7.4 1 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 18 95 3.4 100 2.7 N. Corn 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 l00 2.4 O.P./Com 1 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited 1. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General 1. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 l.9 *See Table 3 -1 for more detailed description 3-12 A4 A6 h County of San Diego Orange -- Hydrology Manual ,awry »•W �. Riverside County Soil Hydrologic Groups 3r+s -- — ► d y, Sv �. Sol G� • ;`�� "lira / * a '# � oA,,., y; � C� IXMfU NrI � u— i WAW Fy J1. \ O UW UMtJIY!Y n - v Aw yt _a�- `..• a, io.. ! GIS SMUS N A b is i ] 0 7 Mika A6 A6 b _ County of San Diego Orange Hydrology Manual `, County m•w Riverside County �.t \\ • .�•.. ' t t t ��\ i 1 j Rainjul!lsopltrvtaLr 1 i t 100 Ye7r RSWAU Xr t - 6 Houn } NN 77'70` 'f 1300 Yi rf, y \ \,�'• ;� i `.. "� m � � mp -S'if fi` u r Y y c 17. t rs; ,y .� . ' �GIS "} SOIGIS W+ 77'70 i 6 Mlba A6 PA County of San Diego Hydrology Manual county � L.c „ %l7 t. „A�r — Riverside county arar N .'i f' �' \' �•\ \+ � + +��`\ .,+ is ...1' �i • "�* �; � I; � � .,r .� + -...•' 1 .t;i '•... lti '• '• �'``!!�� ' e+ i'.! _..� Rainfall lsoplwials arlr— - ,. .,,,.J c +[ \'• \91''•\ i 1: \.....�-"...._ •'iiTfr i f'� • .in\ �••- r ' \` \ .— .'.” -...• 100 Yw Rakda Erma - U Houn l r:r` ........ ki am ;1 C+ aaawarAexS __ S� f• •�, � ����� '�`.,•�S''�: � „ , rte...... -• -• �. qjO !. f .L1:5 -•�- ... :.J.1 - + r' :.';I'+ +. % 1 "fir � DPW ff ,.. A ] 0 ] MIMa w 4 i e PA 100 96 Directions for Application: N- 8 (1) (1) From pieciplalan maps determine 6 M and 24 hr ampUntS 7 e for the seiecleU frequency. Those maps are included in the EOUATION County Hydrology Manual (10. 50. and 100 yr maps alciuded "0 1 = 7 44 P613-0.645 in the Drssyn and Procedure Manual) Intensity (uNv) (2) Adjust 6 hr precipitation (if necessary) so that it is within P6 = 6 -Hour PrecipllaWn (in) the range of 45% to 65% of the 24 hr precipitation (not 411 D = Duration (min) apphcaple to Desert) (3) Plot 6 hr precipitation on the fight side of the chart. 3.0 (4) Draw a line through the point parallel to me g f>o pa pbttetl Imes. I (5) This line is the mlensily- duration curve for the location being analyzed 20 Application Form: lal Selected frequency Year P � (6) p6 = 2_ in _ P24 .P 24 a k' 0 GD (c) Adjusted IS (2, = in rug 5.5 (d) ( x = min. _. - a.0 � :.G M 3.5 - 'r Note: This chart replaces the Inlensity- Durallon- Frequency n s _ 33 curves used since 1965. Ins 1 1.5 2 24 3 3.1 / 4.6 3 ss -.1 OD :. 20 j 8 2. 395 5.27 1 ft. 0 13,17 11 1511 7 2.12 115424 5.X 638 742 a48 9.54 1060 1166 1272 1 164 263 337 421 506 SOD fire 7,58 1 A 927 1011 1s 1.30 1 %2.59 ]24 369 451 519 584 649 713 7.761 .. j m ' -0N 1150 2.15 2.69 025 ]7, 471 415 539 593 6..61 it i. •- f l; i TS 091 146 167 2:19 260 321 3503 4231 4.87 5.17 58DI _.. .. .. .. I . ... . , 1 _. - 30 083 124 165 2.07 2. W 2.90 303 173 4.15 456 4.96 0069 103 13N 172 707 241 276 310 34S 179 4.13 1,0 SO 0G(• 0% I'S 149 1 74 200 239 769 2.96 128 3.58 I, Ur-�•�' 60 US] 01p 1p6 173 s- 186 2.12 279 245 792 718 90 U4, 061082 IW 1.211143 1611 1.64 204 2}v 246' . .. 1 120 D 34 051 061 045, : 02 1 19 136 f U 1 70 167 2.04 •.. • - :.. 150 0 29 044 0 SSI 073 066 103 1 18 I ]2 1,47 1.62 1.76 1 01 l 1 ..1 - - 11 110 O:W 0:19 C J 0.65 O 7a 011 101 1 18 1501 1 44 1 57 s 8 J 6 9'0 U. in 30 40 5C 2 7 a 240 D22 11.33 043 034 0.65 076 Bar 00 1.08 119 I,30I 6 ' Muwl9z Hours .� 310 019 028038 Os: O.W orb 076 0115. 994 141 1.1,11 Duralnn 310 0.17 0.25 0.33 041 0.60 056 067 075 0.64 0.92 100 - Intensity - Duration Design Chart - Template F I C U R� 3 -1 AS -_- F 1 G U R E Manning's Equation Nomograph 3 -7 A EQUATION: V = 1.49 R%s "� n 03 02 [so D.2 E 40 0.3 0.15 C 04 0.01 0.10 O.D9 ( 008 p5 0.07 006 O.DS `06 "' \ 0.9 0.02 003 1.0 O s 10 0.02 \ > `, N 7 003 '13 m8 6 nn�� p 8 tE O 0.04 0.01 OA09 O K 2 \+ m 5 tE N 0,008 Q�Q .p37'� d c W 0.05 W a 0.007 J / \ -4 O o.o06 a 3 / \ C7 006 to 0.005 p W 3 O M 0.07 0p�� 3 0 .V� 008 4 0.003 009 0.W2 5 2 0.10 fi 7 8 0.001 9 0.DD09 0.DD08 10 1.0 D 2 00007 0.9 a. 0.8 0.0005 0.7 0.0004 08 0.3 00003 20 0.5 0.4 GENERAL SOLUTION SOURCE. USOOT. FHWA, HDS -3 (1961) F 1 G U R E Manning's Equation Nomograph 3 -7 A EXISTING R UNOFF CONDITIONS PREPARED BY: UL . __ _ Al ITEM �aD BOUNDARY - - -- ISSTINGCONTOURS ------- -'i: -- LOT NUMBER IDT 144 EXISTING HOUSE BASIN AREA 0.025 AC NODE O ELEVATION FS= 341.20 E_OA PATH SUB -AREA BOUNDARY PROPOSED R UNOFF CONDITIONS PREPARED BY: Rs' �w —�.ul o - ,, — IV GRAPLIC _,._ IaAC. LBUEND \ BOUNDARY /� Q ( \}� � EX6 ➢NG CONTOURS _ 0 .155ac T \.J" `j'. \ LOt NUMBER < TAT 144 l , ExisnNa PROPERTY LINES — k E %ISnNG EASEMENT _ L EocE BE 1A1111T MANHOLE EXISnNC TIOG APHY . C TBRUNE -F5=89.50 EXSTING FENCE WALL AND RETAINING WgsL - 'y " EXISTING STARS - TG -88.65 k 80 5 EX '0 I 81:16 EXSTNA�OD=E 5 _AST. AREA _ NODE ELEVAnON FS= 341.20 \ FLOW PAT-h _ SUB —AREA �— - - ` PROPOSED WALL _ \ BUILDING FOOTPRINT £ CONCRETE (HARDSCAPE) - -t