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2004-9034 G �'�-''Y city O NGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering December 7, 2007 Attn: Wells Fargo Bank Attn: Jyoti Parekh 276 N. El Camino Real Encinitas, CA 92024 RE: Rancho Summit Development 3125 Camino del Rancho APN 260-620-76, 77 Grading Permit 9034-G Final release of security Permit 9034-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The Field Operations Division has approved the grading and finaled the project. Therefore, a full release in the security deposit is merited. Certificate of Deposit#7391125064, in the amount of 37, 403.50 may be released in entirety. The document original is enclosed. Should you have any questions or concerns, please contact Paul M. Dupree at(760) 633- 2808 or in writing, attention this Department. Sincerely, Paul M. Dupree 4ayLach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 C*N recycled paper p. T N + ? v x ET�G?tdEE?R_ t' �FE:f ICES %F�P"r!t :, _ 505 S tf U.�rr`p.I ENC1NITP_S . .F M T T PARCEL NO . yr � ' 10F 6 1 2I ADDRESS 1f" 1 M1T AVE RRNCHO S? kpIp O 'T ,,O P E P i APPLICANT NAME �Ft l�.'i. MF,ALTi G AbDRE'SS __ %i�?TNO w _ CITY : EN" F4 T'i'`RE J T+` ? 1RAG1��'spp%�� - �3.! '�:L L ;i CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT S' ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER:.--- STREET LOCATION: PERMIT NUMBER: CONTRACTOR: 'TELEPHONE: 2-/(v -bs /C- Cvn /0 30 019? SLZ f{rtnsoouT rl L /T rrS 4/scussf-L) . 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ZD /Oauk m14429 CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION: PERMIT NUMBER: CONTRACTOR: 'TELEPHONE: 7-43-0 Me-1- w roan rough g a�. asAwv' el .� w*eZ-S 0&- XC90C C� ✓'0 4rle ' ayes s E G/v� La,-7e Fol1 fJRCEL EXisT7NU sE/.c�E� i'Yif}i ,D�9,�ifcLAL. 7� wasm2LtV ,�QQues-f �/hlin �[9r� �4Cc, elear7, SHov�/ ov elrc�s� /-ew ,�ws NU wpGC_ /'!�a er��i 9rad� IC PC� C•X7'2 Pit Cone/qvi-t M rk a,, � M&CFi qdO 7�6 fit+¢ A" . B/6-05 Co�►pla ih f —rn m�5 . Motchado fv 4-he tJo,46 hc?5 !x*l GG'fE'Gr' L.Q/1.P rQ rLI�Q COit fi tu.�Pal AC'/ �O�'l[./a .52L<JCr-- GL d/S -*7 -/9-p� us E fp rbv 3 5c (d/e �i'�-�:,� o�-►b E��sr�N� w, VcP. cavtr � snps. •�. cs AAA0 aid cv&pac74-y , o `So;'s ec7i >,n s-,7z . oil-a o 6 aC,C/auia, t/CS fray -I-hGSP eQS ve l ack-pi !I Cert"6,!!Z-(. y. Fieo� -sons /�eivl orb s,i� T�77AIe, Gc)�c� 64 cCl c c +� 8 2Y o5' TEc 15EW F1c . M,57- r-&At Com417a0agl. 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N&L-S I .577•c.Z- n�oT .�!L�M% I'VI�.V��i-rn-1is cu S Krar Merl- StAZ- 5- i�7 ffL�ti� Tyr of c.� ,&fd.-7 14-1 A7 Al 43 pl_otj j� pez a. C . -74L �-7 0 !,= Lo urn Cc ` d� �� efP ,�,� C3/a c l f-&nj C o yoCk ) c K -/Z 7�A2 / m14429 � = city of ENGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering August 8, 2006 Attn: Wells Fargo Bank 276 North El Camino Real Encinitas, California 92024 RE: Rancho Summit Development 1470 Summit Avenue APN 260-620-76, 77 Grading Permit 9034-GI Partial release of security Permit 9034-GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved rough grade. Therefore, a release of a portion of the security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account# 7391124810 in the amount of$112,210.50. The document originals are enclosed. Should you have any questions or concerns,please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Since ly, Debra Geishart y L mbach Engineering Technici Finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Rancho Summit Development Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-36.33 TDD 760-633-2700 recycled paper - ENGINEERING SER VICES DFPAR TMENT - i" Capital Improvement Projects V (,Zt U . _ f District Support Services Encinitas Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering January 25, 2005 Attn: INSCO Insurance Services, Inc. 17780 Fitch Suite 200 Irvine, California 92614 RE: Mark R. and Randy R. Methven 02-215 APN 260-620-76,77 Grading Permit 9034-G Final release of security Permit 9034-G authorized earthwork, storm drainage, and erosion control, all needed to build the described project. This project has been sold and new bonds in place for this project. Therefore, release of the security deposit is merited. Performance Bond 8293455, in the amount of$119,691.00, is hereby fully exonerated. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. r Sincerely, Debra Geishart y Le bach Engineering Technician Finance Manager Subdivision Engineering Financial Services Cc: Jay Lembach,FinanceManager Methven,Randy and Mark Debra Geishart File Enc. t,u-r,i> -r,_,- r ',ul�.0 .. r�.r; Lrcini�a, .ilif�nr.a ,�'n F �U -i,�, recycled paper HYDROLOGY & HYDRAULICS for Construction Change in 1470 Summit Dr. Encinitas, CA 92024 9034-G Prepared by: Shamrock Environmental Design & Development 1811 Rock Springs Road San Marcos, CA 92069 Tel. (760) 480-6062 Fax. (760) 735-9459 Email: mailkshamrock.us.com QW�ESS/0 .lF Fn Ex - � �y 1 OF G CA postdev-hydrology base mapping C I Q-100 Desc AREA AREA *RUNOFF WEIGHTED PEAK Peak SF ACRES COEFFICIEN C X A INTENSITY Q-100 hse lot 1 3,823 0.088 0.95 0.0833758 6.7 0.56 cfs my dvwy 788 0.018 0.95 0.01718549 6.7 0.12 cfs street frontage 1,738 0.040 0.95 0.03790404 6.7 0.25 cfs common driveway 3,998 0.092 0.95 0.08719238 6.7 0.58 cfs house lot 3 2,241 0.051 0.95 0.04887397 6.7 0.33 cfs house lot 2 2,510 0.058 0.95 0.05474059 6.7 0.37 cfs Total of Area 15,098 0.347 0.95 0.32927227 6.7 2.21 cfs landscaped area 8,130 0.187 0.41 0.07652204 6.7 0.51 cfs Total Drainage area 23,228 0.533 0.73506657 2.72 cfs call it 2.7 cfs post development hydrology mapping *ASSUME SOIL TYPE"D" FOR ALL AREAS Therefore the peak flow increase is 2.7 cfs minus 2.4 cfs or 0.3 cfs at peak flow we'll use the County of San Diego's Rationals conversion to hydrograph and see what the storage volume looks like since the time of concentration is estimated to peak at 5 minutes with an intensity of 6.7 cfs at fully developed conditions we need to know when does the developed condition have a storm that will have an intensity that will yield the same Q-100 as the pre-developed condition 2.4 cfs 2.4 divided by 2.7 equals 0.89 TIMES 6.7 = 6.0 we now look for the times when the intensity is equal to 6.0 both pre&post peak create a triangle and the area under the curve is the storage volume keeping the same p-6 of 2.6 that equals 6 minutes therefore our storage volumes is one minute each side of the peak for a peak Q-100 difference of 2.7 cfs-2.4 cfs=0.3 cfs 0.3 cfs x 2minutes = 120 seconds = 36 cubic feet 36 cubic feet divided by sump area 830 sf=is one half inch deep which is encompassed by our need to desediment. We will keep the outlet cap 0.5'or 6"above the bottom to maximize desedimentation time and inlet will be 8"domed grated inlet pre-hydrology base mapping C I Q-100 Desc AREA AREA "RUNOFF WEIGHTEI PEAK Peak SF ACRES COEFFICIENT C X A INTENSI-P Q-100 Nly driveway 2,007 0.046 0.95 0.043771 6.7 0.29 Main House 2,769 0.064 0.95 0.060389 6.7 0.40 Sly Dvwy 1,068 0.025 0.95 0.023292 6.7 0.16 Entry/s/walk 221 0.005 0.95 0.00482 6.7 0.03 Rear Patio 1,057 0.024 0.95 0.023052 6.7 0.15 Pool Deck 1,657 0.038 0.95 0.036138 6.7 0.24 Rear House 1,160 0.027 0.95 0.025298 6.7 0.17 Street Frontage 1,142 0.026 0.95 0.024906 6.7 0.17 Total of Area 11,081 0.254 0.95 0.241666 6.7 1.62 landscaped area 12,147 0.279 0.41 0.114331 6.7 0.77 Total Drainage area 23,228 0.533 2.39 cfs call it 2.4 cfs post development hydrology mapping "ASSUME SOIL TYPE"D" FOR ALL AREAS Z 7 eF5. W OM41 ca 5� tfss,0� #V1\- Of CA1.e ' ************************************************************************ »»PIPEFLOW HYDRAULIC INPUT INFORMATION«« ---------------------------------------------------------------------------- PIPE DIAMETER(FEET)= 0.667 PIPE SLOPE(FEET/FEET)= 0.0600 PIPEFLOW(CFS)= 2.70 MANNINGS FRICTION FACTOR=0.013000 CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH(FEET)= 0.65 CRITICAL FLOW AREA(SQUARE FEET)= 0.347 CRITICAL FLOW TOP-WIDTH(FEET)= 0.185 CRITICAL FLOW PRESSURE+MOMENTUM(POUNDS)= 40.66 CRITICAL FLOW VELOCITY(FEET/SEC.)= 7.770 CRITICAL FLOW VELOCITY HEAD(FEET) = 0.94 CRITICAL FLOW HYDRAULIC DEPTH(FEET)= 1.88 CRITICAL FLOW SPECIFIC ENERGY(FEET)= 1.59 NORMAL-DEPTH FLOW INFORMATION: - --------------------------------------------------------------------- NORMAL DEPTH(FEET) 0.50 FLOW AREA(SQUARE FEET)= 0.28 FLOW TOP-WIDTH(FEET) = 0.577 FLOW PRESSURE+MOMENTUM(POUNDS)= 50.29 FLOW VELOCITY(FEET/SEC.)= 9.612 FLOW VELOCITY HEAD(FEET)= 1.435 HYDRAULIC DEPTH(FEET)= 0.49 FROUDE NUMBER= 2.428 SPECIFIC ENERGY(FEET)= 1.93 m Recording Requested By: City Engineer '�j )(,;,4 [,A 1 1 When Recorded Mail To: )F 7FJ;-E City Clerk City of Encinitas :3 4�) PM 505 South Vulcan Avenue Encinitas, CA 92024 For the benefit of the City of Encinitas COVENANT REGARDING REAL PROPERTY: . HOLD CITY HARMLESS FOR DRAINAGE Assessor's Parcel No.260-620-76&77 Project No. TPM 02-215 W.O. No. 9034-G A. Mark R. Methven and Randy R. Methven, husband and wife, as community property as an undivided 50% interest, and Mark R. Methven and Randy R. Methven. husband and wife community property with right of survivorship as to an undivided 50%interest, ("OWNER" hereinafter) is the owner of real property which is commonly known as 1470 Summit Avenue ("PROPERTY" hereinafter) and which is described as follows: EXHIBIT"A"ATTACHED HERETO AND MADE A PART HEREOF;and B. In consideration of TPM 02-215 By the City of Encinitas ("CITY" hereinafter), OWNER hereby covenants and agrees for the benefit of CITY, to do the following: See Attachment B that is attached hereto and made a part hereof. C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees and assigns of the respective parties. D. OWNER agrees that OWNER's duties and obligations under this Covenant are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the property tax bill of the PROPERTY any past due financial obligation owing to CITY by way of This Covenant. E. If either party is required to incur costs to enforce the provisions of this Covenant, the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorneys' fees, from the other party. F. Failure of OWNER to comply with the terms of this Covenant shall constitute consent to the filing by CITY of a Notice of Violation of Covenant. ACCEPTED AND AGREED: OWNERS (sign and print names and titles) Dated (Notarization of OWNER signature is attached.) ITY OF ENCINITAS Dated j/� �� by (Notarization not required) Peter Cota-Robles Director of Engineering Services EXHIBIT "A" Project No. TPM 02-215 Parcels 1 and 2 of Parcel Map No. 17754, in the City of Encinitas, County of San Diego, State of California, filed in the office of the County Recorder of San Diego County on September 16, 1996 as File No. 1996-471295 of Official Records ATTACHMENT B TO COVENANT REGARDING REAL PROPERTY: HOLD CITY HARMLESS FOR DRAINAGE TPM 02-215 OWNER'S DUTIES AND OBLIGATIONS 1. For claims that are alleged to have arisen, directly or indirectly, from drainage or runoff associated with the PROPERTY or the plans, design, construction or maintenance of OWNER' s improvements, OWNER unconditionally waives all present and future claims against CITY and CITY's officers, officials, employees, and agents. This waiver does not apply to claims that are alleged to have arisen out of the sole, active negligence or deliberate wrongful act of CITY. 2. It is further understood and agreed that all of OWNER'S rights under §1542 of the Civil Code of, the State of California and any similar law of any state or territory of the United States are hereby expressly'waived. 9 1542 reads as follows: 1542. Certain claims not affected by general release. A general release does not extend to claims, which the creditor does not know or suspect to exist in his favor at the time of executing the release, which if known by him must have materially affected his settlement with the debtor. 3. OWNER agrees to indemnify and hold CITY and CITY's officers, officials, employees and agents harmless from, and against any and all liabilities, claims, demands, causes of action, losses, damages and costs, including all costs of defense thereof, arising out of, or in any manner connected directly or indirectly with, any acts or omissions-of OWNER or OWNER's agents, employees, subcontractors, officials, officers or representatives. Upon demand, OWNER shall, at its own expense, defend CITY and CITY's officers, officials, employees and agents, from and against any and all such liabilities, claims, demands, causes of action, losses, damages and costs. OWNER' s obligation herein includes, but is not limited to, alleged defects in the plans, specifications and design of the improvements; but does not extend to liabilities, claims, demands, causes of action, losses, damages or costs that arise out of a defect in the plans, specifications or design that is a result of a change required by CITY to the OWNER's proposed plans, specifications or design so long as such change is objected to, in writing, by OWNER, and the writing is filed with the City Engineer more than ten days prior to the commencement of work. OWNER's obligation herein includes, but is not limited to, alleged defects in the construction of the improvements; alleged defects in the materials furnished in the construction of the improvements; alleged injury to persons or property; and any alleged inverse condemnation of property as a consequence of the design, construction, or maintenance of the improvements. By approving the improvement plans, specifications and design or by inspecting or approving the improvements, CITY shall not have waived the protections afforded herein-to CITY and CITY's officers, officials, employees and agents or diminished the obligation of OWNER who shall remain obligated in the same degree to indemnify and hold CITY and CITY's officers, officials, employees and agents, harmless as provided above. OWNER's obligation herein does not extend to liabilities, claims, demands causes of action, losses, damages or costs that arise out of the CITY's intentional wrongful- acts, CITY's violations of law, or CITY's sole active negligence. 4. OWNER hereby agrees not to develop in any manner the PROPERTY except as authorized by CITY's ordinances and then only in accordance with issued permits. Among other things, but without limitation, this shall prohibit the alteration of landforms, removal of vegetation and the erection of structures of any type, except as permitted or authorization by CITY. 5. This Covenant does not Preclude OWNER taking emergency, protective measures as approved by CITY. ALL-PURPOSE ACKNOWLEDGEMENT State of California. County of Morin SS On �' , d.00y before me, Rochelle Karter Notary Public, personally appeared : M,a.r tG Q Me-44,,j a.Kd personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. 0 Signature of NoiAry Rochelle Karter ROCHELLE KAR?EA Comm.N 1326850 tp Name of Notary N ?•� NOTARY PUBLIC CALIFORNIA - Marin County My Comm.Expire,Oct.26,2005`� Description of Attached Document: Title or Type of Document s Document Date Number of Pages �--- Signer(s) other than names above i�t.'t"Glr l'.�-a►.- (Ze6te.s Recording Requested by: City Engineer V,LNI When Recorded Mail To E: City Clerk T I m E P.M City of Encinitas 505 S. Vulcan Avenue Fnr-*n*tas. CA A9n94 COVENANT REGARDING REAL PROPERTY: PRIVATE IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY. Assessor's Parcel No. 260-620-76 & 77 Project No.:TPM 02-215 W.O.No. 9034-G A. Mark R. Methven and Randy R. Methven, husband and wife, as community property as an undivided 50% interest, and Mark R. Methven and Randy,R. Methven' husband and wife community property with right of survivorship as to an undivided 50% interest, (SUBDIVIDER" hereinafter) is the owner of real property which is commonly known as TPM 02-215 ("PROPERTY" hereinafter) and which is described as follows: See Exhibit A attached hereto and made a part hereof. B. The -tentative subdivision of :the PROPERTY was approved with the final approval subject to certain conditions requiring the construction of private improvements by SUBDIVIDER. SUBDIVIDER has applied for final approval of the subdivision but has not constructed the required private improvements. In consideration of the final approval of the subdivision of the PROPERTY by the City of Encinitas ("CITY" hereinafter), SUBDIVIDER hereby covenants and agrees for the benefit of CITY, to do the following: See Exhibit B which is attached hereto and made a part hereof. C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrances, successors, heirs, personal representatives, transferees and assigns of the respective parties. D. SUBDIVIDER agrees that SUBDIVIDER's duties and obligations under this Covenant are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the property tax bill of the PROPERTY any past due financial obligation owing to CITY by way of this Covenant. E. If either party is required to incur costs to enforce the provisions of this Covenant, the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorneys fees, from the other party. F. Failure of SUBDIVIDER to comply with the terms of this Covenant shall constitute consent to the filing by CITY of a Notice of Violation of Covenant. G. Upon SUBDIVIDER's satisfactory completion of SUBDIVIDER's duties and obligations contained herein, SUBDIVIDER may request and CITY shall execute a Satisfaction of Covenant. H. By action of the City Council, CITY may assign to a person or persons impacted by the performance of this Covenant, the right to enforce this Covenant against SUBDIVIDER. ACCEPTED AND AGREED: SUBDIVIDER/OWNER , I Dated -�Mark R. Methven / X"V I�r--- O Dated andy . Met n (Notarization of OWNER signature is attached.) CITY AF ENCI TAS V Vi— a By t"�- Dated PETER COTA-ROBLES Director of Engineering Services (Notarization not required) ATTACHMENT A TO COVENANT REGARDING REAL PROPERTY: PRIVATE IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY. PROJECT NO.TPM 02-215 PROPERTY DESCRIPTION Parcels 1 and 2 of Parcel Map No. 17754, in the City of Encinitas, County of San Diego, State of California, filed in the office of the County Recorder of San Diego County on September 16, 1996 as File No. 1996-471295 of Official Records ATTACHMENT B TO COVENANT REGARDING REAL PROPERTY: PRIVATE IMPROVEMENTS REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY. PROJECT NO.TPM 02-215 SUBDIVIDER'S DUTIES AND OBLIGATIONS Name of SUBDIVIDER: Mark R. Methven and Randy R. Methven Tract or Parcel Map Number:TPM 02-215 Name of subdivision: TPM 02-215 Resolution of Approval Number: 2004-02 Adopted: January 22, 2004 Estimated total cost of improvements: $ 146,462.00 1.0 IMPROVEMENTS REQUIRED 1.1 SUBDIVIDER agrees at SUBDIVIDER's own cost and expense to furnish all the labor, equipment and materials to perform and complete, in accordance with the plans and specifications and to the satisfaction and approval of the City Engineer, all of the private improvements referred to below: Grading plan and Improvement drawings no. 9034-G sheets 1 through 3 prepared by Shamrock Environmental Design and Development as approved by the City Engineer together with any subsequent amendments approved in writing by the City Engineer; on file with CITY in City Engineer's office and incorporated herein as though fully set forth at length. 1.2 Further, SUBDIVIDER agrees to perform the following Conditions: All improvements, conditions and work pursuant to Conditions of Approval for TPM 02-215 2.0 PROGRESS OF WORK 2.1 Time is of the essence with this Covenant. SUBDIVIDER shall commence substantial construction of the private improvements required by this Covenant no later than one year form the date of approval by the City Engineer and shall complete the private improvements no later than two years and three months from the date of said approval. In the event good cause exists, as determined by the City Engineer, the time for commencement of construction or completion of the private improvements hereunder may be extended. Any such extension may be granted without notice to SUBDIVIDER's Surety or Sureties, if any, and shall in no way affect the validity of this Covenant or release the Surety or Sureties on any security given f or the faithful performance of this Covenant. The City Engineer shall be the sole and final judge as to whether or not good cause has been shown to entitle SUBDIVIDER to an extension. As a condition of such extensions, the City Engineer may require SUBDIVIDER to furnish new security guaranteeing performance of this Covenant, as extended, in an increased amount as necessary to compensate for any increase in construction costs as determined by the City Engineer. 2.2 If any of the private improvements are to be constructed or installed on land not owned by SUBDIVIDER, no construction or installation shall be commenced prior to SUBDIVIDER demonstrating to CITY that SUBDIVIDER has acquired the appropriate property interests. 2.3 SUBDIVIDER shall, at SUBDIVIDER's expense, obtain all necessary permits and licenses for the construction of the private improvements and give all necessary notices and pay all fees and taxes required by law. 2.4 SUBDIVIDER shall notify the City Engineer in writing at least 15 days prior to the commencement of work hereunder. No construction work shall begin until authorized by CITY. 2.5 SUBDIVIDER shall not be entitled to obtain occupancy permits for the buildings constructed on any lot created by the subdivision until all required improvements have been provided to the satisfaction of the City Engineer. 2.6 SUBDIVIDER shall at all times maintain safe construction facilities, and provide safe access, for inspection CITY, to all parts of the work and to the shops wherein the work is in preparation. 2.7 SUBDIVIDER shall give good and adequate warning to the public to each and every existing danger relating to the construction of the private improvements, and shall protect the public from such dangers. 3.0 INSPECTION/APPROVAL OF IMPROVEMENTS 3.1 The City Engineer or his duly authorized representative, upon request of SUBDIVIDER, shall inspect, at SUBDIVIDER's expense the private improvements herein agreed to be constructed.and installed by SUBDIVIDER. If determined to be in accordance with applicable CITY standards and the other terms of this Covenant, the City Engineer shall approve the improvements. 3.2 SUBDIVIDER agrees to pay for each inspection of the improvements required by the City Engineer. 3.3 Approval of the private improvements by CITY, shall not constitute a waiver by CITY of any defects in the improvements. , 3.4 Until such time as the private improvements required by this Covenant are fully completed by SUBDIVIDER and approved by the City Engineer. SUBDIVIDER will be responsible for the care, maintenance, repair and replacement of such private improvements. 4.0 HOLD HARMLESS 4.1 SUBDIVIDER agrees to indemnify and hold CITY and CITY's officers, officials, employees, and agents harmless from, and against any and all liabilities. claims, demands. causes of action, losses, damages and costs, including all costs of defense thereof, arising out of, or in any manner connected directly or indirectly with, any acts or omissions of SUBDIVIDER or SUBDIVIDER's agents, employees, subcontractors, officials, officers or representatives. Upon demand. SUBDIVIDER shall, at its own expense, defend CITY and CITY's officers, officials, employees and agents, from and against any and all such liabilities, claims, demands, causes of action, losses, damages and costs. 4.2 SUBDIVIDER's obligation herein includes, but is not limited to, alleged defects in the plans, specifications and design of the private improvements; but does not extend to liabilities, claims, demands, causes of action, losses, damages or costs that arise out of a defect in the plans, specifications or design that is a result of a change required by CITY to SUBDIVIDER's proposed plans, specifications or design so long as such change is objected to, in writing, by SUBDIVIDER, and the writing is filed with the City Engineer more than ten days prior to the commencement of work. 4.3 SUBDIVIDER's obligation herein includes, but is not limited to, alleged defects in the construction of the private improvements; alleged defects in the materials furnished in the construction of the private improvements; alleged injury to persons or property; alleged inverse condemnation of property or a consequence of the design, construction, or maintenance of the work or the private improvements; and any accident, loss or damage to the work or the private improvements prior to the approval of the construction of the private improvements by CITY. 4.4 By approving the improvement plans, specifications and design or by inspecting or approving the private improvements, CITY shall not have waived the protections afforded herein to CITY and CITY's officers, officials, employees and agents or diminished the obligation of SUBDIVIDER who shall remain obligated in the same degree to indemnify and hold CITY and CITY's officers, officials, employees and agents, harmless as provided above. 4.5 SUBDIVIDER's obligation herein does not extend to liabilities, claims, demands, and causes of,action, losses, damages or costs that arise out of CITY's intentional wrongful acts, CITY's violations of law, or CITY's sole active negligence. 5.0 INSURANCE 5.1 SUBDIVIDER shall obtain and maintain a policy of motor vehicle liability, public liability, general liability and property damage insurance from an insurance company approved by CITY and authorized to do business in the State of California, in an insurable amount of not less than one million dollars ($1,000,000.00) for each occurrence. The insurance policy shall provide that the policy shall remain in force during the life of this COVENANT and shall not be cancelled, terminated, or allowed to expire without thirty- (30) days prior written notice to CITY from the insurance company. 5.2 CITY shall be named as an additional insured on SUBDIVIDER's policies. 5.3 SUBDIVIDER shall furnish certificates of said insurance to CITY prior to commencement of work under this AGREEMENT. 6.0 REPAIR, MAINTENANCE AND REPLACEMENT As a condition on the approval by CITY of the satisfactory construction of the private improvements, SUBDIVIDER shall prepare, have executed. and record a covenant, in a form satisfactory to CITY, whereby property owners who will be served by the private improvements will be obligated to provide for the repair, maintenance and replacement of the private improvements and to indemnify and hold CITY and CITY's officers, officials, employees and agents, harmless. 7.0 NOTICES 7.1 Any notices to be given under this COVENANT, or otherwise, shall be served by certified mail. 7.2 For the purposes hereof, unless otherwise provided in writing by the parties hereto, the address of CITY and the proper person to receive any such notice on its behalf is: City Engineer City of Encinitas 505 S. Vulcan Avenue Encinitas, CA 92024 And the address of SUBDIVIDER and the proper person to receive any such notice on Its behalf is: Mark R. Methven and Randy R. Methven 1106 Second Street# 120 Encinitas, CA. 92024 8.0 SUBDIVIDER's CERTIFICATION OF AWARENESS OF IMMIGRATION REFORM AND CONTROL ACT OF 1986 SUBDIVIDER certifies that SUBDIVIDER is aware of the requirements of the Immigration Reform and Control Act of 1986 (8 USC SS 1101-1525) and will comply with these requirements, including but not limited to verifying the eligibility for employment of all agents, employees, subcontractors and consultants that are included in, satisfy the duties and obligations contained herein. 9.0 GENERAL PROVISIONS 9.1 Neither SUBDIVIDER nor any of SUBDIVIDER's agents or contractors are or shall be considered to be agents of CITY in connection with the performance of SUBDIVIDER's duties and obligations under this Covenant. 9.2 Sale or other disposition of the PROPERTY will not relieve SUBDIVIDER from the duties and obligations set forth herein. 9.3 SUBDIVIDER shall provide the improvements as an independent contractor and in pursuit of SUBDIVIDER's independent calling, and not as an employee of CITY. SUBDIVIDER shall not be under control of CITY except as to the result to be accomplished. SUBDIVIDER may confer with CITY as required to perform this Covenant. 9.4 No verbal agreement or conversation with any officer, official, agent or employee of CITY, either before, during or after the execution of this Covenant, shall effect or modify any of the terms or obligations herein contained. ALL-PURPOSE ACKNOWLEDGEMENT State of California. County of Marin ss . On /G, aooy before ee, Rochelle Kanter Notary Public, personally appeared : Mar jVT� t��cvti personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Si of N ature otary =- ROCNELLE KAATEA Comm.11326850 PocheUe Kanter rn • NOTARY PUBLIC N Alas County Name of Notary My Comm.Expires Oct.76,22000�5A Description of Attached Document: Title or Type of Document : Document Date l Number of Pages Signer(s) other than names above (°it'e.�. rA-rc4 — leo 61*-S Recording Requested By: City Engineer OF FiCE When Recorded Mail to: F- 3 45 M City Clerk City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 SPACE . PRIVATE ROAD MAINTENANCE AGREEMENT FOR 02-215 TPM/DR/CDP Assessor's Parcel No. 260-620-76&77 ProjectNo. 02-215 TPM/DR/CDP W.O.No.: 9034-G THIS AGREEMENT for the maintenance and repair of that certain private road easement, the legal description and./or plat of which is set forth in Exhibit B attached hereto and made.a part hereof, is entered into by Mark R. Methven and Randy R. Methven, husband and wife, as community property as an undivided.50% interest, and Mark R. Methven and Randy R. Methven, husband and wife community property with right of survivorship as to an undivided 50% interest (hereinafter referred to as "Developer") for the benefit of future subdivision lot owners who will use the private road easement (hereinafter referred to as "lot owners",. which shall include the Developer to the extent the Developer retains any ownership interest in any lot or lots). WHEREAS, this Agreement is required as a condition of approval by the City of Encinitas of a subdivision project as defined in Section 21065 of the Public Resources code and pursuant to City of Encinitas Municipal Code Section 24.16.060 and Section 24.29.040; and WHEREAS, Developer is the owner of certain real property being subdivided and developed as 02-215 TPM/DR/CDP that will use and enjoy the benefit of said road easement(s). A complete legal description of said real property is attached, labelled Exhibit A and incorporated by reference. Said real property is hereinafter referred to as the,"property";and WHEREAS, it is the desire of the Developer that said private road be maintained in a safe and usable condition by the lot owners; and WHEREAS, it is the desire of the Developer to establish a method for the maintenance and repair of said private road easement and for the apportionment of the expense of such maintenance and repair among existing and future lot owners; and WHEREAS, it is the intention of the Developer that this Agreement constitute a covenant running with the land, binding upon each successive lot owner of all or any portion of the property. NOW THEREFORE, IT IS HEREBY AGREED AS FOLLOWS: .1. The property is benefited by this Agreement, and present and successive lot owners of all or any portion of the property are expressly bound hereby for the benefit of the land. 2. The cost and expense of maintaining the private road easement shall be divided equally among the subdivided parcels created in the subdivision and paid by the lot owner of the heirs, assigns and successors in interest or each such owner. 3. In the event any of the herein described parcels of land are subdivided further, the lot owners, heirs, assigns. and successors in interest of each such newly created parcel shall be liable under this Agreement for their then pro rata share of expenses and such pro rata shares of expenses shall be computed to reflect such newly created parcels. 4. The repairs and maintenance to be performed under this Agreement shall be limited to the following unless the consent for additional work is agreed to by a majority vote of the lot owners owning 100% of the number of parcels, including subdivisions thereof as described in Paragraph 3 above: reasonable and normal road improvement and maintenance work to adequately maintain said private road easement to permit all-weather access and conveyance of storm flows. Repairs and maintenance under this Agreement shall include, but is not limited to, filling of chuckholes, repairing cracks, repairing and resurfacing of roadbeds, repairing and maintaining drainage structures, removing debris, maintaining signs, markers, striping and lighting, if any, and other work reasonably necessary and proper to repair and preserve the easement for all-weather road purposes. 5. If there is a covenant, agreement, or other obligation imposed as a condition of subdivision approval to make private road improvements to the private road easement, the obligation to repair and maintain the private road easement as herein set forth shall commence when the private road improvements have been completed and approved by the City. 6. Any extraordinary repair required to correct damage to said road easement that results from action taken or contracted for by lot owners or their successors in interest shall be paid for by the party taking action or party contracting for work which caused the necessity for the extraordinary repair. The repair shall be such as to restore the road easement to the condition existing prior to said damage. 7. It is agreed that Developer is initially the agent to contract and oversee and do all acts necessary to accomplish the repairs and maintenance required and/or authorized under this Agreement. Developer further agrees that the agent may at any time be replaced at the direction of a majority of the lot owners. Repair and maintenance work on the private road easement shall be commenced when a majority of the lot owners agree in writing that such work is needed. The agent shall obtain three bids from licensed contractors and shall accept the lowest of said three bids and shall then initiate the work. The agent shall be paid for all costs incurred including a reasonable compensation for the agent's services, and such costs shall be added to and paid as a part of the repair and maintenance costs; provided, however, that compensation for the agent's services shall in no event exceed an amount equivalent to 10% of the actual cost of repairs and maintenance performed. In performing his duties, the agent, as he anticipates the need for funds, shall notify the parties and each party shall within forty-five (45) days pay the agent, who shall maintain a trustee account and also maintain accurate accounting records which are to be available for inspection by any party or authorized agent upon reasonable request. All such records shall be retained by the agent for a period of five years. 8. Should any lot owner fail to pay the pro rata share of costs and expenses as provided in this Agreement, then the agent or any lot owner or owners shall be entitled without further notice to institute legal action for the collection of funds advanced on behalf of such lot owner in accordance with the provisions of California Civil Code Section 845, and shall be entitled to recover in such action in addition to the funds advanced, interest thereon at the current prime rate of interest, until paid, all costs and disbursements of such action, including such sum or sums as the Court may fix as and for a reasonable attorneys fees. 9. Any liability of the lot owners for personal injury to the agent hereunder,or to any worker employed to make repairs or provide maintenance under this Agreement, or to third persons, as well as any liability of the lot owners for damage fo the property of agent, or any such worker, or of any third persons, as a result of or arising out of repairs and maintenance under this Agreement, shall be borne, as between the lot owners in the same percentages as they bear the costs and expenses of such repairs and maintenance. Each lot owner shall be responsible for and maintain his own insurance, if any. By this Agreement, the Developer does not intend to provide for the sharing of liability with respect to personal injury or property damage other than that attributable to the repairs and maintenance undertaken under this Agreement. Each of the lot owners agrees to indemnify the others from any and all liability for injury to himself or damage to his property when such injury or damage results from, arises out of, or is attributable to any maintenance or repairs undertaken pursuant to this Agreement. 10. Lot owners shall jointly and severally defend and indemnify and hold harmless City, City's engineer and its consultants and each of its officials, directors, officers, agents and employees from and against all liability, claims, damages, losses, expenses, personal injury and other costs, including costs of defense and attorney's fees, to the agent hereunder or to any lot owner, any contractor, any subcontractor, any user of the road easement, or to any other third persons arising out of or in any way related to the use of, repair or maintenance of, or the failure to repair or maintain the private road easement. Nothing in the Agreement, the specifications or other contract documents or City's approval of the plans and specifications or inspection of the work is intended to include a review, inspection acknowledgement of a responsibility for any such matter, and City, City's engineer and its consultants, and each of its officials, directors, officers, employees and agents, shall have no responsibility or liability therefore. 11. The foregoing covenants shall run with the land and shall be deemed to be for the benefit of the land of each of the lot owners and each and every person who shall at anytime own all or any portion of the property referred to herein. 12. It is understood and agreed that the covenants herein contained shall be binding on the heirs, executors, administrators, successors, and assignees of each of the lot owners. 13. It is the purpose of the signatories hereto that this instrument be recorded to the end and intent that-the obligation hereby created shall be and constitute a covenant running with the land and any subsequent purchaser of all or any portion thereof, by acceptance of delivery of a deed and/or conveyance regardless of form, shall be deemed to have consented to and become bound by these presents, including without limitation, the right of any person entitled to enforce the terms of this Agreement to institute legal action as provided in Paragraph 8 hereof, such remedy to be cumulative and in addition to other remedies provided in this Agreement and to all other remedies at law or in equity. 14. The terms of this Agreement may be amended in writing upon majority approval of the lot owners and consent of the City. 15. This Agreement shall be governed by the laws of the State of California. In the event that any of the provisions of this Agreement are held to be unenforceable or invalid by any court of competent jurisdiction, the validity, and enforceability of the remaining provisions shall not be affected thereby. 16. If the Property constitutes a "Common Interest Development" as defined in California Civil Code Section 1351(c) which will include membership in or ownership of an "Association" as defined in California Civil Code Section 1351(a), anything in this Agreement to the contrary notwithstanding, the following provisions shall apply at and during such time as (i) the Property is encumbered by a "Declaration" (as defined in California Civil Code Section 1351(h), and (ii) the Common Area of the property (including the private road easement) is managed and controlled by an Association: (a) The Association, through its Board of Directors, shall repair and maintain the private road easement and shall be deemed the "agent" as referred to in Paragraph 7 above. The Association, which shall not be replaced except by amendment to the Declaration, shall receive no compensation for performing such duties. The costs of such maintenance and repair shall be assessed against each owner and his subdivision interest in the Property pursuant to the Declaration. The assessments shall be deposited in the Association's corporate account. (b) The provisions in the Declaration which provide for assessment liens in favor of the Association and enforcement thereof shall supersede Paragraph 8 of the Agreement in its entirety. No individual owners shall have the right to alter, maintain or repair any of the Common Area (as defined in California Civil Code Section 1351(b) in the Property except as may be allowed by the Declaration. (c) This Agreement shall not be interpreted in any manner which reduces or limits the Association's rights and duties pursuant to its Bylaws and Declaration. IN WITNESS WHEREOF, the parties have executed this Agreement on the L day of U`C N� , 2004. Developer: (Print name:) (Print name:) Signature of DEVELOPER must be notarized. Attach the appropriate acknowledgement. 5 ATTACHMENT"A" PROJECT NO.TPM 02-215 Parcels 1 and 2 of Parcel Map No. 17754, in the City of Encinitas, County of San Diego, State of California, filed in the office of the County Recorder of San Diego County on September 16, 1996 as File No. 1996-471295 of Official Records L , EXH I BIT"'3" M N22'40'45V 100.28' 80.30' "W (R) — —— 19.97' —D-11'24'11" R=100' L=19.90' ,,, 99 I N 22'40'53" W (R) i Z w J I E lomoaf i a CA��E i<� a 0 9,772 SF GROSS i� I�w a 8.053 SF NET `J o I w :o M o I — IQaLo °rnl i>w ;� Q Iaw� N Io� Q � w icn ° J I° Dz � M _ N 22'40'53' W (R,— o o a o ' D=90'00 00 �a Q a Q i N 2x40 53 W (R) � " 1 I — ———— -7 R=20' L=31.42' 2.00' 38.00' N o . 14 N 22'40'53" W 40.00' rn �, I �,• , 1 �5'� 5951 04 i W w I N��.•O°� 1 -- 42_95'-- o 1 —7 919 1 1 I CA 1 PROPOSED 16' z z I 1 1 PRIVATE ROAD, 1 1 DRAINAGE, AND 1 UTILITIES EASEMENT I 1 1� TO BE GRANTED TO I 4,719 SF GROSS=NEf 1 /o PARCEL 3 AT THE i 1 1V'- TIME OF SALE OF 14, PARCEL 2 OR 3 I b ( � ) m 1 �I 5,457 SF GROSS 1I0 4.793 SF NET 010 co 1 !n O I 1 1 0 200 60 80 1 1 1 i 1 j GRAPHIIC SCALE 1-=20' LEGAL DESCRIPTION THAT PORTION OF PARCELS 1 AND 2 OF PARCEL MAP NO 17754, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, FILED IN THE OFFICE OPF THE COUNTY NRECORDER OF SAN DIEGO COUNTY ON SEPTEMBER 16, 1996 AS FILE NO 1996471295 OF OFFICIAL RCEORDS MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGININNING AT THE MOST NORTHEASTERLY CORNER OF PARCEL 2;THENCE S67 019107"W ALONG THE EASTERLY BOUNDARY OF SAID MAP 106.00 FEET;THENCE LEAVING SAID LINE N22 040'53"W PERPENDICULAR TO SAID BOUNDARY 42.95 FEET TO A POINT OF INTERSECTION WITH A LOT LINE TO BE CREATED PER TPM 02-215 THENCE N77 046'51"E ALONG THAT FUTURE LOT LINE 16.27' TO A POINT OF INTERSECTION OF ALL THREE LOTS; THENCE S 22 040'53"E 2.00 FEET ALONG THE FUTURE LOT LINE TO THE BEGINNING OF A TANGENT CURVE HAVING A RADIUS OF 20 FEET CONCAVE NORTHERLY,THENCE NORTHEASTERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 90 000'00" AN ARC LENGTH OF 31.42' TO A TANGENT;THENCE N67 019'07"E A DISTANCE OF 50.23 FEET TO THE BEGINNING OF A TANGENT CURVE HAVING A RADIUS OF 100' CONCAVE WESTERLY; THENCE ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 11024'11" AN ARC LENGTH OF 19.90'TO A NON-TANGENT POINT OF INTERSECTION WITH THE SOUTHWESTERLY RIGHT OF WAY OF SUMMIT AVE.;THENCE S22°40'45"E ALONG SAID RIGHT OF WAY A DISTANCE OF 19.97' TO THE POINT OF BEGINNING. / 99 -' -30-04 OF CAt ALL-PURPOSE ACKNOWLEDGEMENT State of California. County of Merin } ss . On apoy before me, Rochelle 1 arter Notary Public, personally appeared : �a� Ic 8► .�,��,� Q,,,a /��_(Z.A'l 4Wt#V personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. o Si nature of Not ry Rochelle Karter _ � RoCHEILE KARTER Comm.'1326850 ►n Name of Notary NOTARY PUBLIC-CALIFORNIA u' Mario County My Comm.Expires Oct.28, Description of Attached Document: Title or Type of Document ir� R nod_(y -r�,,,,i_, Document Date Number of Pages tD Signer(s) other than names above (jVLNT A I DE ON L s.i 2W4 Recording Requested by: �4L-(-,OPUEH City Engineer When Recorded Mail To: ;41; Py City Clerk City of Encinitas 505 South Vulcan Avenue Encinitas , CA 92024 SP. COVENANT REGARDING REAL PROPERTY WAIVER OF PROTEST TO ASSESSMENTS Assessor' s Parcel Number: 260-620-76,77 Proj ectNo. 02-215 TPM/DR/CDP/ A. Mark R. Methven and Randy R. Methven, husband and wife as community property as an undivided 50% interest, and Mark R. Methven and Randy R. Methven, husband and wife community property with right of survivorship as to an undivided 50% interest, ("OWNER" hereinafter) is the owners of real property ( "PROPERTY" hereinafter) and which is legally described as follows : See Attachment "All which is attached hereto and made a part hereof. ' B. In consideration of 02-215 TPM/DR/CDP/ OWNER hereby covenants and agrees for the benefit of CITY, to do the following: No protest shall be made by the owners to any proceedings for the installation or acquisition of street improvements, including undergrounding of utility lines, under any special assessment 1911 or the Municipal Improvement Act of 1913 , or any other applicable state or local law, and whether processed by the City of Encinitas or any other governmental entity having jurisdiction in the matter and for the purposes of determining property owners support for same. C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees and assigns of the respective parties . D. OWNER agrees that OWNER' s duties and obligations under this Covenant are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the property tax bill of the PROPERTY any past due financial obligation owing to CITY by way of this Covenant . G: \Tamara\word\Covenants\WaiverAss\02-215 PM 9034-G Methven Summit Ave. . doc E. If either party is required to incurs costs to enforce the provisions of this Covenant, the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorney' s fees, from the other party. F. Failure of the OWNER to comply with the terms of this Covenant shall constitute consent to the filing by CITY of a Notice of Violation of Covenant . G. Upon OWNER' s satisfaction of OWNER' s duties and obligations contained herein, OWNER may request and CITY shall execute a "Satisfaction of Covenant" . H. By action of the City Council, CITY may assign to a person or persons impacted by the performance of this Covenant, the right to enforce this Covenant against OWNER. ACCEPTED GREED: O '1ER\ 1 , Dated �( Z�4 Dated t 12-0 OL/ (Notarization of OWNER signature is attached) T F N IT Dated L >1 by (Notarization not re uired) Peter Cota-Robles, Director of Engineering Services G: \Tamara\Word\Covenants\WaiverAss\02-215 PM 9034-G Methven Summit Ave. .doc ATTACHMENT"A" PROJECT NO.TPtiI 02-215 Parcels 1 and 2 of Parcel Map No. 17754, in the City of Encinitas, County of San Diego, State of California, filed in the office of the County Recorder of San Diego County on September 16, 1996 as File No. 1996-471295 of Official Records ALL-PURPOSE ACKNOWLEDGEMENT State of California. County of Marin J ss . On 0,44,c, /4 4 d.00 Y before mhelleKaner Notary Public, personally appeared : mark r, tYle+h�e,.L y & qty ,JG J personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. S nature of Notar _em ROCHELLE KARTER Rochelle Karter _ _ Comm./1326850 r� Name of Notary N NOTARY PUBLIC•CAUFOANIA v' Llarin County Comm.Expirot Oct.26.2005`+ Description of Attached Document: Title or Type of Document Document Date / Number of Pages_Q Signer(s) other than names above Col A.-ft jl c Recording Requested By: City Planner 4 u9 30K,2 C()H D E 0F DEk'S OFFICE When Recorded Mail To: T I N1 E 3 45 City Clerk City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 SPAC- COVENANT REGARDING REAL PROPERTY FUTURE PARK,TRAFFIC,AND FLOOD CONTROL FEES Assessor's Parcel Number: 260-620-76,77 Project No. TPM 02-215 Work Order 9034-G A. Mark R. Methven and Randy R. Methven, husband and wife, as community property as an undivided 50% interest, and Mark R. Methven and Randy R. Methven, husband and wife community property with right of survivorship as to an undivided 50% interest, ("OWNER" hereinafter) are the owners of real property ("PROPERTY" hereinafter) and which is legally described as follows: Exhibit"A" attached hereto and made a part hereof. B. In consideration of Final Map approval for the above referenced project by the City of Encinitas ("CITY" hereinafter), OWNER hereby covenants and agrees for the benefit of CITY, to do the following: See Attachment "B" which is attached hereto and made a part hereof. C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees and assigns of the respective parties. D. OWNER agrees that OWNER's duties and obligations under this Covenant are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the property tax bill of the PROPERTY any past due financial obligation owing to CITY by way of this Covenant. E. If either party is required to incur costs to enforce the provisions of this Covenant, the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorneys fees, from the other party. F. Failure of the OWNER to comply with the terms of this Covenant shall constitute consent to the filing by CITY of a Notice of Violation of Covenant. G. Upon OWNER's satisfaction of OWNER's duties and obligations contained herein, OWNER may request and CITY shall execute a"Satisfaction of Covenant". H. By action of the City Council, CITY may assign to a person or persons impacted by the performance of this Covenant, the right to enforce this Covenant against OWNER. ACCEPTED AND AGREED: OWNER ark R. Methven Date. ndy R. Met en Date ATTACH NOTARY HERE CITY OF ENCINITAS Dated �' Z-> by (Notarization not required) T Bill Weedman, City Planner ATTACHMENT "A" TO COVENANT REGARDING REAL PROPERTY PROJECT NO. TPM 02-215 Parcels 1 and 2 of Parcel Map No. 17754, in the City of Encinitas, County of San Diego, State of California, filed in the office of the County Recorder of San Diego County on September 16, 1996 as File No. 1996-471295 of Official Records PROPERTY DESCRIPTION ATTACHMENT "B" TO COVENANT REGARDING REAL PROPERTY PROJECT NO. TPM 02-215 OWNER'S DUTIES AND OBLIGATIONS A. In accordance with Municipal Code Chapter 23.98 in effect at time of fees being paid, park fees for the development shall be paid prior to Final Occupancy approval. B. In accordance with the Municipal Code Chapter 23.94 in effect at time of fees being paid, traffic fees for the development shall be paid prior to Final Occupancy approval. C. In accordance with the Municipal Code Chapter 23.96 in effect at time of fees being paid, flood control fees shall be assessed and collected during the building permit processing prior to the construction of any impervious surfaces. ALL-PURPOSE ACKNOWLEDGEMENT State of California. I County of Marin ss On A ,c.�uaz' /G a.ocy befo er , Rochel a Karter Notary Public, personally appeared personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Sig ature of Notary Rochelle Kanter Name of Notary RMiLLE KARTER rrnn Comm.11326850 JJ�� V! �`� NOTARY PUBLIC-CALIFORNIA Y! Nevin County My Comm.Expires Oct.26,2005" Description of Attached Document: Title or Type of Document 2E I. Q4A4 Document Date Number of Pages__ a Signer(s) other than names above S;i j COAST GEOTECHNICAL CONSULTING ENGANEERS AND GEOLOGIST", December 12, 2005 Ron Blackburn 1470 Summit Avenue Encinitas, CA 92024 Re: FIELD MEMO Utility Trench Backfill 1470 Summit Avenue Encinitas, California Dear Mr. Blackburn: In response to your request, we have performed field density testing on the subgrade deposits and Class 2 base materials in the utility trench within Summit Avenue. Field density tests were performed in accordance with ASTM D 1556. The utility trench contractor — was Pacific Coast Grading. Trench backfill was compacted by hand operated compaction equipment. The results of our field density testing suggest that the subgrade deposits and Class 2 base materials were compacted to a minimum of 95 percent of the laboratory maximum dry density. _ 779 ACAI>EMY DRIVI: • SOI.ANA LEACH, CALIFORNIA 92075 (858) 755-4622 • FAX (858) 755-9126 Coast Geotechnical December 12,2005 W.O. P-481125 Page 2 If you have any questions,please do not hesitate to contact us at(858) 755-8622. This opportunity to be of service is greatly appreciated. Respectfully submitted, `' " . COAST GEOTECi ,��1 �, 2100 ``� F EXp. x,31-0b ~�, Mark Burwell, C.E. CERMIED ENGINEERING Engineering Geologi GEOLOGIST \� a OF CAI�FoP Enclosure: Field and Laboratory Test Results FIELD AND LABORATORY TEST RESULTS TABLE I Field Dry Density and Moisture Content Moisture Dry Relative Test Test Max.Dry Content Density % Date No. Location Density % (pcf) Compaction 10/19/05 1 Subgrade 128 . 0 6 . 9 125 . 2 98 10/19/05 2 Subgrade 142 . 0 6 . 1 139 . 4 98 P-481125 REPORT OF GRADING OBSERVATION, SOIL TESTING AND GEOTECHNICAL ENGINEERING Summit at Encinitas 3-Lot Subdivision 1470 Summit Avenue Encinitas, California JOB NO. 02-8321 28 March 2005 Prepared for: Rancho Summit Development c/o R & R Custom Builders Attn: Mr. Ron Blackburn 4rplE-j j GEOTECHNICAL EXPLORATION, INC. SOIL&FOUNDATION ENGINEERING - GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT - ENGINEERING GEOLOGY 28 March 2005 Rancho Summit Development Job No. 02-8321 c/o R & R Custom Builders 3183 Lone Jack Road Encinitas, CA 92024 Attn: Mr. Ron Blackburn Subject: Rel2ort of Grading Observation, Soil Testing and Geotechnical Engineering Summit at Encinitas 3-Lot Subdivision 1470 Summit Avenue Encinitas, California Dear Mr. Blackburn: As requested, Geotechnical Exploration, Inc., hereby submits the following report summarizing our work and test results, as well as our conclusions and recommendations concerning the subject project. A representative of our firm observed the recently completed rough grading operation and tested the fill soils that were removed and recompacted during the preparation of the building pads and fill areas of the 3-lot subdivision. The grading described herein consisted of removing and recompacting on site loose soils in the described where the 3 lots will receive new residential construction. The grading was observed and/or tested between February 24 and March 8, 2005. SCOPE OF WORK The scope of work of our services included: 7-120 TRADE STREET - SAM DIEGO, CA 92121 - (858) 549-7222 - FAX- (858)549-1604 - E-MAIL: geotech @ixpres.ccm Summit at Encinitas Job No. 02-8321 Encinitas, California Page 2 1. Observations during rough grading of the site. 2. Performing field density tests in the placed and compacted fill. 3. Performing laboratory tests on representative samples of the fill material. 4. Providing professional opinions, conclusions, and recommendations regarding the observed grading and the pending work. GENERAL SITE INFORMATION The property, consisting of approximately 0.45-acre, is located at 1470 Summit Avenue, in the City of Encinitas, of the County of San Diego (See Figure No. I). The property is bordered on the north and south by similar single family residences at approximately the same elevation, on the east by Summit Avenue, and on the west by a residential property at a lower elevation (See Figure No. II). Prior to this grading, the property sloped gently to moderately down to the west from an elevation of approximately 153 feet above mean sea level (AMSL) near the eastern perimeter of the property, to 132 feet AMSL along the western perimeter of the property. Precise mapped survey information concerning actual elevations after rough grading was not available at the time of this report preparation. However, we assume that the reached graded elevations are approximately the ones planned on the grading plan for the project. Approximate elevations during grading were obtained by our representative based on stake elevations extrapolated with a hand level. 454 1. Summit at Encinitas Job No. 02-8321 Encinitas, California Page 3 Existing structures on the site prior to this grading included two residential structures. One was a two-story multi-dwelling structure at the eastern half of the property, and the other was single-story structure at the southwestern portion of the property. A swimming pool was situated north of and adjacent to the southwestern single-story structure. The existing improvements were demolished and the debris exported before our grading observations started. During grading a cesspool circular pit was uncovered and the void was properly backfilled with sand- cement slurry, and capped with properly compacted soils. Existing vegetation prior to grading consisted of a few mature trees, decorative shrubs, ornamental landscaping and lawn grass. The previously described areas have been prepared to receive the proposed three new residences, which will be up to two stories in height. It is our understanding that the structures will be built in conformance with the California Building Code, utilizing conventional-type foundations, footings, and building materials. A Plot Plan illustrating the approximate location of all our tests taken throughout the grading operation is enclosed as Figure No. II. Work that remains to be completed and that will require our observations and/or testing include any retaining wall backfill, trench backfill, and final sub-grade and base preparation of areas to receive pavement. FIELD OBSERVATIONS Periodic tests and observations were provided by a representative of Geotechnical Exploration, Inc. to check the grading contractor's (Myke Lloyd Grading) compliance with the grading specifications. The presence of our field representative was to provide to the client a continuing source of professional advice, opinions, and l- Summit at Encinitas Job No. 02-8321 Encinitas, California Page 4 recommendations based upon the field representative's observations of the contractor's work, and did not include any superintending, supervision, or direction of the actual work of the contractor or the contractor's workers. Our visits were made on request of the contractor's representative. The grading operation was observed to be performed in the following general manner: 1. Prior to placing any compacted fill, the areas to be graded were cleared of surface trash, miscellaneous debris, and/or vegetation, and hauled off-site. 2. Uncompacted fills, soft or disturbed materials, and/or unsuitable soils were removed to expose competent ground. The removed material in the building pad areas was typically extended to a depth of at least 3 feet below existing grade, and to approximately the property lines, as shown in Figure No. II. The soils in areas to receive exterior improvements were also compacted, but due to construction activities they will become disturbed and will require recompaction effort before concrete is placed on final subgrade. 3. The exposed ground surface was scarified at least 6 inches and uniformly recompacted prior to placement of compacted soil. 4. Areas to receive compacted fill were, in general, observed and evaluated by our field representative prior to placing compacted fill. A keyway was dug at the western end of the property before fill on a slope was placed. The keyway was dug at least 2 feet into formational soils, and was observed to be at least 12 feet wide. A cesspool pit uncovered during the rough grading operation was measured to be 31/2 feet in diameter by 23 feet in depth. The cesspool was backfilled with sand-cement slurry grout, and have been 611. 1- Summit at Encinitas Job No. 02-8321 Encinitas, California Page 5 capped with properly compacted soil (see Figure No. II for its approximate location). 5. Soils approved for use in the compacted till were placed in horizontal layers not exceeding approximately 8 to 10 inches in loose thickness. 6. Fill material was watered or dried at or near optimum moisture content, and mixed prior to compaction. 7. The soils utilized in the grading operation were from on-site and consisted primarily of red-brown, silty sand. 8. Fill materials were tested at specific test locations and found to be compacted to at least 90 percent of Maximum Dry Density. The swimming pool excavation was backfilled with soils that were measured to be compacted to at least to 95 percent relative compaction when placed below the upper two feet. Swimming pool backfill soils were measured to be compacted to at least 90 percent of maximum dry density in the upper 2 feet. 9. Compaction was achieved by drying or wetting the soil, mixing it and rolling it with heavy construction equipment such as a Cat D-4 and a Cat D-6 dozers, and a skip loader. 10. Field density tests were taken at the approximate locations shown on the plot plan (Figure No. II). GH Summit at Encinitas Job No. 02-8321 Encinitas, California Page 6 TESTS Field density tests were performed in accordance with ASTM D2922. Maximum density determinations were performed in accordance with ASTM D1557. The relative compaction results, as summarized on Figure No. III, are the ratios of the field densities to the laboratory Maximum Dry Densities, expressed as percentages. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon our analysis of all data available from the testing of the soils compacted on this site. Our observations of the grading operation (while in progress), our field and laboratory testing of the typical bearing soils, and our general knowledge and experience with the natural-ground soils and recompacted fill soils on this site were utilized in conducting our services. A. General Grading 1. The soils utilized in the grading operation were from existing on-site soils that were removed and recompacted. The soils consisted primarily of red brown silty sands. Soils of this type are considered very low to low expansive, as - measured per simple visual inspection. 2. During the grading operation, the natural-ground soils were exposed (where necessary) and properly prepared to receive the fill soils. The fill soils were placed, watered, compacted, and then tested at specific test locations, and were found to be compacted at the tested locations to at least 90 percent of Maximum Dry Density, in accordance with the requirements of the City of Encinitas. In the lower portion of the existing swimming pool excavation, the '64 Summit at Encinitas Job No. 02-8321 Encinitas, California Page 7 backfill was found to be compacted to at least 95 percent of maximum dry density, and in the upper 2 feet to at least 90 percent of maximum dry density, as recommended by our firm. The maximum depth of fill soils placed on this site at the time of the grading operation monitored by this firm was not in excess of 6 feet in vertical thickness at localized areas of the site (see Figure II). 3. Any surplus, loose, stockpiled soils remaining at the property should be removed and hauled off the site. 4. Grading work that needs to be completed and performed under our observations and testing include any retaining wall backfill, trench backfill, and finish subgrade and base preparation in areas to receive pavement. B. Foundations and Slabs On-Grade 5. The continuous foundations and spread footings shall extend a minimum depth of 18 inches into the firm natural ground or properly compacted fill, and have a minimum width of 12 inches. The continuous foundations shall be reinforced with at least four No. 5 steel bars; two bars shall be located near the top of the foundations and two bars 3 inches from the bottom. Additional steel may be required by the structural engineer in deeper footings. 6. Prior to pouring footings and foundations, and prior to placement of floor slab base sections, any unanticipated clayey soils shall be thoroughly watered such that they approach their maximum potential for expansion. It is recommended that the unanticipated clayey subgrade soil be presoaked to achieve a moisture content at least 5 percent above optimum to a depth of at SH Summit at Encinitas Job No. 02-8321 Encinitas, California Page 8 least one foot below the bottom of slab and footings. The subgrade moisture content and penetration should be verified by our field representative 24 hours prior to concrete pouring. The bottom of the foundation excavation should be firm, not muddy, and have the acceptable moisture content. 7. Concrete floor slabs shall be at least 4 inches thick and be founded on 2 inches of sand overlying a moisture barrier membrane on 2 inches of sand. The basement slab shall be protected with a waterproof membrane, such as Paraseal or similar, to provide a higher factor of safety against moisture intrusion. The waterproof membrane shall be provided as per the manufacturers instructions. The property owner and the architect shall be consulted as to the degree of protection desired against moisture intrusion. Furthermore, the basement areas shall be provided with proper cross ventilation to help prevent dampness and vapor water damage. The slabs shall be reinforced with at least with No. 3 steel bars placed on 18-inch centers. Any steel reinforcement should be placed in the middle of the floor slab section. Proper supports should be used to keep the steel reinforcement separated from the base or soil subgrade. 8. It is recommended that all nonstructural concrete slabs (such as patios, sidewalks, etc.) be founded on on-site properly compacted soils. Proper shrinkage joints (sawcuts) should be provided and spaced no farther than 15 feet or the width of the slab, whichever is less, and at re-entrant corners. The sawcuts should be performed no later than 12 hours after pouring, or as soon as the concrete is set. Sawcuts should be deepened to at least one- quarter of the thickness of the slab. 9. All concrete (flatwork) slabs or rigid improvements should be built on properly compacted and approved subgrade and/or base material. Summit at Encinitas Job No. 02-8321 Encinitas, California Page 9. Geotechnical Exploration, Inc. will accept no liability for damage to flatwork or rigid improvements built on untested or unapproved subgrade or base material. C. Foundation Design Parameters 10. The recommended allowable soil bearing capacity of the properly compacted fill soils placed on the site is 2,000 pounds per square foot. The recommended allowable soil bearing capacity may be increased1000 psf for each additional foot in depth, and 500 psf for each additional foot in width. The total bearing capacity shall not exceed 6,000 psf. This soil-bearing value may be increased one-third for design loads that include wind or seismic analysis. Additionally, these bearing capacities may be utilized in the design of foundations and footings of the proposed structure when founded a minimum of 18 inches into the firm natural ground or compacted fill for the proposed structures. For on-site conditions, it is expected that the maximum settlement will not exceed 1 inch, and the maximum differential angular rotation will not exceed 1/240. 11. The passive earth pressure of the encountered natural-ground soils and well- compacted fill soils (to be used for design of building foundations and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weight of 300 pounds per cubic foot. This passive earth pressure shall only be considered valid for design if the ground adjacent to the foundation structure is essentially level for a distance of at least three times the total depth of the foundation, the soil is properly compacted fill or natural dense material, and the concrete is poured tight against the walls of the excavation. GH Summit at Encinitas Job No. 02-8321 Encinitas, California Page 10 12. A Coefficient of Friction of 0.40 times the dead load may be used to calculate the total friction force between the bearing soils and the bottom of concrete wall foundations, or structure foundations, or floor slabs. D. Retaining Wall Design Parameters 13. The active earth pressure (to be utilized in design of cantilever walls, etc.) shall be based on a Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only and very low expansive or low-expansive, on-site native or imported soils). In the event that the cantilever retaining wall is surcharged by sloping backfill, the design active earth pressure shall be based on the appropriate Equivalent Fluid Weight presented in the following table: SLOPE/HEIGHT HEIGHT OF • Slope 0.25 0.50 0.75 0� Ratio 2.0 to 1.0 i .___ *To determine design active earth pressures for ratios intermediate to those presented, interpolate between the stated values. In the event that a retaining wall is to be designed for a restrained condition, a uniform pressure equal to 9xH (nine times the total height of retained soil, considered in pounds per square foot) shall be considered as acting everywhere on the back of the wall, in addition to the design Equivalent Fluid Weight. S&L in Summit at Encinitas Job No. 02-8321 Encinitas, California Page 11 The design pressures presented above are based on utilization of an uncontrolled mixture of expansive or low-expansive soil native to the site used in backfill operations. In the event that imported, clean, granular fill soils or approved, on-site, clean sands are to be utilized as backfill material, this firm should be contacted for possible reduction of design pressures due to level backfill, sloping backfill, or restrained wall conditions. Additional surcharge pressures to be considered in the wall design include any loads applied within the failure block retained by the wall. E. Cut and Fill Slopes 14. Natural-ground cut slopes of maximum inclinations of 2.0 horizontal to 1.0 vertical, and compacted fill slopes of maximum inclinations of 2.0 horizontal to 1.0 vertical, shall be stable and free from deep-seated failures for materials native to the site and utilized in compacted fills. 15. Although the compacted fill soils have been verified at the tested locations to a relative compaction of 90 percent of Maximum Dry Density or better, the compacted fill soils that occur within 5 feet of the face of the fill slope may posses poor lateral stability. If not properly founded, the proposed structures and associated improvements (such as walls, fences, patios, sidewalks, swimming pools, driveways, asphalt paving, etc.) that are located within 5 feet of the face of compacted fill slopes could suffer differential movement as a result of the poor lateral stability of these soils. The foundations and footings of the proposed structures, fence posts, walls, etc., when founded 5 feet and farther away from the top of compacted fill slopes, may be of standard design in conformance with the recommended 464 Summit at Encinitas Job No. 02-8321 Encinitas, California Page 12 soil value. If proposed foundations and footings are located closer than 5 feet inside the top of compacted fill slopes, they shall be deepened to at least 11/2 feet below a line beginning at a point 5 feet horizontally inside the fill slopes, and projected outward and downward, parallel to the face of the fill slopes (see Figure No. IV). 16. It is recommended that all compacted fill slopes and natural cut slopes be planted with an erosion-resistant plant, in conformance with the requirements of the City of Encinitas. F. Drainage 17. Adequate measures shall be taken to properly finish-grade the site after the structure and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from foundations, floor slabs, footings, and slopes, onto the natural drainage direction for this area or into properly designed and approved drainage facilities. Roof gutters and downspouts should be installed on all structures, and 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 foundations, footings, and floor slabs. Failure to observe this recommendation could result in uplift or undermining and differential settlement of the structure or other improvements on the site. Sufficient and properly working area drains shall be installed around the structures and main exterior improvements to help prevent runoff accumulation. 18. Proper subdrains shall be installed behind any retaining and restrained retaining walls, in addition to proper waterproofing of the back of the walls. 01 . Summit at Encinitas Job No. 02-8321 Encinitas, California Page 13 The drainage of said subdrains shall be directed to the designed drainage for the project or the natural drainage for the area. 19. It should be noted that changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall over the "accepted average-annual" rainfall for San Diego County in past years, may result in the appearance of minor amounts of surface or near- surface water at locations where none existed previously. The damage from such water is expected to be minor and cosmetic in nature, if corrected immediately. Corrective action should be taken on a site-specific basis if, and when, it becomes necessary. 20. Planter areas, flower beds, and planter boxes shall be sloped to drain away from the foundations, footings, and floor slabs. Planter boxes shall be constructed with a sealed bottom, and be provided a subsurface drain installed in gravel, with the direction of subsurface and surface flow away from the foundations, footings, and floor slabs, to an adequate drainage facility. Finish grading after landscaping is performed shall allow for quick drainage around the structures and direct the water runoff toward the area drains and other drainage facilities. 21. Any backfill soils placed adjacent to or close to foundations, in utility trenches, or behind retaining walls, that support structure and other improvements (such as patios, sidewalks, driveways, pavements, etc.), other than landscaping in level ground, shall be compacted to at least 90 percent of Maximum Dry Density. It is recommended that Geotechnical Exploration, Inc, observe and test the backfill during placement. Er.� Summit at Encinitas Job No. 02-8321 Encinitas, California Page 14 Geotechnical Exploration, Inc. will accept no liability for damage to structures that occurs as a result of improperly backfilled trenches or walls, or as a result of fill soils placed without our observations and testing. G. Miscellaneous Recommendations 22. Following placement of 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. 23. Swimming pools and/or subsurface structures that are founded in any potentially expansive clay soils shall be properly designed by a structural engineer and/or soils engineer. 24. The remaining soil work to be completed (such as trench and retaining wall backfilling, finish subgrade preparation of hardscape and/or exterior improvement areas, finish subgrade and base preparation of areas to receive pavement, etc.) should be performed under our observations and testing. 25. It is also recommended that all footing excavations be observed by a representative of this firm prior to placing concrete, to verify that footings are founded on satisfactory soils for which the recommendations expressed in the soil investigation report remain applicable. SUMMARY Based on our field testing and grading observation, it is our opinion that the grading operation described herein, in general, was performed in conformance with the City G H Elk fib Summit at Encinitas Job No. 02-8321 Encinitas, California Page 15, of Encinitas Grading Ordinance. It is to be understood that our test results and opinion of general acceptance do not guarantee that every cubic yard of compacted fill has been compacted to specification since not every cubic yard has been observed or tested. Our test results indicate the measured compaction degree obtained at the specific test location. We can only attest that our tests and observations have been made in accordance with the care and current professional standards in our field. All observed or tested work done during the grading operation appears, in general, to have been performed in accordance with the soil investigation report for this site, issued by our firm and dated October 22, 2002 (Job No. 02-8321). The grading described herein was observed and/or tested between February 24 and March 8, 2005. All statements in the report are applicable only for the grading operation observed by our firm, and are representative of the site at the time of our final site visit before the report was prepared. The firm of Geotechnical Exploration, Inc. shall not be held responsible for fill soils placed without our observations and testing at any other time, or for subsequent changes to the site by others, which directly or indirectly cause poor surface or subsurface drainage, water erosion, and/or alteration of the strength of the compacted fill soils. In the event that any changes in the nature, design, or location of the building or improvements are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report modified or verified in writing. Professional opinions presented herein have been made based on our tests, observations, and experience, and they have been made in accordance with GH Summit at Encinitas Job No. 02-8321 Encinitas, California Page 16 generally accepted current geotechnical engineering principles and practices within the County of San Diego. This warranty is in lieu of all other warranties, either expressed or intended. Thank you for this opportunity to be of service. Should any questions arise concerning this report, please do not hesitate to contact us. Reference to our Job No. 02-8321 will help to expedite a reply to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. a —rFo �*, t';k Jaime A. Cerros, P. 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SI MI t RUBENSTE IN AITH AV NON SWAMIS BEACH M Pt pt_ o Z _ CT MUNEW BEACH W ST S"t r a < `�� CATHY RO LN SWAMIS ',t �j COVt _N o °yo OCEAN CREST RI PARK � S� �' A s� K i NGS ccross M LP r ✓A AVQ voNAC,p BAC"\ _j sH ncE O \S DE c a �r CT SiteMAy C� 3 N CARETTA W1' SAN[ ` 9t y� ` S1� EL9 o U 0-1 A 3 z ... AU. N 40 Al o WJRX41 2 ,,s o �c irkrraitl>k `V SAN Q �� r MC4Wfrr Rr ELIJO J, PAW STATE o grravEn BEACH ��` �� y� k P PO 49 LIB °o oaf pQ� cc F �9 _ Thomas Bros Guide San Diego County pg 1 167 Summit at Encinitas 3-Lot Subdivision 1470 Summit Avenue Figure No. I Encinitas, CA. Job No. 02-8321 _ l- FOUNDATION REQUIREMENTS NEAR SLOPES TOP OF COMPACTED FILL SLOPE Proposed Structure (Any loose soils on the slope surface shall not be cnsiderred to provide lateral or vertical strength for the Concrete Floor Slab footing or for slope stability. Needed depthof imbedment shall be measured Setback from competent soil.) 1 COMPACTED FILL SLOPE WITH MAXIMUM INCLINATION AS PER SOILS REPORT. Reinforcement of Foundations and Floor Slabs Following the Total Depth of Footing Recommendations of the Measured from Finish Soil Architect or Structural Sub-Grade Engineer. COMPACTED 4 Concrete Founation 18"Minimum or as Deep Outer Most Face as Required for Lateral Stability of Footing TYPICAL SECTION (Showing Proposed Foundation Located Within 8 Feet of Top of Slope ) 18" FOOTING / 8' SETBACK Total Depth of Footing 1.5:1 A SLOPE # 2.0:1.0 SLOPE 0 87' 66" 0 C 2' 66' 54„ m 4' 5111 47' U a C a o 6' 30" ~ 8' 18" 19, # when applicable Figure No. I V Job No. 02-8 3 Z 1 ' pi Geotechnicai Di Exploration, Inc. Geopacifica, Inc. Memo To: Todd Baumbach, Engineering Inspector From: James Knowlton,Geotechnical Consultant Date: 1/31/2006 Re: Review of Compaction Report, 1470 Summit Avenue, Encinitas,California,9034-G In response to your request I have reviewed the report titled "Report of Grading Observation, Soil Testng and Geotechnical Engineering", by Geotechnical Exploration, Inc., dated March 28,2005.1 have also reviewed the grading plan for the project, 9034-G The purpose of my review was to determine if the subject report meets the requirements of the City of Encinitas grading ordinance, Municipal Code and generally accepted standards of care for geotechnical reports. Based upon my review the subject report does meet the abovementioned requirements and is approved. • Page 1 REPORT OF GRADING OBSERVATION, - SOIL TESTING AND GEOTECHNICAL ENGINEERING Summit at Encinitas 3-Lot Subdivision 1470 Summit Avenue Encinitas, California JOB NO. 02-8321 28 March 2005 Prepared for: Rancho Summit Development clo R & R Custom Builders Attn: Mr. Ron Blackburn GL I�r'IC-11 GEOTECHNICAL EXPLORATION, INC. SOIL&FOUNDATION ENGINEERING - GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT - ENGINEERING GEOLOGY 28 March 2005 Rancho Summit Development .lob No. 02-8321 c/o R & R Custom Builders 3183 Lone Jack Road Encinitas, CA 92024 Attn: Mr. Ron Blackburn Subject: Report of Grading Observation, Soil Testing and Geotechnical Engineering Summit at Encinitas 3-Lot Subdivision 1470 Summit Avenue Encinitas, California Dear Mr. Blackburn: As requested, Geotechnical Exploration, Inc., hereby submits the following report summarizing our work and test results, as well as our conclusions and recommendations concerning the subject project. A representative of our firm observed the recently completed rough grading operation and tested the fill soils that were removed and recompacted during the preparation of the building pads and fill areas of the 3-lot subdivision. The grading described herein consisted of removing and recompacting on site loose soils in the described where the 3 lots will receive new residential construction. The grading was observed and/or tested between February 24 and March 8, 2005. SCOPE OF WORK The scope of work of our services included: 7420 TRADE STREET - SAN DIEGO, CA 92121 - (858)549-7222 - FAX: (858)549-1604 - E-MAIL:geotech @ixpres.com Summit at Encinitas Job No. 02-8321. Encinitas, California Page 2 1. Observations during rough grading of the site. 2.. Performing field density tests in the placed and compacted fill. 3. Performing laboratory tests on representative samples of the fill material. 4. Providing professional opinions, conclusions, and recommendations regarding the observed grading and the pending work. GENERAL SITE INFORMATION The property, consisting of approximately 0.45-acre, is located at 1470 Summit Avenue, in the City of Encinitas, of the County of San Diego (See Figure No. I). The property is bordered on the north and south by similar single family residences at approximately the same elevation, on the east by Summit Avenue, and on the west by a residential property at a lower elevation (See Figure No. II). Prior to this grading, the property sloped gently to moderately down to the west from an elevation of approximately 153 feet above mean sea level (AMSL) near the eastern perimeter of the property, to 132 feet AMSL along the western perimeter of the property. Precise mapped survey information concerning actual elevations after rough grading was not available at the time of this report preparation. However, we assume that the reached graded elevations are approximately the ones planned on the grading plan for the project. Approximate elevations during grading were obtained by our representative based on stake elevations extrapolated with a hand level. rp Summit at Encinitas Job No. 02-8321 Encinitas, California Page 3 Existing structures on the site prior to this grading included two residential structures. One was a two-story multi-dwelling structure at the eastern half of the property, and the other was single-story structure at the southwestern portion of the property. A swimming pool was situated north of and adjacent to the southwestern single-story structure. The existing improvements were demolished and the debris exported before our grading observations started. During grading a cesspool circular pit was uncovered and the void was properly backfilled with sand- cement slurry, and capped with properly compacted soils. Existing vegetation prior to grading consisted of a few mature trees, decorative shrubs, ornamental landscaping and lawn grass. The previously described areas have been prepared to receive the proposed three new residences, which will be up to two stories in height. It is our understanding that the structures will be built in conformance with the California Building Code, utilizing conventional-type foundations, footings, and building materials. A Plot Plan illustrating the approximate location of all our tests taken throughout the grading operation is enclosed as Figure No. II. Work that remains to be completed and that will require our observations and/or testing include any retaining wall backfill, trench backfill, and final sub-grade and base preparation of areas to receive pavement. FIELD OBSERVATIONS Periodic tests and observations were provided by a representative of Geotechnical Exploration, Inc. to check the grading contractor's (Myke Lloyd Grading) compliance with the grading specifications. The presence of our field representative was to provide to the client a continuing source of professional advice, opinions, and CP Summit at Encinitas Job No. 02-8321 Encinitas, California Page 4 recommendations based upon the field representative's observations of the contractor's work, and did not include any superintending, supervision, or direction of the actual work of the contractor or the contractor's workers. Our visits were made on request of the contractor's representative. The grading operation was observed to be performed in the following general manner: 1. Prior to placing any compacted fill, the areas to be graded were cleared of surface trash, miscellaneous debris, and/or vegetation, and hauled off-site. 2. Uncompacted fills, soft or disturbed materials, and/or unsuitable soils were removed to expose competent ground. The removed material in the building pad areas was typically extended to a depth of at least 3 feet below existing grade, and to approximately the property lines, as shown in Figure No. II. The soils in areas to receive exterior improvements were also compacted, but due to construction activities they will become disturbed and will require recompaction effort before concrete is placed on final subgrade. 3. The exposed ground surface was scarified at least 6 inches and uniformly recompacted prior to placement of compacted soil. 4. Areas to receive compacted fill were, in general, observed and evaluated by our field representative prior to placing compacted fill. A keyway was dug at the western end of the property before fill on a slope was placed. The keyway was dug at least 2 feet into formational soils, and was observed to be at least 12 feet wide. A cesspool pit uncovered during the rough grading operation was measured to be 31/2 feet in diameter by 23 feet in depth. The cesspool was backfilled with sand-cement slurry grout, and have been Summit at Encinitas Job No. 02-8321 Encinitas, California Page 5 capped with properly compacted soil (see Figure No. II for its approximate location). 5. Soils approved for use in the compacted fill were placed in horizontal layers not exceeding approximately 8 to 10 inches in loose thickness. 6. Fill material was watered or dried at or near optimum moisture content, and mixed prior to compaction. 7. The soils utilized in the grading operation were from on-site and consisted primarily of red-brown, silty sand. 8. Fill materials were tested at specific test locations and found to be compacted to at least 90 percent of Maximum Dry Density. The swimming pool excavation was backfilled with soils that were measured to be compacted to at least to 95 percent relative compaction when placed below the upper two feet. Swimming pool backfill soils were measured to be compacted to at least 90 percent of maximum dry density in the upper 2 feet. 9. Compaction was achieved by drying or wetting the soil, mixing it and rolling it with heavy construction equipment such as a Cat D-4 and a Cat D-6 dozers, and a skip loader. 10. Field density tests were taken at the approximate locations shown on the plot plan (Figure No. II). rp Summit at Encinitas Job No. 02-8321 Encinitas, California Page 6 TESTS Field density tests were performed in accordance with ASTM D2922. Maximum density determinations were performed in accordance with ASTM D1557. The relative compaction results, as summarized on Figure No. III, are the ratios of the field densities to the laboratory Maximum Dry Densities, expressed as percentages. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon our analysis of all data available from the testing of the soils compacted on this site. Our observations of the grading operation (while in progress), our field and laboratory testing of the typical bearing soils, and our general knowledge and experience with the natural-ground soils and recompacted fill soils on this site were utilized in conducting our services. A. General Grading 1. The soils utilized in the grading operation were from existing on-site soils that were removed and recompacted. The soils consisted primarily of red brown silty sands. Soils of this type are considered very low to low expansive, as measured per simple visual inspection. 2. During the grading operation, the natural-ground soils were exposed (where necessary) and properly prepared to receive the fill soils. The fill soils were placed, watered, compacted, and then tested at specific test locations, and were found to be compacted at the tested locations to at least 90 percent of Maximum Dry Density, in accordance with the requirements of the City of Encinitas. In the lower portion of the existing swimming pool excavation, the VP Summit at Encinitas Job No. 02-8321 Encinitas, California Page 7. backfill was found to be compacted to at least 95 percent of maximum dry density, and in the upper 2 feet to at least 90 percent of maximum dry density, as recommended by our firm. The maximum depth of fill soils placed on this site at the time of the grading operation monitored by this firm was not in excess of 6 feet in vertical thickness at localized areas of the site (see Figure II). 3. Any surplus, loose, stockpiled soils remaining at the property should be removed and hauled off the site. 4. Grading work that needs to be completed and performed under our observations and testing include any retaining wall backfill, trench backfill, and finish subgrade and base preparation in areas to receive pavement. B. Foundations and Slabs On-Grade 5. The continuous foundations and spread footings shall extend a minimum depth of 18 inches into the firm natural ground or properly compacted fill, and have a minimum width of 12 inches. The continuous foundations shall be reinforced with at least four No. 5 steel bars; two bars shall be located near the top of the foundations and two bars 3 inches from the bottom. Additional steel may be required by the structural engineer in deeper footings. 6. Prior to pouring footings and foundations, and prior to placement of floor slab base sections, any unanticipated clayey soils shall be thoroughly watered such that they approach their maximum potential for expansion. It is recommended that the unanticipated clayey subgrade soil be presoaked to achieve a moisture content at least 5 percent above optimum to a depth of at 1 Summit at Encinitas Job No. 02-8321 Encinitas, California Page 8. least one foot below the bottom of slab and footings. The subgrade moisture content and penetration should be verified by our field representative 24 hours prior to concrete pouring. The bottom of the foundation excavation should be firm, not muddy, and have the acceptable moisture content. 7. Concrete floor slabs shall be at least 4 inches thick and be founded on 2 inches of sand overlying a moisture barrier membrane on 2 inches of sand. The basement slab shall be protected with a waterproof membrane, such as Paraseal or similar, to provide a higher factor of safety against moisture intrusion. The waterproof membrane shall be provided as per the manufacturers instructions. The property owner and the architect shall be consulted as to the degree of protection desired against moisture intrusion. Furthermore, the basement areas shall be provided with proper cross ventilation to help prevent dampness and vapor water damage. The slabs shall be reinforced with at least with No. 3 steel bars placed on 18-inch centers. Any steel reinforcement should be placed in the middle of the floor slab section. Proper supports should be used to keep the steel reinforcement separated from the base or soil subgrade. 8. It is recommended that all nonstructural concrete slabs (such as patios, sidewalks, etc.) be founded on on-site properly compacted soils. Proper shrinkage joints (sawcuts) should be provided and spaced no farther than 15 feet or the width of the slab, whichever is less, and at re-entrant corners. The sawcuts should be performed no later than 12 hours after pouring, or as soon as the concrete is set. Sawcuts should be deepened to at least one- quarter of the thickness of the slab. 9. All concrete (flatwork) slabs or rigid improvements should be built on properly compacted and approved subgrade and/or base material. CP Summit at Encinitas Job No. 02-8321 Encinitas, California Page 9. Geotechnicai Exploration, Inc, will accept no liability for damage to flatwork or rigid improvements built on untested or unapproved subgrade or base material. C. Foundation Design Paramet rs 10. The recommended allowable soil bearing capacity of the properly compacted fill soils placed on the site is 2,000 pounds per square foot. The recommended allowable soil bearing capacity may be increased1000 psf for each additional foot in depth, and 500 psf for each additional foot in width. The total bearing capacity shall not exceed 6,000 psf. This soil-bearing value may be increased one-third for design loads that include wind or seismic analysis. Additionally, these bearing capacities may be utilized in the design of foundations and footings of the proposed structure when founded a minimum of 18 inches into the firm natural ground or compacted fill for the proposed structures. For on-site conditions, it is expected that the maximum settlement will not exceed 1 inch, and the maximum differential angular rotation will not exceed 1/240. w 11. The passive earth pressure of the encountered natural-ground soils and well- compacted fill soils (to be used for design of building foundations and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weight of 300 pounds per cubic foot. This passive earth pressure shall only be considered valid for design if the ground adjacent to the foundation structure is essentially level for a distance of at least three times the total depth of the foundation, the soil is properly compacted fill or natural dense material, and the concrete is poured tight against the walls of the excavation. rp Summit at Encinitas Job No. 02-8321 Encinitas, California Page 10 12. A Coefficient of Friction of 0.40 times the dead load may be used to calculate the total friction force between the bearing soils and the bottom of concrete wall foundations, or structure foundations, or floor slabs. D. Retaining Wall Design Parameters 13. The active earth pressure (to be utilized in design of cantilever walls, etc.) shall be based on a Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only and very low expansive or low-expansive, on-site native or imported soils). In the event that the cantilever retaining wall is surcharged by sloping backfill, the design active earth pressure shall be based on the appropriate Equivalent Fluid Weight presented in the following table: HEIGHT OF • OF Slope 0.25 0.50 1 11 Ratio • 2.0 to 1.0 44 48 J 50 52 *To determine design active earth pressures for ratios intermediate to those presented, interpolate between the stated values. In the event that a retaining wall is to be designed for a restrained condition, a uniform pressure equal to 9xH (nine times the total height of retained soil, considered in pounds per square foot) shall be considered as acting everywhere on the back of the wall, in addition to the design Equivalent Fluid Weight. P Summit at Encinitas Job No. 02-8321 Encinitas, California Page 11 The design pressures presented above are based on utilization of an uncontrolled mixture of expansive or low-expansive soil native to the site used in backfill operations. In the event that imported, clean, granular fill soils or approved, on-site, clean sands are to be utilized as backfill material, this firm should be contacted for possible reduction of design pressures due to level backfill, sloping backfill, or restrained wall conditions. Additional surcharge pressures to be considered in the wall design include any loads applied within the failure block retained by the wall. E. Cut and Fill Slopes 14. Natural-ground cut slopes of maximum inclinations of 2.0 horizontal to 1.0 vertical, and compacted fill slopes of maximum inclinations of 2.0 horizontal to 1.0 vertical, shall be stable and free from deep-seated failures for materials native to the site and utilized in compacted fills. 15. Although the compacted fill soils have been verified at the tested locations to a relative compaction of 90 percent of Maximum Dry Density or better, the compacted fill soils that occur within 5 feet of the face of the fill slope may posses poor lateral stability. If not properly founded, the proposed structures and associated improvements (such as walls, fences, patios, sidewalks, swimming pools, driveways, asphalt paving, etc.) that are located within 5 feet of the face of compacted fill slopes could suffer differential movement as a result of the poor lateral stability of these soils. The foundations and footings of the proposed structures, fence posts, walls, etc., when founded 5 feet and farther away from the top of compacted fill slopes, may be of standard design in conformance with the recommended Summit at Encinitas Encinitas, California Job No. 02-8321 Page 12 soil value. If proposed foundations and footings are located closer than 5 feet inside the top of compacted fill slopes, they shall be deepened to at least 11/2 feet below a line beginning at a point 5 feet horizontally inside the fill slopes, and projected outward and downward, parallel to the face of the fill slopes (see Figure No. IV). 16. It is recommended that all compacted fill slopes and natural cut slopes be planted with an erosion-resistant plant, in conformance with the requirements of the City of Encinitas. F. Drainage 17. Adequate measures shall be taken to properly finish-grade the site after the structure and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from foundations, floor slabs, footings, and slopes, onto the natural drainage direction for this area or into properly designed and approved drainage facilities. Roof gutters and downspouts should be installed on all structures, and 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 foundations, footings, and floor slabs. Failure to observe this recommendation could result in uplift or undermining and differential settlement of the structure or other improvements on the site. Sufficient and properly working area drains shall be installed around the structures and main exterior improvements to help prevent runoff accumulation. 18. Proper subdrains shall be installed behind any retaining and restrained retaining walls, in addition to proper waterproofing of the back of the walls. Summit at Encinitas Job No. 02-8321 Encinitas, California Page 13, The drainage of said subdrains shall be directed to the designed drainage for the project or the natural drainage for the area. 19. It should be noted that changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall over the "accepted average-annual" rainfall for San Diego County in past years, may result in the appearance of minor amounts of surface or near- surface water at locations where none existed previously. The damage from such water is expected to be minor and cosmetic in nature, if corrected immediately. Corrective action should be taken on a site-specific basis if, and when, it becomes necessary. 20. Planter areas, flower beds, and planter boxes shall be sloped to drain away from the foundations, footings, and floor slabs. Planter boxes shall be constructed with a sealed bottom, and be provided a subsurface drain installed in gravel, with the direction of subsurface and surface flow away from the foundations, footings, and floor slabs, to an adequate drainage facility. Finish grading after landscaping is performed shall allow for quick drainage around the structures and direct the water runoff toward the area drains and other drainage facilities. 21. Any backfill soils placed adjacent to or close to foundations, in utility trenches, or behind retaining walls, that support structure and other improvements (such as patios, sidewalks, driveways, pavements, etc.), other than landscaping in level ground, shall be compacted to at least 90 percent of Maximum Dry Density. It is recommended that Geotechnica/ Exploration, Inc, observe and test the backfill during placement. Summit at Encinitas Job No. 02-8321 Encinitas, California Page 14 Geotechnica/ Exploration, Inc. will accept no liability for damage to structures that occurs as a result of improperly backfilled trenches or walls, or as a result of fill soils placed without our observations and testing. G. Miscellaneous Recommendations 22. Following placement of 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. 23. Swimming pools and/or subsurface structures that are founded in any potentially expansive clay soils shall be properly designed by a structural engineer and/or soils engineer. 24. The remaining soil work to be completed (such as trench and retaining wall backfilling, finish subgrade preparation of hardscape and/or exterior improvement areas, finish subgrade and base preparation of areas to receive pavement, etc.) should be performed under our observations and testing. 25. It is also recommended that all footing excavations be observed by a representative of this firm prior to placing concrete, to verify that footings are founded on satisfactory soils for which the recommendations expressed in the soil investigation report remain applicable. SUMMARY Based on our field testing and grading observation, it is our opinion that the grading operation described herein, in general, was performed in conformance with the City Summit at Encinitas Job No. 02-8321 Encinitas, California Page 15 of Encinitas Grading Ordinance. It is to be understood that our test results and opinion of general acceptance do not guarantee that every cubic yard of compacted fill has been compacted to specification since not every cubic yard has been observed or tested. Our test results indicate the measured compaction degree obtained at the specific test location. We can only attest that our tests and observations have been made in accordance with the care and current professional standards in our field. All observed or tested work done during the grading operation appears, in general, to have been performed in accordance with the soil investigation report for this site, issued by our firm and dated October 22, 2002 (Job No. 02-8321). The grading described herein was observed and/or tested between February 24 and March 8, 2005. All statements in the report are applicable only for the grading operation observed by our firm, and are representative of the site at the time of our final site visit before the report was prepared. The firm of Geotechnica/ Exploration, Inc. shall not be held responsible for fill soils placed without our observations and testing at any other time, or for subsequent changes to the site by others, which directly or indirectly cause poor surface or subsurface drainage, water erosion, and/or alteration of the strength of the compacted fill soils. In the event that any changes in the nature, design, or location of the building or improvements are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report modified or verified in writing. Professional opinions presented herein have been made based on our tests, observations, and experience, and they have been made in accordance with rp Summit at Encinitas Job No. 02-8321 Encinitas, California Page 16, generally accepted current geotechnical engineering principles and practices within the County of San Diego. This warranty is in lieu of all other warranties, either expressed or intended. Thank you for this opportunity to be of service. Should any questions arise concerning this report, please do not hesitate to contact us. Reference to our Job No. 02-8321 will help to expedite a reply to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. �. QROFESSj��9l - aime A. Cerros, P. �, R.C.E. 34422/G.E. 2007 C CC `L' * N o. 0032�0/0Q7�0 rn Senior Geotechnical Engineer °C M G xp. cc: Addressee 4 `pJ OT CA1��j VICINITY MAP Hl ►j i ° �AwtENA C MELBA R LN D z ST t t o s o °c o ;MELBA ce W MI Uwe, � a ° —� � � � tet rn MOW RS(W O w � z r Pk F ,tom o w w a SAN ,T , ( r �n �. oc C z ¢ t�1V; S S` O 2 h. S J W ' t N _w z ► to 0- ,;,s, o o d p DI EGUI TD T,NCIW.FAS Q U HS EET —i z iY z a°c w a ?INT c o ¢ cn o �1A Q z PARK W K ST SWAMIS a �M st►rrll RUBONSTCIN 41A AITH AV 'NONK,N- SAW BEACH 4. i ST su�r,IT Pl., a s= ° Cl MUNEV/ SWiMIS N COVE. I N RD PARK S� o CATHY LN rc, ►- o _ OCLAN CREST Rf ) Q; KINGS CROSS D� KINGS I- \ pE !'WNACA $A C\\ ii KNIGHTS- c I BRIDGE Site CARETTA WY Cy "' z SANE W q Rey ti AV N y1 AV V' Ljj, ,r s,l Al w9sw. SAN �� '{ '`� •�'''• � AVskir,rrt�� ELIJO ;1 C.A`w'FF R' ;,±,fIORO.: PAW AV STATE BEETHOVEN -AV BEACH �� r o `b P� PO 1 Z 0- r .y ^ L 1 B 0 tp s. ♦ CC p� ✓ OQ Thomas Bros Guide San Diego County Pg 1 1 67 Summit at Encinitas 3-Lot Subdivision 1470 Summit Avenue Figure No. l Encinitas, CA. Job No. 02-8321 92oze V3 . _ �N311dp � wS� QAN3 Vp S��NQWS )CON 1191 O Z vi Y Z 0 p r0 Cl = Ln o O w n am i n �� N Of .:w x ? ' W 3J w I D N!Yry 2131YM_g X3 LU d3 X3 a3 V mF m a z EC3z:t W a its Nfl9Y SV5 y. t` 'w X3 [n O -- - - j -.----- - s I I lyj �- W f1V7`O•l Z Q ri lan \� .Bl ii U GAS •--� �� J-1 FF-119.10 +�.-.p 'r;^.-� tl �•� - -,-.. O c C. NO _._/I ¢,fat- z~ J O 2 aJ� a v; yy \� 1 $n 1 �• w° ~jwoof-tn 150 Of Sm�jaOW E I 0 C I U Lo W r/1 O Li Z v $n Y O2w ir m hr, iQ 2WwU�3W -41:2 0 +II to LU Ln U ',60 1]j1MFfRy�� w J p ,}t i '•'a � •,i A ce 1 '� 2 R EO • I '3729 132-12 RRR o s' Q �� 1 �� t3>•ss � o�1/ I� j �"� vo � ��'ttt�■�■�■ a [n �, p /• �e / " I = ' IQ n �� I \ _E E ° W Jp 1 �3js a 6 ` , -T,L tk v AND �O ! l t a l'acR ?g/�/_I M� W o S o'a ° i" •^I I I '��./... ` JO /'� r -•G: , co cV •-� / C. xgEo x� V J gnE`6.3 ° pQ 4> jV/ ' - U- ° o M ` x n 1 i O ��„� • O r co - o m m = s a / 1 _Q Z a 1 —� -y 1 F# r Ir/J� v�.na—---_ •�— �"1 y/I°l V h � t U � o�`0 so O `/ Z W H O O Q WIo°' a r r \ ry gZ O GC V = H _ X LL LL _L O m 3 W s ZZ ---- _ W sL ppL Q LL Ln \ ZL Y O Z - -._... - W I ° U O W I Ua° W40� z^ ° W �c '1 Z o v ° .=-aa '�•�n c,0 raw 1 J� Zoo^ \ �° o ad o s °W o–} °c�utmrc 0a noZ? 5 I XNS -,PZ?O Y�ta mm�cTi�� v'G� Z r— ¢ as �Z Un0p 0� ap OpC _ W34 W 1 I /,UW X ap mC CUY<4J_ n N oft-- °NM1 �0�oNZ<UWZ� LL.L • l Q �a2 0wl<Ori�4� it „tUW 3...�v,oa�maW Li p4 z COMPACTION TEST RESULTS DEPTH/ MOISTURE FIELD SOIL RELATIVE TEST DATE LOCATION ELEVATION (%) DENSITY TYPE COMPACTION -. OF FILL " 1 2/25/05 West end of lot 130.5' 7.8 118 pcf 1 93% 2 2/25/05 Abandoned pool area 129' 8.2 117 pcf 1 93% (see 3) 3 2/25/05 Retest #2 129' 8.1 121 pcf 1 95% 4 2/25/05 Abandoned pool area 131' 7.5 124.8 pcf 1 99% 5 2/25/05 Pad 3 132' 5.3 121 pcf 1 95% 6 2/28/05 Pad 3 133.5'/FG 7.5 116 pcf 1 92% 7 2/28/05 Pad 2 134.5' 7.9 121 pcf 1 95% 8 3/2/05 Pad 2 139'/FG 8.2 125 pcf 1 99% 9 3/4/05 Pad 3 137'/FG 6.6 125 pcf 1 99% 10 3/4/05 Pad 1 145' 8.1 120 pcf 1 95% 11 3/4/05 Pad 1 146'/FG 8.4 122 pcf 1 96% 12 3/4/05 Pad 1 150' 7.7 125 pcf 1 98% 13 3/7/05 Pad 1 148'/FG 7.7 126 pcf 1 99% 14 3/8/05 Pad 1 144.5' 8.3 123 pcf 1 97% 15 3/8/05 Pad 1 147'/FG 8.7 122 pcf 1 96% 16 3/8/05 Pad 1 146' 7.8 124 pcf 1 98% 17 3/8/05 Pad 1 148'/FG 6.9 120 pcf 1 95% 18 3/8/05 Pad 2 136'/FG 7.6 126 pcf 1 99% 19 3/8/05 Pad 1 153'/FG 6.8 126 pcf 1 99% 20 3/8/05 Drive 139' 6.3 125 pcf 1 99% 21 3/8/05 Drive 142.5' 7.4 121 pcf 1 96% SOIL CLASSIFICATION TYPE DESCRIPTION O.M.C. MAX. DRY DENSITY Red-brown, silty sand. 9.0% 126.5 pcf Job No. 02-8321 _ Figure No. III _ FOUNDATION REQUIREMENTS NEAR SLOPES TOP OF COMPACTED FILL SLOPE Proposed Structure (Any loose soils on the slope surface shall not be cnsiderred to provide lateral or vertical strength for the Concrete Floor Slab footing or for slope stability. Needed depthof imbedment shall be measured Setback from competent soil.) F ;' COMPACTED FILL SLOPE WITH MAXIMUM INCLINATION AS FIR PER SOILS REPORT. Relnforcement of Foundations and Roor _ Slabs Following the Total Depth of Footing Recommendations of the Measured from Finish Soil - Architect or Structural Sub-Grade Engineer. COMPACTED FILL Concrete Founation 18"Minimum or as Deep Outer Most Face.- as Required for Lateral � Stability of Footing TYPICAL SECTION (Showing Proposed Foundation Located Within 8 Feet of Top of Slope) 18" FOOTING / & SETBACK Total Depth of Footing 1.5:1.0 SLOPE # 2.0:1.0 SLOPE 0 82' 66" 0 2' W„ „ v 4' 51" 421 c o 0 6' -- ~ 81 # when applicable I i Figure No. I V Job No. 02-83Z/ SH GeotechnikaI lE>�Io�ation,Inc. I�Ir'I GEOTECHNICAL E E'I I XP LORATION, INC. SOIL&FOUNDATION ENGINEERING - GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT - ENGINEERING GEOLOGY 28 September 2004 Mr. Brian C. Regan Job No. 02-8321 SHAMROCK ENVIRONMENTAL DESIGN AND DEVELOPMENT 1811 Rock Springs Road San Marcos, CA 92069 Subject: Response to City of Encinitas Geotechnical Review Comments Proposed 3 Residential Lot Development Assessor's Parcel Number 260-620-76, 77 1470 Summit Avenue Encinitas, California Dear Mr. Regan: As requested, we are responding to the applicable portion of the City of Encinitas second geotechnical review of submittal comments for the subject project. The memorandum, by Mr. James Knowlton of Geopacifica, Inc., is dated September 14, 2004, and refers to the review of an undated Grading Plan 9034-G, Sheets 1-5, prepared by Shamrock Environmental Design and Development. The memorandum indicates that the following items need to be addressed prior to the approval of the soils report prepared by our firm ("Report of Preliminary Geotechnical Investigation, Staley 3-Lot Residential Development, 1470 Summit Avenue, Encinitas, California," dated October 22, 2002): Geopacifica, Inc No 1: "The referenced grading plan under the soils engineer certificate states that the soils work was performed from October 4, 2004, to October 22, 2004. This is incorrect and should be changed to 2002." GEI Response: We discussed this with Mr. Brian C. Reagan, and he indicated the original grading plan will be changed at his office. 7420 TRADE STREET - SAN DIEGO, CA 92121 - (858)549-7222 - FAX: (858)549-1604 - E-MAIL:geote h @ixpres,com 3 Residential Lot Development Job No. 02-8321 Encinitas, California Page 2 Geopacifica, Inc. No 2• "The soils consultant should prepare a grading plan review report addressing the current grading plan. A copy of the current grading plan should show the geology, subsurface investigation and cross sections. Specific recommendations for grading and foundations should be given." GEI Resuonse: We have attached our review of the current grading plan showing the geology, subsurface investigation soil profile and cross sections. In addition, we are including specific recommendations for grading and foundations. At the time our soils investigation was performed in 2002, no grading plans were available for specific recommendations. The proposed building pad elevations, as shown in the current (undated) grading plan, indicate that grading at the property will require mostly cutting and lowering of the existing grade elevations. Because of the demolition of existing residential structures and improvements on the property, we will require that the existing grades be removed (lowered) and the existing disturbed soils be recompacted at least 21/2 feet from existing grades in areas where the elevations are to remain essentially the same. Based on the elevations shown on the grading plan, most of the cutting will be involved in the pad preparation. Therefore, as a first step, grading will consist of cutting down the grade elevations to the different levels of the proposed building pad areas. At that time, areas with soils that are loose, disturbed, dry, or that include debris or evidence of having been disturbed during demolition, will be removed and recompacted, before adding any fills. Demolition trenches including pipes deeper than 21/2 feet will require our continued observations and soil testing after the pipes are removed and the trenches are backfilled. Backfilling of the excavation where a swimming pool exists will require at least 95 percent relative compaction of on-site soils from excavation bottom to a depth of 21/2 feet below finish subgrade, and at least to 90 percent of maximum dry density in the upper 21/2 feet of backfill elevation. 464 3 Residential Lot Development Job No. 02-8321 Encinitas, California Page 3 If the building pad areas contain a cut/fill transition line (daylight line), the fill soils should be compacted to at least 95 percent of maximum dry density. Plumbing and/or other utility trenches close to foundation locations shall preferably be placed before the foundations are built. If the plumbing and/or utility trenches are excavated after the foundations are placed, the excavations should not undermine or cause the existing foundations to become unstable. The plumbing trench excavations shall be made either above a plane drawn with a 1.5 to 1.0 (horizontal to vertical) slope ratio, passing by the closest lower corner of the foundation or will need to be excavated at a farther distance from the foundation so that no potential for soil instability is caused that might impact the foundations. During grading for the access driveways and access road, at least the upper 2 feet shall be reworked and recompacted, unless dense formation is exposed. During rough grading, after the upper loose soils are recompacted, temporary cuts may be made for the proposed retaining walls. The temporary backcuts can be made at slope ratios no steeper than 0.75 to 1.0 (horizontal to vertical) for slopes not exceeding 14 feet in height. Slopes higher than 14 feet shall be evaluated by our firm when the excavation is begun. Geopacifica, Inc. No. 3: "Specific removal recommendations and depth should be given along with specific approved bearing material ('bottom) for removal bottom." GEI Response: In the section above, we have included recommendations on how to proceed with the grading. The bottom of the excavation shall consist of medium dense to dense terrace deposits. Geopacifica, Inc No 4; "What is the anticipated settlement of proposed structures?" GH 3 Residential Lot Development Job No. 02-8321 Encinitas, California Page 4 GEI Response: Based on our previous experience with properly compacted fills and natural soils of the same type present on this property, it is our opinion that the maximum anticipated settlement will be less than 1 inch, and the maximum angular rotation due to differential settlement shall be less than 1/240. LIMITATIONS The findings, opinions and recommendations presented herein have been made in accordance with currently accepted principles and practice in the field of geotechnical engineering within the County of San Diego. No warranty, either expressed or implied, is made. If you have any questions regarding this letter, please contact our office. Reference to our Job No. 02-8321 will help to expedite a response to your inquiries. Respectfully submitted, GEOTECHNICAL �ERQ ION INC. SSip,�j�� ' C : E. �� t'' aieD. P R.C.E. 344 12067'!_U� ! `'= r sident E. f' r C.E.G. 999/R.G.3391 Senior Geot 0i czilxEn 'ineer.:; i cc: Mr. Jed t �- , :`�v . RED OF C �.�`/ G��'� ,OHO �.---% �C LIE G'-� Enclosures: D Geological Plan and Geological Cross Sections REED r�o 999 C=R7IFIED E,�JGI "EERIPIG P� GEOLOGIST 9T OF CAL\Wk rp.. VICINITY MAP AV MELBA RD ... 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OGAAI Da$ UDGW BAOgD) 499j UNDAGG o K � oo o o v a o � V 0-6 E c t V OI a _C Z a o m Cal C o N h QCR m LD C3 } E v 7II ( C u n � I I . 0 CCR i m i 1 m Z U C N o N 0 C C I H p 11 ~ Q.Z Q n w U _UJ Q _� O �n C _ Q J C-4) w p Cj) Q Z � o 0 � - 0 � 02 W L U � h Q j 0 p 0 i 0 Cw O z c W O Z o I � a o O a I i � o I o Na a° 22c v a" N°°aa lV O O c o�=• r o N E -a vi (IGAGI DOS UDGW anogd) �aa� uo#DA92 ° U1 N W ■ m 0 Q.O N - O N �N s u v a o Z a o m r i g — � E i m N ap o r � U9 9 R ° g z � V o 0 a 00 v v Z m aL OC ) Q O W 1-_ t > Q p to; c � J Q U U - �0 I QQ o a � � c N Q z t) OW c+7 0 0 � GC W 0 Q > _ U I U D U in z U 0 U 0:> o� v y Cie 1 z C9 d Q Lou Z ,ht O O ce gm CID O a aL I f � ° v II o o m-p �QO >� 7 p fl U v_Q U 09 Q O p (lanai DOS uoeW anoga) 499j UOgr)A913 y O O D m L V Na F aa'�o o REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Staley 3-Lot Residential Development 1470 Summit Avenue Encinitas, California F JOB NO. 02-8321 22 October 2002 r Prepared for: Mr. Jed Staley Y: i SPIN� GEOTECHNI 1 CAL EXPLORATION, INC. SOIL&FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 22 October 2002 Mr. Jed Staley Job No. 02-8321 1106 Second Street, Suite 120 Encinitas, CA 92024 Subject: Re ort of Preliminary Geotechnical Investigation Staley 3-Lot Residential Development 1470 Summit Avenue Encinitas, California Dear Mr. Staley: In accordance with your request and our proposal dated October 3, 2002, Geotechnica/ Exploration, Inc. has prepared the following report, providing the results of a preliminary geotechnical investigation for the subject site. The g subsurface investigation was conducted on October 4, 2002. It is our understanding that the two existing residential structures and associated appurtenances on the site are to be demolished and the site is being developed as three split-level residential lots located at 1470 ummit Avenue in Encinitas, California. One of the three lots will be situated on the approximate eastern half of the existing property with the other two situated on the southwestern and northwestern quarters of the property. The proposed structures are to be two story split-level residences with attached garages and will be constructed of standard- type building materials utilizing a conventional concrete slab-on-grade foundation system. The purpose of our investigation was to evaluate the existing surface and subsurface soil and moisture conditions, recommend any necessary site preparation procedures, assess the allowable bearing value of the on-site soils, and to provide slab and foundation design recommendations. Our investigation revealed that the site is underlain by medium dense to dense silty sand formational materials overlain by approximately 1 to 2.75 feet of fill soil. Isolated areas of deeper fill soil may exist. In general, the encountered fill soils were observed to be dry to damp and of variable density, and will not, in their present condition, provide a stable soil base for the proposed structures and associated improvements. It is recommended that the loose fill soils be removed and recompacted as part of site preparation prior to the addition of any new fill or structural improvements. 7420 TRADE STREET • SAN DIEGO, CA 92121 • (858)549-7222 - FAX: (858)549-1604 - E-MAIL: geotech @ixpres.com 2 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 structures and improvements. The work performed and recommendations presented in this report are the result of an investigation and analysis that meet the contemporary standard of care in our profession within the County of San Diego. 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. 02-8321 will expedite a response to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. t Jaime A. Cerros, P.E. Le ie D. Ree , President R.C.E. 34422/G.E. 2007 C.E.G. 999[exp. 3-31-03i/R.G. 3391 Senior Geotechnical Engineer _ SCB/JAC/LDR/pj �y l 1 � i • CD NO 002007 rn �EXp'. 9/3003 �F C F�TfCHC1��P \OF TABLE OF CONTENTS PAGE I. SCOPE OF WORK 1 II. SITE DESCRIPTION 2 III. FIELD INVESTIGATION 3 IV. LABORATORY TESTS 3 V. SOILS AND GENERAL GEOLOGIC DESCRIPTION 5 VI. CONCLUSIONS AND RECOMMENDATIONS 6 VII. LIMITATIONS 20 REFERENCES FIGURES I. Vicinity Map II. Site Plan III. Exploratory Trench Logs IV. Laboratory Test Results V. Basement Wall Detail APPENDICES A. Unified Soil Classification System B. General Earthwork Specifications M& d1lb E SH REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Staley 3-Lot Residential Development 1470 Summit Avenue Encinitas, California JOB NO. 02-8321 The following report presents the findings and recommendations of Geotechnical Exploration, Inc. for the subject property (for Vicinity Map, see Figure No. I; for Site Plan, see Figure No. II). I. SCOPE OF WORK It is our understanding, based on communications with Mr. Jed Staley, and review of an undated proposed site plan provided by Mr. Staley, that the site is being developed to receive three single-family residences with attached garages and associated improvements (refer to Site Plan, Figure No. II). The structures are to be a maximum height of two stories, utilizing standard-type building materials and conventional foundations. Two residential structures hardscape and a pool currently exist on the site. The site is located within an existing residential area, which includes existing streets and associated improvements. With the above in mind, the Scope of Work is briefly outlined as follows: 1. Identify and classify the surface and subsurface soils to explored depths, in conformance with the Unified Soil Classification System (refer to Figure No. III and Appendix A). 2. Recommend site preparation procedures, including recommendations for the proposed grading and site construction. Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 2 3. Recommend preliminary allowable bearing capacity for the on-site formational soils or properly compacted fill soils. 4. Evaluate the settlement potential of the bearing soils under the proposed structural loads. 5. Recommend preliminary foundation design information and provide active and passive earth pressures to be utilized in design of any proposed retaining walls and foundation structures. II. SITE DESCRIPTION The property is known as Assessor's Parcel No. 260-620-77-00, Parcel 2 of Parcel Map 17754, in the City of Encinitas, County of San Diego, State of California (see Figure No. I for Vicinity Map). C x The site, consisting of approximately 0.45-acre, is located on the west side of Summit Avenue, in the City of Encinitas, California. The property is rectangle- shaped and bordered on the north and south by similar residential properties at the approximate same elevation; on the east by Summit Avenue; and on the west by a residential property at a lower elevation. Two residential structures currently exist on the site, a two-story multi-dwelling structure at the eastern half of the property and a one-story structure at the southwestern portion of the property. A pool is situatesl-noft4 of and adjacent to the one story structure. Vegetation on the site consists primarily of grasses, shrubs and a few trees. 454 Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 3 The property slopes gently to moderately down to the west from an elevation of approximately 153 feet above mean sea level (MSL) near the eastern perimeter of the property, to 132 feet above MSL along the western perimeter of the property. Topographic contours and site elevations were taken from the previously referenced undated site plan provided by the property owner. Detailed survey information concerning actual elevations across the site was not available at the time of this investigation. III. FIELD INVESTIGATION f Our field investigation, conducted on October 4, 2002, consisted of the excavation of eight exploratory handpits. The exploratory excavations were located in the field by referring to the referenced drawing provided by Mr. Jed Staley. The soils in the excavations were observed and logged by our field engineer, and samples were taken of the predominant soils throughout the field operation. Exploratory excavation logs have been prepared on the basis of our observations and the results have been summarized on Figure No. III. The predominant soils have been classified in conformance with the Unified Soil Classification System (refer to Appendix A). IV. LABORATORY TESTS Laboratory tests were performed on the retrieved soils in order to evaluate their physical and mechanical properties and their ability to support the proposed residential structures and associated improvements. The following tests were conducted on the sampled soils. GH Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 4 1. Moisture/Density Relations (ASTM D1557-98, Method A) 2. Density Measurements (ASTM D1188-90) 3. Mechanical Analysis (ASTM D422-98) The moisture content of a soil sample is a measure of the weight of water, expressed as a percentage of the dry weight of the sample. The relationship between the moisture and density of the remolded soil gives qualitative information regarding the soil strength characteristics and soil conditions to be anticipated during the proposed grading operation. The Mechanical Analysis Test was used to aid in the classification of the soils according to the Unified Soil Classification System. The expansion potential of soil can be evaluated utilizing the Uniform Building Code Test Method for Expansion Index (UBC Standard No. 29-2). In accordance with the UBC (Table 18-1-8), expansive soils are classified as follows: EXPANSION INDEX POTENTIAL EXPANSION 0 to 20 Very low 21 to 50 Low 51 to 90 Medium 91 to 130 High Above 130 Very high Based on our observations of the near-surface, on-site soils, these materials can be classified as having a very low to low expansion potential and no testing was required. Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 5 Based on the above laboratory test data, observations of the primary soil types on the project, and our previous experience with laboratory testing of similar soils, our Geotechnical Engineer has assigned values for friction angle, coefficient of friction, and cohesion to those soils which will have significant lateral support or bearing functions on the project. These values are presented in Figure No. IV and have been utilized in the assigning the allowable bearing values, as well as active and passive earth pressure design criteria for wall and footing designs in competent native soils or properly compacted fills. V. SOILS AND GENERAL GEOLOGIC DESCRIPTION A review of available geologic maps and reports, as well as our on-site investigation, indicates that the subject property is located in an area underlain by the Quaternary-aged Terrace Deposits (Qt), and overlain by a veneer of fill soil. The fill soils generally thicken in a westerly direction. A description of these units, from youngest to oldest, is included herein. Artificial Fill LQaf): Between 1 and 2.75 feet of fill soil was encountered in our ex loratory excavations (see Figure Nos. II and III). A fill depth of 2.75 feet was encountered in exploratory handpit TP-8, located near the southwestern corner of the lot. Isolated areas of deeper fill soil may exist. The fill soils primarily consist of soil derived from the underlying Terrace Deposit formational materials. Most of the encountered fill consists of loose, dry to moist, brown to orange-brown, silty, fine to medium sand. The encountered fill soils are not suitable in their current condition for bearing support. To be utilized as bearing soils they require excavation and recompaction. For details refer to Figure Nos. III and IV. --- Terrace Deposits (Ot): The encountered Quaternary-age Terrace Deposits consist of medium dense to dense, orange-brown, silty fine to medium sand. Portions of PL 40 Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 6 the unit are slightly cemented. The sandy Terrace soils are, in general, of very low expansion potential and have excellent bearing strength characteristics. For details refer to Figure Nos. III and IV. VI. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the field investigation conducted by our firm, and resulting laboratory tests, in conjunction with our knowledge and experience with the soils in the City of Encinitas. It is our understanding that the site is to be developed to receive 3 single-family residences and associated improvements. The referenced preliminary drawing was used for field locations and conceptual evaluations, but final plans were not available for our review. Final plans should be submitted for our review as soon as F they become available, so that more specific design recommendations or needed alterations to the recommendations included herein can be provided, if warranted. In general, we found that the site is underlain by medium dense to dense, silty sand formational material, which is, in turn, overlain by fill soil ranging in thickness from 1 to 2.75 feet. The encountered fill soils were observed to be dry to damp and loose (and potentially compressible). As such, we recommend that in order to provide a more firm, uniform soil base, the existing fill soils be removed and properly compacted (to at least 90 percent per ASTM D1557-98) prior to the addition of any new fill or structural improvements. TO--anticipated amount of removal and recompaction is aPProximately 2 to 3 feet The soils at the bottom o the excavation shall be scarified, moisture conditioned and recompacted. milk am Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 7 No cut/fill transition lines shall exist in the building pad after grading is completed. Undercutting of not less than 30 inches will be required if cut/fill transition lines are shown on the final grading plans. A. Site Gradin4 1. The proposed grading operations shall be performed in accordance with the General Earthwork Specifications (Appendix B) and the requirements of the city of Encinitas and the County of San Diego Grading Ordinance. Geotechnical Exploration, Inc. recommends that our firm verify the actual k soil conditions revealed during the grading to be as anticipated in this "Report of Preliminary Geotechnical Investigation." In addition, the compaction of any fill soils placed during the grading must be tested by the geotechnical engineer or his supervised representative. It is the responsibility of the grading contractor to comply with the requirements of the grading plans and the local grading ordinance. Any fill soils that are observed to be loose or that have been placed without control or sufficient testing shall be removed and recompacted to comply with the grading specifications. It is recommended that our firm review the final grading plans and project soil-related specifications prior to the start of construction. Also, we recommend that a pre-construction conference be held at the site with the owner/developer, architect, civil engineer, contractor, grader, and geotechnical engineer in attendance. Special soil handling procedures and the grading plan requirements can be discussed at that time. 2. We recommend that the entire property be cleared of existing structures, including foundations, vegetation and any other solid waste, debris or rubble. Pik, 40 Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 8 This unsuitable material shall be disposed of off-site prior to the placing of any new fill. 3. Our investigation revealed that the site is underlain by medium dense to dense formational materials overlain by fill soil ranging from 1 foot in depth along the eastern portions of the lot to approximately 2.75 feet in depth along the western portion of the lot. The encountered fill soils were observed to be dry to damp and loose (and potentially compressible). As such, we recommend that in order to provide a more firm, uniform soil base, the existing fill soil be removed and properly recompacted prior to the addition of any new fill or structural improvements. The excavated low-expansive soils to be used as fill shall be watered to approximately Optimum Moisture content and compacted to at least 90 percent of Maximum Dry Density r (ASTM D1557-98). Any clayey soils encountered within the upper 3 feet from final finish subgrade shall be evaluated during grading by our field personnel. If found to possess an expansion potential equal to or higher than 51, they shall be either exported or mixed with non-expansive soils and compacted with a moisture content at or higher than 5 percent over the optimum moisture content. The relative compaction of such compacted soils shall be between 88 and 92 percent of the maximum obtained per ASTM D1557-98 We should review the grading plan as soon as it is available, so that we can provide additional or modified recommendations for site preparation based on the anticipated soil conditions exposed at finish grade elevations. No cut/fill transition lines shall exist in the building pad areas after grading is completed. Undercutting of not less than 30 inches will be required if cut/fill transition lines are shown on the grading plans. GH , Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 9 4. Any buried objects or abandoned utility lines which might be discovered in the construction area, shall be removed and the excavation properly backfilled with approved on-site or imported fill soils and compacted to at least 90 percent of Maximum Dry Density. 5. Any backfill soils placed in utility trenches or behind retaining walls that support structures and other improvements (such as patios, sidewalks, driveways, pavements, etc.) shall be compacted to at least 90 percent of Maximum Dry Density. B. Design Parameters for Proposed Foundations 5. For preliminary foundation design of new footings, based on the assumption that new footings will be placed at least 18 inches into properly compacted S on-site soils or medium dense to dense formational soils, we provide a preliminary allowable soil bearing capacity equal to 2,000 pounds per square foot (psf). This applies to footings at least 18 inches into the bearing soils and at least 12 inches in width. The footings shall have an effective minimum distance of 8 feet to daylight. Footings built downslope shall be built with level step bottoms, and have a 2.0:1.0 ratio in the rise. For wider and/or deeper footings, the allowable soil bearing capacity may be calculated based on the following equation: Qa = 1000D+500W where "Qa" is the allowable soil bearing capacity (in psf); "D" is the depth of the footing (in feet) as measured from the lowest adjacent grade; and "W" is the width of the footing (in feet). Pohl Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 10 The allowable soil bearing capacity may be increased one-third for analysis including wind or earthquake loads. Up to 6,000 psf (maximum) may be allowed for total vertical bearing capacity for foundations in dense, sound formation or properly compacted soils. 6. The passive earth pressure of the properly recompacted fill soils (to be used for design of shallow foundations and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weight of 300 pounds per cubic foot. This passive earth pressure shall only be considered valid for design if the ground adjacent to the foundation structure is essentially level for a distance of at least three times the total depth of the foundation and is properly compacted soil. 7. An allowable Coefficient of Friction of 0.40 times the dead load may be used between the bearing soils and concrete foundations, walls, or floor slabs. 8. The following table summarizes site-specific seismic design criteria to calculate the base shear needed for the design of the residential structure. The design criteria was obtained from the Uniform Building Code (1997 edition) based on the soil characteristics and distance to the closest fault. Parameter Value Reference Seismic Zone Factor, Z 0.40 Table 16-I Soil Profile Type Sc Table 16-J Seismic Coefficient Ca 0.40Na Table 16- Seismic Coefficient C„ 0.56N„ Table 16-R Near-Source Factor, Na 1.18 Table 16-S Near-Source Factor.—N, -1.44 Table 16-T Seismic Source Type B Table 16-U Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 11 9. Our experience indicates that, for various reasons, footings and slabs occasionally crack, causing ceramic tiles and brittle surfaces to become damaged. Therefore, we recommend that all conventional shallow footings and slabs-on-grade contain at least a minimum amount of reinforcing steel to reduce the separation of cracks, should they occur. 9.1 A minimum of steel for continuous footings should include at least four No. 5 steel bars continuous, with two bars near the bottom of the footing and two bars near the top. A minimum clearance of 3 inches shall be maintained between steel reinforcement and the bottom or sides of the footing. 9.2 Isolated square footings should contain, as a minimum, a grid of No. 4 steel bars on 12-inch centers, both ways, with no less than two bars each way. 9.3 Interior floor slabs should be a minimum of 4 inches actual thickness and be reinforced with at least No. 3 steel bars on 18-inch centers, both ways, placed at midheight in the slab. Slabs shall 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. Though moderate to high sulfate levels are not typical in this area, the cement type, and water to cement ratio to be utilized in the concrete shall be evaluated once final grades have been achieved. Slab subgrade soil shall 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. The same is applicable to all foundations and exterior rigid improvements. Staley 3-Lot Residential Development Job No. 02-8321 Encinitas; California Page 12 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. Control joints should not be spaced farther than every 25 feet for slabs reinforced with steel bars, and 15 feet or the width (if smaller) for exterior slabs reinforced with welded wire fabric. The joints and cuts, if properly placed, should reduce the potential for and help control floor slab cracking. 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. Control joints shall be placed within 12 hours after concrete placement and shall penetrate at least one- quarter the slab thickness. 9.4 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. The owner and flooring contractor shall evaluate the suitability of the slab(s) to receive flooring. Tiled floors shall be provided with an approved isolation sheet to prevent reflective shrinkage and/or control joint reflective cracking. NOTE: The project Civil/Structural Engineer shall review all reinforcing schedules. The reinforcing minimums recommended herein are not to be construed as structural designs, but merely as minimum safeguards to reduce possible crack separations. Actual reinforcing requirements should be provided by the project Structural Engineer for the design loads and anticipated deflections. Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 13 Based on our laboratory test results and our experience with the soil types on the subject site, the dense natural soils and properly compacted fill soils should experience differential angular rotation of less than 1/240 under the allowable loads. The maximum differential settlement across the structure and footings when founded on properly compacted fill or dense natural formation shall be on the order of 1 inch. The total maximum settlement shall be on the order of 1 inch. 10. As a minimum for protection of on-site improvements, it is recommended that all nonstructural concrete slabs (such as patios, sidewalks, etc.), be founded on properly compacted, moisture-conditioned and tested fill or dense native formation with 6x6-6/6 welded wire mesh at the center of the slab, and contain adequate isolation and control joints. P 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 observations and testing. Any rigid improvements founded on the existing loose surface soils can be expected to undergo movement and possible damage and is therefore not recommended. Geotechnical Exploration, Inc. takes no responsibility for the performance of the improvements built on loose or inadequately compacted fills. Any exterior area to receive concrete improvements shall be verified for compaction and moisture within 48 hours prior to concrete placement. For exterior slabs with the minimum shrinkage reinforcement, control joints shall 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 joints in PL 0 Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 14 exterior slabs shall be sealed with elastomeric joint sealant. The sealant shall be inspected every 6 months and be properly maintained. Control joints shall penetrate at least one-quarter the thickness of the slab. 11. Driveway pavement, consisting of Portland cement concrete at least 5.5 inches in thickness, may be placed on properly compacted and moisture conditioned subgrade soils. The concrete shall be at least 3,500 psi compressive strength, with control joints no farther than 15 feet apart or the width of the slab, whichever is less, and also at re-entrant corners. Pavement joints shall be properly sealed with pavement joint sealant, as required in sections 201.3.6 through 201.3.8 of the Standard Specifications for Public Work Construction, 2000 Edition. Depending upon the lateral slab support of the drive, restraining steel dowels may be required along the longitudinal joint in areas that are not sufficiently restrained. 1 C. Floor Slab Vapor Transmission 12. Vapor moisture can cause some problems on moisture sensitive floors, some floor sealers, or sensitive equipment in direct contact with the floor, in addition to mildew and staining on slabs, walls and carpets. 13. 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. 14. Although polyethylene (visqueen) products are most commonly used, products such as Vaporshield possess much higher tensile strength and are Ph, 40 Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 15 more specifically designed for and intended to retard moisture transmission into concrete slabs. In addition, the placement of concrete having a low water to cement ratio (less than 0.5) reduces the potential for excessive vapor transmission. The use of a product such as Vaporshield or a concrete with a relatively low water to cement ratio is highly recommended when a structure is intended for moisture-sensitive floor coverings or uses. 15. The vapor retarders need to have joints lapped and sealed with mastic or manufacturer's recommended tape for additional protection. To provide some protection to the moisture retarder, a layer of at least 2 inches of clean sand on top and 2 inches at the bottom shall also be provided. No heavy equipment, stakes or other puncturing instruments shall 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. The vapor retarders are not waterproof. They are intended to help prevent or reduce capillary migration of vapor through the soil into the pores of concrete slabs. Other waterproofing systems must supplement vapor retarders if full waterproofing is desired. The owner should be consulted to determine the specific level of protection required. D. Retainina Walls 16. The active earth pressure (to be utilized in the design of retaining walls utilizing low expansive soils [EI less than 50] as backfill) shall be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill Pik, 0 Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 16 and properly drained retaining wall backfill only). Clayey soils should not be used for retaining wall backfill. In the event that a retaining wall is surcharged by sloping backfill (of the same soil type), the design active earth pressure shall be based on the appropriate Equivalent Fluid Weight presented in the following table: Height of Slope/Height of Wall* Slope Ratio 0.25 0.50 0.75 1.00(+) 2.0:1.0 44 48 50 52 *Utilization of other than clean sandy soils as backfill or any encountered adverse geologic conditions in the cut slopes behind walls will require the use of higher equivalent fluid weights. The civil engineer's plans and/or architectural plans shall indicate that the retaining wall backfill shall consist of low expansive soils with EI less than 50. The backfill shall be measured from the back face of the wall to a plane i inclined at least 32 degrees from vertical, passing through the heel of the wall foundation. In the event that a retaining wall is to be designed for a restrained condition, a uniform pressure equal to 9xH (nine times the total height of retained wall, considered in pounds per square foot) shall be considered as acting everywhere on the back of the wall in addition to the design Equivalent Fluid Weight. Any additional load or surcharge located within a horizontal distance equal to the height of the wall shall be included as extra pressure. The conversion Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 17 factor from vertical load to horizontal load is 0.32 for cantilever retaining walls and 0.52 for restrained retaining walls. 17. Proper waterproofing and subdrains with free-draining backwall material or geodrains shall be installed behind all retaining walls on the subject project. Geotechnical Exploration, Inc. will assume no liability for damage to structures that is attributable to poor drainage nor for damage due to improperly backfilled trenches or retaining walls with fill soils placed without our observations and testing. Subdrains consisting of perforated pipes placed r in an envelope of gravel and wrapped with filtercloth shall be installed at the bottom of retaining walls. Retaining walls shall be waterproofed and properly F drained as indicated above. The subdrain bottom elevation shall be at least 1 foot lower than the interior surface elevation being protected. Refer to Figure s No. V for a schematic drawing of a retaining wall moisture protection system. i E. Site Drainage Considerations 18. Groundwater was not encountered during the course of our field investigation, and we do not expect groundwater to cause significant problems if the property is developed as presently designed. It should be kept in mind, however, that any required additional grading operations may 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 minor amounts of surface or near- surface water at locations where none existed previously. The damage from such water is expected to be minor and cosmetic in nature, if good positive drainage is implemented at the completion of construction. Corrective action should be taken on a site-specific basis if and when it becomes necessary. Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 18 19. Adequate measures shall be taken to properly finish-grade the building site after the structures and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from the foundations, floor slabs, footings, and slopes, onto the natural drainage direction for this area or into properly designed and approved drainage facilities. Roof gutters and downspouts should be installed on the structures, 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 foundations, footings and floor slabs. Failure to observe this recommendation could result in undermining and possible differential settlement of the structure or other improvements on the site. 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. 20. Appropriate erosion control measures shall be taken at all times during and after construction to prevent surface runoff waters from entering footing excavations, ponding on finished building pad areas or running over the tops of slopes. 21. Sediment accumulation and standing water along street curbs is a common occurrence after construction of a residence or subdivision, most often as a result of excess irrigation and/or relatively level street grades. Continual slow water flow from yard drainage systems into street swales often results in curb areas that remain wet, muddy or support moss growth and algae. During high water flow conditions (such as during a heavy rainfall), the velocity of the water will most likely carry the sediments and clear the curb area. However, during low water flow (such as continual slow draining of Mkk jib Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 19 yard area drains into the curb outlets), the slow velocity allows silts and fine sands to deposit and accumulate. Heavily landscaped yards, the presence of cut ground lots that create near-surface perched water conditions, and relatively level streets with shallow gradients to storm drain inlets all contribute to wet and muddy curb conditions. It is the responsibility of the project Civil Engineer or architect preparing the grading plan to design adequate street/curb surface drainage. It is recommended that the future homeowners be advised as to the irrigation-related cause(s) of persistent water and sedimentation in the street curb areas. If street curb flow from yard area drains is not considered acceptable, we may be contacted by the project Civil Engineer to discuss the design of a yard area discharge collection system. n 22. Planter areas, flower beds and planter boxes shall be sloped to drain away from the foundations, 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 building or surrounded by concrete improvements shall be provided with sufficient area drains to help with rapid runoff disposal. No water shall be allowed to pond adjacent to the building or other improvements. Planter boxes shall be constructed with a closed bottom and a subsurface drain, installed in gravel, with the direction of subsurface and surface flow away from the slopes, foundations, footings, and floor slabs, to an adequate drainage facility. Sufficient area drains and proper surface gradient shall be provided to reduce water ponding throughout the project. Roof gutter and downspouts shall be tied to storm drain lines. Pkkl Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 20 F. General Recommendations 23. In order to reduce any work delays at the subject site during site development, this firm should be contacted at least 24 hours prior to any need for observation of slopes or field density testing. VII. LIMITATIONS F It should be noted that all recommendations are of a preliminary nature and subject to change, based upon review of your final grading and building plans, and our observations during grading. Our preliminary conclusions and recommendations have been based on the available data obtained from our report reviews, field R investigation and laboratory analysis, as well as our experience with the soils and formation materials in this area of Encinitas. 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 4 operations begin. In the event discrepancies are noted, additional recommendations may be issued, if required. This report has been prepared for i preliminary design purposes only, and may not be sufficient to prepare an accurate bid for the grading work. i 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. 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 Staley 3-Lot Residential Development Job No. 02-8321 Encinitas, California Page 21 the grading plans, especially with respect to the height and location of any proposed cuts and fills, this report should be presented to us for immediate review and possible revision. The firm of Geotechnical 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. This firm does not practice or consult in the field of safety engineering. We do not F direct the contractor's operations, and we cannot be responsible for the safety of r personnel other than our own on the site; the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. It is the responsibility of the owner and/or developer to ensure that the recommendations summarized in the report are carried out in the field operations ► and that our recommendations for design of the project are incorporated in the k building and grading plans. Our firm should review the grading and the building plans when they become available and before grading starts. P i This opportunity to be of service is sincerely appreciated. Should you have any questions regarding this matter, please contact the undersigned. Reference to our Job No. 02-8321 will help to expedite a response to your inquiries. P Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. ,rte Le e D. Ree , President Jaime A. Cerros P.E. C.E.G. 9991:exp. 3-31-0 1 R.C.E. 344 RcD � �t Senior G ` D. 2 F9 REED NO-S---* T; I No. 002007 M Exp. 930;G3 ��fiL0i3T 7'ECHN�GPv OF CI'+L�F REFERENCES JOB NO. 02-8321 October 2002 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 (101h 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 Seismic Safety Element, revised 1995, Map Sheet 29. Clarke, S.H., H.G. Greene, M.P. Kennedy and J.G. Vedder, 1987, Geologic Map of the Inner-Southern California Continental Margin in H.G. Greene and M.P. Kennedy (editors),.California Continental Margin Map Series, Map 1A, Calif. Div. of Mines and Geology, scale 1:250,000. Crowell, J.C., 1962, Displacement along the San Andreas Fault, California; Geologic Society of America Special Paper 71, 61 p. Gray, C.H., Jr., M.P. Kennedy and P.K. Morton, 1971, Petroleum Potential of Southern Coastal and Mountain Area, California, American Petroleum Geologists, Memoir 15, p. 372-383. 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. Hauksson, E. and L. Jones, 1988, The July 1988 Oceanside (ML=5.3) Earthquake Sequence in the Contenental 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, Cal-Tech, Pasadena, Calif. Kennedy, M.P., 1975, Geology of the San Diego Metropolitan Area, California; Bulletin 200, Calif. Div. of Mines and Geology. 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. rH References Page 2 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, 1997B, 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., S.H. Clarke, H.G. Greene, R.C. Jachens, V.E. Langenheim, J.J. More and D.M. Burns, 1994, A Digital (GIS) Geological/Geophysical/Seismological Data Base for the San Diego 30-x60' Quadrangle, California -- A New Generation, Geological Society of America Abstracts with Programs, v. 26, p. 63. Kennedy, M.P. and G.W. Moore, 1971, Stratigraphic Relations of Upper Cretaceous and Eocene Formations, San Diego Coastal Area, California, American Association of Petroleum Geologists Bulletin, v. 55, p. 709-722. Kennedy, M.P., S.S. Tan, R.H. Chapman and G.W. Chase, 1975, Character and Recency of Faulting, San Diego Metropolitan Area, California, Calif. Div. of Mines and Geology Special Report 123, 33 pp. 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. 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. Lindvall, S.C. and T.K. Rockwell, 1995, Holocene Activity of the Rose Canyon Fault Zone in San Diego, California, Journal of Geophysical Research, v. 100, no. B-12, p. 24121-24132. 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. Moore, G.W. and M.P. Kennedy, 1975, Quaternary Faults in San Diego Bay, California, U.S.Geological Survey Journal of Research, v. 3, p. 589-595. 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-Merifield 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. 4 r4 410 VICINITY MAP T- 14 1,4 'a 114 sx iT t i a 4ELBA 'i tlig 0 1 -" i @!MELBA is ca LA SO Lul in DIEGUITO 1— H INT f Rn cc HS 4c L3 'BEET 'POINT "PI PARK 0 SANTA 1 SWAMIS as swT RUK�STEIN\ "IT AV IMACKIN .k--6. 1 NN -, 4 � ' :MUNEVAR CT ., SWAMIS ST -- I �; SUMNIT o cc In in; CREST RD !? GW PAW !MALL KI%M WSS M LT WIRM I\BR REEK i 1AA`� CZ i �1 �;N, ! MMIS CAREnA TLE WY AIM Site ,,9 ICK AV NoLBEY %CP .pEFFIELD i HILL I &n n CT *lei UJ Ail C* AV ' • AM SAN - E L IJO STATE LLI C SEACH Ap\ ®R 0 CC "S. DR Staley Split Lot Project 1470 Summit Avenue San Diego, CA. Figure No. I Job No. 02-8321 4 _ C Z � o m Ap tN O J , d anua � � Z S •• -_ L)E r------ __ Cl of - -N -- cog a w --- a c °¢ o 0 w LD_Qa a s c , c in a- e0� ��90 Q I Ec °m —tea m CD 4 am 0- ° as OL 4 - c? 44 p >- o v a>.° lit�` -- -- � — L la`a I O 2L EtM z aE o ..� €a4 � o Q a m. I N W 1-- - oe ae I ae a I U- U- �- Z o o Q Z Z +I m 0 CL P a W o E U L!J � o m ce a O U a 10 y a I W X eWq X W o 6 - ° 2 Oo Z o .J a 0 a C O °" of A a 1 ' � Odi m 1-- N O EQUIPMENT DIMENSION&TYPE OF EXCAVATION Hand Tools DATE LOGGED SURFACE ELEVATION 2'X 2'X 2'Handpit 10-4-02 GROUNDWATER DEPTH t 153'Mean Sea Level LOGGED BY Not Encountered SCB FIELD DESCRIPTION AND LL CLASSIFICATION o _ J w w DESCRIPTION AND REMARKS "', w a-CLY ° + cn U U F- � M ,� >-a _i W y ° (Grain size,Density,Moisture,Color) N a`—" a z �Pf I V5 ~ dz c9i '- FINE TO MEDIUM SILTY SAND,w/few roots. SM Loose. Dry to damp. Medium orange-brown. FILL(Qaf) 1 ` r SILTY SAND. Medium dense. orange-brown. Damp. Medium SM I TERRACE DEPOSITS(Qt) 2 7.2 116, 7.8 120 97 Bottom @ 2' 3 4 5 N _O H O 9 a w 0 w 0 1 WATER TABLE JOB NAME Proposed Staley Residence LOOSE BAG SAMPLE SITE LOCATION Q IN-PLACE SAMPLE 1470 Summit Avenue,Encinitas,CA. o DRIVE SAMPLE JOB NUMBER REVIEWED BY LDR/JAC LOG No P SAND CONE/F.D.T. 02-8321 ® STANDARD PENETRATION TEST FIGURE NUMBER � + +.Inc T P-1 � Ilia �'' EQUIPMENT DIMENSION&TYPE OF EXC Hand Tools AVAl1pN DATELOGGED 2'X 2'X 2.33'HandpI SURFACE ELEVATION t 10.4-02 GROUNDWATER DEPTH t 153'Mean Sea Level LOGGED BY Not Encountered SCB FIELD DESCRIPTION AND w w CLASSIFICATION j� v a DESCRIPTION AND REMARKS w rr ° w w` zrY r� o ° U (Grain size,Density,Moisture,Color) :5_ °� >> >� }° + -� � o v F- qj � _ate aw a0 Z zg Z ax SILTY FINE TO MEDIUM SAND. Loose. Moist. glyl ° 0_- ° ° ° ° Medium orange-brown. °'° 5 FILL(Oaf) SILTY FINE TO MEDIUM SAND. Medium dense to dense. Damp. Medium orange-brown. SM I TERRACE DEPOSITS(Qt) 2 —Trench backfill soils encountered on left side of d� M excavation extending to greater than 28"in depth. Bottom @ 2.33' 3 4 5 0 a 0 c� J X wi w c� i Z WATER TABLE JOB NAME ® LOOSE BAG SAMPLE Proposed Staley Residence SITE LOCATION IN-PLACE SAMPLE � 1470 Summit Avenue,Encinitas,CA. z DRIVE SAMPLE JOB NUMBER 0 REVIEWED BY LOG No. P: Q SAND CONE/F.D.T. 02-8321 LDR/�AC x FIGURE NUMBER dal w ® STANDARD PENETRATION TEST � aeeD'J"`' TP=2 Illb �'—' EQUIPMENT DIMENSION&TYPE OF EXCAVATION Hand Tools DATE LOGGED . 5'Handpl SURFACE ELEVATION 2'X2'--1 2 t 10-4-02 GROUNDWATER DEPTH t 148'Mean Sea Level LOGGED BY Not Encountered SCB FIELD DESCRIPTION AND U CLASSIFICATION o a a c DESCRIPTION AND REMARKS w Lu w w o_ o o o ¢ {Grain size,Density,Moisture,Color ~ >> > }° + ��ii. o S w af-p z 8 Z z ii u' FINE TO MEDIUM SILTY SAND. a Z a Z z Medium — 0 0� o 0 m a dense. Dry. Light orange-brown. SM FILL(Qal� SILTY SAND. Medium dense to dense. Damp. SM 1 Orange-brown. � TERRACE DEPOSITS Qt .4 111 .5 Bottom @ 1.25' 2 3 4 5 0 m a 0 P X w w c� T WATER TABLE JOB NAME ® LOOSE BAG SAMPLE Proposed Staley Residence m SITE LOCAl10N 0 IN-PLACE SAMPLE 1470 Summit Avenue,Encinitas,CA. 0 z DRIVE SAMPLE JOB NUMBER 0 REVIEWED BY 0 0 SAND CONE/F.D.T. 02-8321 LDR/JAC LOG No. X ® STANDARD PENETRATION TEST FIGURE NUMBER !@ EkP affen, TP=3 w �plermen.Inc. Ilic EQUIPMENT DIMENSION 8 TYPE OF EXCAVATION Hand Tools DATE LOGGED 2'X 2'X 3'Handpit SURFACE ELEVATION 10-4-02 GROUNDWATER DEPTH t 143'Mean Sea Level LOGGED BY Not Encountered SCB FIELD DESCRIPTION AND LL CLA w TION SSIFICA v } _ a DESCRI PTION AND REMARKS o �¢ (Grain size,Density,Moisture,Color) cv ; g g � ° zZ+ LL t0 fo O 0 gUj a Z Z g2 SILTY FINE TO MEDIUM SAND. Loose. Dry. ° °as � o m O Light orange-brown. SM f FILL(Qat) 'k 2 j l SILTY SAND, slightly cemented. Medium dense. Damp. Orange-brown. SM TERRACE DEPOSITS(Qt) 5.3 112.6 3 p�r — Unfilled 12"diameter hole on east side of excavation,firms u 36". Bottom @ 3' 4 5 0 0 0 J X w w C7 1 WATER TABLE JOB NAME ® LOOSE BAG SAMPLE Proposed Staley Residence C. M SITE LOCATION H] IN-PLACE SAMPLE 1470 Summit Avenue, Encinitas,CA. 0 z DRIVE SAMPLE JOB NUMBER REVIEWED BY LDR/JAC LOG No. SAND CONE/F.D.T. 02-8321 .,,j i FIGURE NUMBER '�/ �STANDARD PENETRATION TEST EVZ1'�'�"`' TP4 lild �'' EQUIPMENT DIMENSION&TYPE OF EXCAVATION Hand Tools DATE LOGGED 2'X 2'X 2.25'Handpit SURFACE ELEVATION 10-4-02 GROUNDWATER DEPTH t 142'Mean Sea Level LOGGED BY Not Encountered SCB FIELD DESCRIPTION AND LL CLASSIFICATION o } DESCRIPTION AND REMARKS wit E R w o_X o o a o ow (Grain size,Density,Moisture,Color) v o + .C� aw ao �� ~� aw SILTY FINE TO MEDIUM SAND, w/gravel. o �a U �3 Loose. Dry. Brown. SM m Z 0 FILL(Qatl) 0 II' SILTY FINE TO MEDIUM SAND. Medium dense. Dry to damp. Li ht ora SM 9 nge brown. TERRACE DEPOSITS(Qt) becomes tighter @ 2'. Bottom @ 2.25' 3 4 5 0 a 0 X W W U' 1 WATER TABLE JOB NAME Proposed Staley Residence ® LOOSE BAG SAMPLE SITE LOCATION IN-PLACE SAMPLE � 1470 Summit Avenue, Encinitas,CA. Z DRIVE SAMPLE JOB NUMBER REVIEWED BY 0 SAND CONE/F.D.T. 02-8321 a �/ LDR/JAC LOG No. FIGURE NUMBER 'rip �' tdtaf W ® STANDARD PENETRATION TEST �' ' .Mc. TP-5 Ille a'-' EQUIPMENT DIMENSION&TYPE OF E)(CAVATION Hand Tools DATELOGCEp SURFACE ELEVATION 2'X 2'X 2.25'Handpit GROUNDWATER DEPTH 10.4-02 t 146'Mean Sea Level LOGGED BY Not Encountered SCB FIELD DESCRIPTION AND L CLASSIFICATION o Y o > a DESCRIPTION AND REMARKS w� ° w 57- w y g g o 0 ° (Grain size,Density,Moisture,Cola) >> > >o o 0 Srn S V5 g Z J _figw a0 w ZZ aw SILTY FINE TO MEDIUM SAND. Loose to 0 z za _ medium dense. D SM m o Dry. Light orange-brown. FILL(Qao 2 «I SILTY FINE TO MEDIUM SAND, slightly cemented. Medium dense to dense. p SM Orange brown. Dry to damp. TERRACE DEPOSITS Qt Bottom @ 2.25' 3 4 5 0 0 0 9 -I X wi w c� a L T WATER TABLE JOB NAME ® LOOSE BAG SAMPLE ProPosed Staley Residence N SITE LOCATION Q IN-PLACE SAMPLE 1470 Summit Avenue, Encinitas,CA. Z DRIVE SAMPLE JOB NUMBER 0 0 REVIEWED BY 0 SAND CONE/F.D.T. 02-8321 LDR/JAC LOG No. X ® STANDARD PENETRATION TEST FIGURE NUMBER V/1 ��eChtYw► TPm6 w ��en,lnt, Iilf �-' EQUIPMENT DIMENSION&TYPE OF EXCAVATION Hand Toots DATE LOGGED SURFACE ELEVATION 'X 2'X X Han pit GROUNDWATER DEPTH 10-4.02 t 134.5 Mean Sea Level LOGGED BY Not Encountered SCB FIELD DESCRIPTION AND CLASSIFICATION a° a CO w w o } w ca d2 DESCRIPTION AND REMARKS o ° {Grain size,Density,Moisture,Color} w � � U� O a v-~i a Cn _ win Uj SILTY FINE TO MEDIUM SAND. `Z Z a= medium dense. p Dose to SM t ° m o ry. Light orange-brown. r FILL(Qat) 1 X y'Ya `FS 2 SILTY FINE TO MEDIUM SAND, slightly cemented. Medium dense to dense. D SM 3 Orange brown. Dry to damp. TERRACE DEPOSITS Qt Bottom @ 3' 4 5 0 0 c� J X Wi O Uj Uj 1 WATER TABLE JOB NAME Proposed Stale y ® LOOSE BAG SAMPLE Y Residence SITE LOCATION IN-PLACE SAMPLE 1470 Summit Avenue, Encinitas,CA. z DRIVE SAMPLE JOB NUMBER REVIEWED BY o � SAND CONE/F.D.T. 02-8321 �` LDR/JAC L�No. X ® STANDARD PENETRATION TEST FIGURENUMBER '1if nl=1 TP=7 W �rptforanen,lne. Illg EQUIPMENT DIMENSION 8 TYPE OF EXCAVATION Hand Tools DATE LOGGED SURFACE ELEVATION 2'X 2'X 3.25'Handpit GROUNDWATER DEPTH 10-4-02 t 133'Mean Sea Level LOGGED BY Not Encountered SCB FIELD DESCRIPTION AND U CLASSIFICATION a _ w a DESCRIPTION AND REMARKS ? �°} �w o a o o (Grain size,Density,Moisture,Color) C) ��- > > > > o + o vi CL s z Z c- M. r-� z SILTY FINE TO MEDIUM SAND. t f° oa o o o o Light brown. Loose. Dry. SM m FILL(Qao 1 9 119.5 2 •r �U 'I iM SILTY FINE TO MEDIUM SAND. 3 , 'j I dense to dense. to dam Medium SM i 1l orange-brown. p Medium TERRACE DEPOSITS Qt Bottom @ 3.25' 4 5 0 a 0 c� a W O w C7 WATER TABLE JOB NAME J ® LOOSE BAG SAMPLE Proposed Staley Residence N SITE LOCATION D IN-PLACE SAMPLE 1470 Summit Avenue,Encinitas,CA. Z DRIVE SAMPLE JOB NUMBER REVIEWED BY a SAND CONE/F.D.T. 02-8321 LDR/JAC LOG No. x ® w STANDARD PENETRATION TEST FIGURE NUMBER Geaft TPw8 140 LABORATORY SOIL DATA SUMMARY DIRECT SHEAR - -EST DATA 1 2 3 130 APPARENT COHESION (psf) APPARENT FRICTION ANGLE 31 100 250 31 33 30 Gravel Sand Coarse To Fines 120 Medium Fine 5 - � Clay U.S. standard sieve sizes O 0 O p J p N v O 4 J V. IDO G v f � N 110 80 z Z 60 I I 1 I cx Z I I I I o 40 100 I I I I 20 I I I I I D O ^•O O O O 90 MAXIMUM DRY DENSITY 1 2 O ° (pcf) 3 2.70 GRAIN DIAME'Ek, + OPTIMUM MOISTURE 120 119.5 CONTENT (Z) 2.60 7.8 9 2.50 SPECIFIC GRAVITY 80 0 10 ZERO AIR VOIDS CURVES LABORATORY COMPACTION TEST 40 SOIL TYPE SOIL CLASSIFICATION BORING TRENCH 1 No. No DEPTH — q Fine to medium silty Sand, medium orange br 2 TP-1 11-21 —X— Silty fine to medium Sand, light brown o TP-8 0.5'-1 5' --mo •_. y Silt sand) medium brown TP-1 1 .5 '-1 67' SWELL TEST DATA � 2 3 INITIAL DRY DENSITY (pcf) INITIAL WATER CONTENT (X) LOAD (psf) PERCENT SWELL FIGURE NUMBER I V JOB NUMBER 02-8321 4(lA OD TYPICAL SIMORADE RET WAIF DRAINAGE AIl11I11TG RECO ATIONS E' jl j Proposed Exterior Grade 6" Min. To Drain at A Min. 2% x Fall Away from Bldg 1 Exterior Retaining Footing Wall Miradrain 6000 Properly Waterproofing Co pa ted To TOP Of WaII Backfill Lower—level Sealant Perforated PVC Slab—on—grade � (SDP 35) F or Crawispace 4 Pipe with 0.5% min. slope, With bottom of pipe located 12' k below slab or Interior (crawlspace) Sealant ground surface elevation, with 1.5 (cu-ft-) of gravel 1' diameter j such asapped with filter cloth Miirodrain 6000 d TBetween p Bo d 1 Bottom 2 u of Slab and 4 e� Pipe Bottom pDa�a r 60. Miradrain Cloth NOTE.- As an option to Miradrain FW19 NO. V Crushed rock 3/4` maximum diameter may bor � `�� 'WZir with a minimum 72` thickness clang the interior face of the wall and 2.0 cuff./ft, of pipe GOOA � grovel envelope. ,� 02-8188—V APPENDIX A UNIFIED SOIL CLASSAPPENDIX q IFICATION CHART SOIL DESCRIPTION Coarse-grained More than half of material is larger than a GRAVELS, CLEAN GRAVELS NO. 200 sieve) (More than half of coarse fraction GW Well-graded gravels, gravel and sand mixtures, little is larger than No. 4 sieve size, but or no fines. smaller than 3") GP Poorly graded gravels, gravel and sand mixtures, little - or no fines. GRAVELS WITH FINES (Appreciable amount) GC Clay gravels, Poorly graded gravel-sand-silt mixtures SANDS, CLEAN SANDS (More than half of coarse fraction SW Well-graded sand, gravelly sands, little or no fines is smaller than a No. 4 sieve) SP Poorly graded sands, gravelly sands, little or no fines. SANDS WITH FINES (Appreciable amount) SM Silty sands, poorly graded sand and silty mixtures. 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 ML Inorganic silts and ver silt and y fine sands, rock flour, sandy clayey-silt sand mixtures with a slight plasticity. Li uid Limit Less than 50 CL Inorganic clays of low to medium lasticit clays, silty clays, clean clays, p y, gravelly OL Organic silts and organic silty clays of low plasticit MH g y' Inor Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Ligciid'Limit Greater than 50 CH Inorganic clays of high plasticity, fat clays. HIGHLY ORGANIC SOILS OH Organic clays of medium to high plasticity. PT Peat and other highly organic soils APPENDIX � APPENDIX 13 GENERAL EARTHWORK SPECIFICATIONS general eral The objective of these specifications is to property existing natural ground or properly compact fill establish procedures for the clearing receive new fill the fill compaction and testing methods to be used. for the selection o f preparation of the the fill mater' Scope of Work sal, and for The earthwork includes all the activities and resources workmanlike manner all the grades activities the filled areas shown in the Ian section include all clearing rovided by the contractor to construct r a compacting 9 and grubbing, removing plans. The major items of work covered in thitl grading of 9heff(led aoreasacting of backfills, subdrai nin installations, and Of all other vials preparing areas to be filled, er work necessary to complete the 4 Site Visit and Site Investi at �• The contractor shall visit the site and carefully study it, and determine the full extent of the work required to complete The contractor shall satisfy himself as to the make all inspections necessary in order to specifications. p ete all grading in conformance with the drawings and conditions, the conformation and condition of the existing if a and facilities needed prior to and Burin nature, location, and extent of the the character, ground surface; and the t equipment, work quality, and quantity g Prosecution of the work. The contractor shall satisfy himself labor, y of surface and subsurface materials or obstacles to be encountered. inaccuracies or discrepancies between the actual field conditions and and specifications, as to must be brought to the engineer's attention in order to clarify the exact untered, Any work to be the drawings or between the drawings I performed. 2, nature of the A soils investigation report has been prepared for this project b used as a reference to the surface and subsurface soil and bedrock recommendations Y Ge It is available for review and should be made in the report of the soil investigation or subsequent reports shall addendum to these specifications, this project. Any Authorit of the Soils En sneer and En ineerin Geolo ist become an The soils engineer shall be the owner's representative to observe and the placing of fill shall be under the observation of the soils engineer give a test the construction of fills. Excavation and g written opinion regarding nd his/her representative, and he/she shall g conformance with the specifications upon alluvium, completion of grading.u or reject materials proposed of p The soils engineer shall have the authority to cause the removal and replacement for use in the compacted fill areas. sum and shall have the authority to a pr or The soils engineer shall have, in conjunction with the engineers approve preparation of natural ground and toe of-fill benches to receive fill material. the authority to evaluate the stability of the existing or proposed slopes, geologist, the authority to a The engineering PProve the measures. If any unstable condition is being created b 9 shall have engineer shall advise the contractor and owner immediately, p s, and to evaluate the necessity of remedial time as corrective measures are taken. Y cutting or filling, the engineering geologist and/or soils y, and prohibit grading in the affected area until such The owner shall decide all questions regarding: (1) the interpretation of the drawings and specifications, (2) the acceptable fulfillment of the contract on the part of the contractor, and (3) the matter of compensation. G0 N Appendix B Page 2 Clearin and Grubbin 1• Clearing and grubbing g shall consist of the removal from all areas to be trees, stumps, paving culverts, pipe, and vegetation (including ps, logs and roots larger than 1-inch in diameter), graded of all surface trash but not limited to -- - abandoned 2• All organic and inorganic heavy weed growth, Piled, g materials resulting from the and disposed rg ni the contractor It give the cleared areas combustible materials on-site shall not clearing and grubbing operations shall be collected, and in such a manner to prevent the of b from spreading unless allowed eat and finished appearance. by local regulaty or and d rea.Burning of 3• It is understood to areas adjoining the property times impossibility that minor amounts Y or cleared area. Y of complete removal. of organic materials ma case can be allowed le occur in concentrations or total Y remain in The amount remaining, however, the fill soils due to the near decomposition. must be considered negligible, and in no quantities sufficient to contribute to settlement upon Preparation of Areas to be Filled p 1• After clearing materials, shall be removed to 111 ncom pacted or improper) fill as indicated in the soils investigation oreport orb Y compacted fills soft or petent natural ground, undisturbed bedrock,ore sails, or unsuitable are exposed in final graded areas, they shall be removed rand tlep aced as compacted Where the properly table materials 2• The ground surface exposed after removal of unsuitable pacted fill. inches, brought to the specified moisture content, and then table soils shall be scarified to a specified density. Where undisturbed bedrock is exposed the scarified ground compacted depth of at least 6 not if required. P ed at the surface, scarification adroto at least the 3• All areas to receive compacted paction shall approved to the soils engineer fill,and/or including l removal areas and toe-of-fill benches, shall engineering geologist prior to Placing be observed and 4• Where fills are made on P g Compacted fill. benches shall be hillsides or exposed slope areas with gradients greater than stabilit cut into firm, Y• This is to undisturbed, natural ground in Plane. Provide a horizontal base so order to 20 Percent, horizontal The initial bench at the toe of the fill shall be at least 10 f provide both lateral and vertical that each layer is placed and compacted on a horizontal determine the placed at feet in width on firm, undisturbed, natural width and frequency of all succeeding he bottom of the design slope. the steepness of the slope. Ground slopes The engineer shall considered steepness Of necessary benches, which will vary with the soil conditions and Y by the soils engineer, p flatter than 20 percent (5.0:1. Fill and Backfill Material 0) shall be benched when Unless otherwise specified, backfill, provided that all organlic ma-site ,material obtained sa from the removed. In the event that ex Project excavations may finished grade and the and other objectionable material contained therein isffirst expansive materials are encountered during foundation excavations within 3 feet of opinion of the soils engineer Porating them in fills. Y shall be entirely removed or thorough l g are detrimental) No footing shall be allowed to bear on soils which, in the Y expansive -- unless designed for this clayey However, rocks, boulders project excavations may ' broken Portland cement concrete, Y Y condition. Y be permitted in the backfill or fill with the following limitations: pavement obtained from the APPendix 8 Page 3 1• The maximum dimension of any piece used in the top 10 feet sh 2 Clods or hard lum all be no larger than 6 inches. material in fill. ps of earth of 6 inches in greatest dimension shall be broken up before compacting the 3• If the fill material originating cannot be broken readily, g from the project excavation contains large used in fills below final sub grade f ranging Pieces o are ge rocks 9 g from 6 inches in diameter to 2 feet in boulders,mum dimension nesting or voids between them. Ps that No rocks over 4 Peet will beual owed in the(such s►on may be 4, as windrows) as to eliminate Pieces larger than 6 inches shall not be he fill. 5• Pieces larger than 3 inches shall not b placed within 12 inches of any structure. 6 e placed within 12 inches of the subgrade for Rockfills containing less than 40 r Specific recommendations of soil paving' 4 mendations shall be made b passing 3/4-inch sieve may engineer. Y the soils engineer and be be permitted in designated areas: be subject to approval by the city 7• Continuous observation b f Y the soils engineer is re 8• Special and/or quired during rock placement. t additional recommendations ma clarify, or amplify these specifications. y be provided in writing by the soils engineer to modify, 9• During grading encountered by ° erations, soil types other than Y the contractor. The soils engineers all beaconsul ed to evaSO1I Investigation re as fill materials. evaluate soil suitability ort may be Placing and Compacting Fill Material Y of these soils 1• After pfeparin la ers, g the areas to be filled, the approved fill Y with lift thickness compatible to the material being Unless otherwise a material shall be placed in approximately horizontal Of loose thickness•approved by the soils engineer, each layer spread for c compaction shall Adequate drainage of the fill shall be provided at all times during of equipment being used. 2• When the moisture content of the fill material is below not exceed 8 inches ng the construction period. to it until the moisture content is as specified, ow that specified by the engineer, water shall be added 3• When the moisture content of the fill material is above compaction of unstable fill, the fill material shall be aerated b methods until the that specified by the engineer, resulting or moisture content is as specified. Y bladin in inadequate g and scarifying or other satisfactory 4• After each layer has been placed, than the density mixed, ands read even) Y set forth in the specifications. p Y, it shall be multiple-wheel pneumatic-tired rollers Compaction shall be accomplished with sheeed to not less Equipment shall be of such design that it will other able to compact Compaction shall cover the entire fill area, approved types of acceptable compaction equipment. desired density has been obtained throughout the fill. the fill to the specified relative compaction. to fired density entire shall make sufficient trips to ensure that the by hand-directed compaction rolling compacting At locations where it would be impractical due g equipment, fill layers shall be compacted to the specified requirement ling c equipment. s Glu J Appendix B Page 4 5• When soil types or combination of soil types are encountered which tend to develop densely packed surfaces as a result of spreading or compacting operations, the surface of each la er roughened after compaction to ensure bond to the succeeding layer. Y of fill shall be sufficiently 6• Unless otherwise specified, fill slopes shall not be steeper than 2.0 horizontal general, fill slopes shall be finished in conformance with the lines and grades show slopes shall be overfilled to a distance from finished slopes such that it to 1 l vertical. In n on the plans. The equipment surface of fill operate freely within the zone of the finished slope, and then cut back to the fin' compacted core. Alternate compaction procedures include the backro t will allow compaction a ui 4 pment to in increments of 3 to 5 feet in o elevation gain. fished grade to expose the (ling of slopes with sheepsfoot rollers shall be evaluated for approval b g Alternate methods may Y the soils engineer. Y be used by the contractor, but they 7• Unless otherwise specified, all allowed expansive fill approximately 2 to 4 material shall be compacted to a moisture content of near-optimum Percent above the optimum moisture content. Nonexpansive fill shall be compacted P moisture content. All fill shall be compacted, compaction not less than 95 P unless otherwise specified, to a relative with asphalt concrete or Portland concrete,fill in the not less than 90 upper 12 inches of percent for under areas T be e compaction is the ratio of the dry unit weight of the compacted fill to rthe slab r °thy fill. The relative weight of a sample of the same soil, obtained in accordance with A.S.T.M. D-1557 maximum dry unit 8• The observation and 557 test method. ongoing Periodic testing by the soils engineer are intended to F 9 g measure of the quality of the fill compaction operation. It is the responsibility contractor to utilize this information to establish the degrees of compactive effort the contractor with an More importantly, it is the responsibility of the grading contractor to ensure p equirey of the grading applied at all times Burin ffort required on the project. representatives. g the grading operation, including during the absence Of soils tengineering 1• Trench excavations which extend under graded lots, loading, in slopes or close to slope areas, shall be backfilled under the observations engineer. All trenches not falling within the aforementioned areas, areas under the influence of structural locations shall be backfilled in atccordance with the City or County regulating agency specifications. 2• Unless otherwise specified, the minimum degree of compaction shall be 90 percent of the laboratory 3• Any soft, spongy, unstable, or other similar material encountered in th e trench excavation upon which the bedding material or pipe is to be placed, shall be removed to a depth recomm ended by the soils engineer and replaced with bedding materials suitably densified. Bedding material shall first be placed so that the pipe is bearing on the bottom segment. After the needed testing of the pipe is accomplished,for the full length of the barrel with full completed to at least 1 foot on top of the placed. Bedding shall consist n granular material The a bedding equivalent n the bedding shall be shall be properly densified before backfill is approved by the engineer, quivalent not less than 30, or other material 4. No rocks greater than 6 inches in diameter will be allowed in the bac Pipe and 1 foot below finished subgrade. Rocks greater than 2.5 inches in an in the backfill placed within 1 foot of pavement subgrade, kfi placed between 1 foot above the any dimension will not be allowed Irr( Appendix B Page 5 5• Material for mechanical) moistened prior to compaction,compacted backfill shall be Placed being placed and the t In addition, the layers shall havena lifts th thickness compatible type of equipment being horizontal layers and properly and then tamped or rolled until the specified relative compaction has be with the material g used. Each layer shall be evenly spread, moistened or dried, 6• 8ackfill shall be mechanical) been attained. rollers, vibratory rollers, i other mechanical btampers. Im Y means of tamping rollers, sheepsfoot rollers permitted over clay, asbestos cement, Pact-type pavement breakers (stompers) will pneumatic nottbe specific compaction equipment shall not be construed as plastic, cast iron, or nonreinforced concrete pipe. .Permission to use such equipment will not result in damage to adjacent ground, exgst ngn mp ro veme under the contract. The contractor shall make his/her own d teeing or implying that the use of 7• Jetting shall not be permitted as a compaction termination in this s or improvements installed paction r re egard. method unless the soils engineer allows it in writing. $• Clean granular material shall not be used as backfill or unless distance of 10 feet is the to bedding in trenches located in slope areas Potential buildup of seepage forces into the slope mrasssions are made for a drainage system to mitigate atehin a Observations and Testing g the 1• The soils engineers or their representatives shall sufficient) ob _ they can state their opinion as to Y serve and test the grading operations so that specifications. whether or not the fill was constructed in accordance with the 2• The soils engineers or their representatives shall take sufficient compacted fill. The contractor should assist the soils engineer an density tests during the placement of Pits for removal determinations and/or for testing compacted fill. In addition,with the soils engineer by removing or shutting down equipment from his/her representative by digging test ion, the contractor should cooperate 3• Fill shall be tested for compliance with the recommended relative om the area being tested. density testing should be performed b compaction and moisture conditions. Field D2922, and/or D2937. Y using approved methods b less than one test for eache2tfoo� vertical lift ofsihe f Ilcb�pacted fill should be of not , such as A.S.T.M. D1556, Of fill placed. Actual test intervals may vary not less than one test for eadch on the 1,OOOC cubic yards the tests shall be made at the fill slope, except that not more than one Y y as field conditions dictate. In fill slopes, approximately horizontal feet of slope in each 2-foot vertical lift. e for e half 0 of p test needs to be made for each . 4• Fill found not to be in conformance with the Actual test intervals may vary as field conditions dictate. handled as recommended b grading recommendations should be removed or otherwise Y the soils engineer. Site Protection It shall be the grading contractor's obligation to take all measures de adequate safety measures and workin excavated areas, slope areas, finished wookdon the and and ovidein erred necessary Burin provide erosion-control devices during grading to maintain hazard originating to the project. It shall be the contractor's responsibility Protection of form until all slopes are in satisfactory compliance with the job specifications,properties, from storm damage and flood Properly constructed, and all associated drainage devices have been i t maintain slopes in their as-graded specifications. installed all berms and benches have been installed and meet the requirements of the Appendix B Page 6 All observations, testing services, and a f rovals contractor of his/her responsibilities of pero m ng given the work in accordance with by the soils engineer and/or geologist shall not relieve the After grading is completed and the soils engineer has finished his/her observations and/or testing of the work, no h these specifications., further excavation or filling shall be done except under his/her observatio Adverse Weather Conditions ns. 1• Precautions shall be taken by the contractor during the performance of site clearing, Temporary provisions shall be made during the rainy season r inundation adtion b excavations, and and off the worksite. Where .low areas cannot be avoided, y Poor or improper surface drainage, remove water during adequately direct surface drainage away from g periods of rainfall. Pumps should be kept on hand to continually 2• During periods of rainfall, plastic sheeting shall be kept reasonably from becoming saturated. Where necessary during desalting basins, rip-rap, y g periods of rainfall, then olntracttoer shall unprotected II checdkslopes sandbags, or other devices or methods necessary to control erosion an conditions. s, and provide safe 3• During periods of rainfall, the soils engineer should be kept inform remedial periods preventative work being performed (e• ed by the contractor as to the nature of other labor, dozing, etC,), 9• pumping, placement of sandbags or plastic sheeting, 4• Following periods of rainfall, the contractor shall contact the soils site in order to visually assess rain-related damage. The soils engineer may also recommend excavations and e request of the soils engineer, the contractor shall make testing in order to aid in his/her assessments. At the site and arrange a walk-over of the excavations in order to evaluate the extent of rain-related damage. 5• Rain-related damage shall be considered to include, but may no swelling, structural distress, and other adverse conditions identified by affected shall be classified as Unsuitable Materials, and shall be t be limited to, erosion, silting, saturation, with compacted fill s other remedial grading, t the soils engineer. Soil adversely subject to engineer.excavation and replacement g, as recommended by the soils engineer, 6• Relatively level areas, where saturated soils and/or erosion gullies e shall be overexcavated to unaffected, competent material. Where less t materials may be exist to depths of greater than 1.0 foot, processed in place to achieve near-optimum than 1.0 foot in depth, unsuitable recompacted in accordance with the applicable specifications. affected materials shall n over-excavated, then replaced in accordance conditions, then thoroughly If the desired results are not achieved, the 7• In slope areas, where saturated soils and/or erosion gullies exist to e with the applicable specifications. be overexcavated and replaced as compacted fill in accordance with the affected materials exist to depths of 1.0 foot or less below depths of greater than 1 fi foot, they shall moisture-conditioning in place, followed 0 thorough rs below o accordance specifications. Where proposed finished grade, remedial grading by guidelines herein presented may be attempted. as compacted fill, it shall be done in accordance with the slope-repair dance with the applicable grading P h materials shall be overexcavated and replaced field conditions dictate, other slope-repair procedures may be recommended b the P recommendations herein. As field Y soils engineer. HYDROLOGY & HYDRAULIC CALCULATIONS TPM/CDP —02-215 1470 SUMMIT AVENUE APN:260-620-076,77 GRADING PLAN 9034-G Prepared by: SHAMROCK Environmental Design & Development 1811 Rock Springs Rd San Marcos, CA. 92069 Tel:(760) 480-6062 Fax: (760) 735-9459 No. E Q C+V+� OF c►► HYDROLOGY&HYDRAULIC CALCULATIONS TPM/CDP—02-215 1470 SUMMIT AVENUE APN:260-620-076,77 GRADING PLAN 9034-G Prepared by: SHAMROCK Environmental Design&Development 1811 Rock Springs Rd San Marcos,CA. 92069 Tel:(760)480-6062 Fax: (760)735-9459 y � c� nt'OF EXISTING SITE SETTING: The site is a coastal property westerly facing underlain by medium dense to dense silty-sand formational material,which in turn is overlain by fill soil ranging in thickness I to 2.75 feet. The encountered fill soils were observed to be dry to damp. The property is somewhat developed already with 11,081 of impervious surfaces made up of asphalt,rooftops,sidewalks,patios,and pools. The remainder of the property drainage area 12,147 square feet is vegetated with various forms of ground covers both cultivated(i.e. grasses and wild(brush on westerly edge). PROPOSED SITE SETTING The site will still be a coastal property westerly facing underlain by medium dense to dense silty-sand formational material,which in turn is overlain by fill soil ranging in thickness 1 to 2.75 feet. The encountered fill soils were observed to be dry to damp. The property is somewhat developed already with 11,081 of impervious surfaces made up of asphalt,rooftops, sidewalks,patios,and pools. The remainder of the property drainage area 12,147 square feet is vegetated with various forms of ground covers both cultivated(i.e. grasses and wild(brush on westerly edge). DESEDWENTATION&RETENTION: The project has provided areas throughout the project with bio-swales. (see sheet#4). Additionally and most importantly you will see from the attached calculations we have provided an 830 square foot sump area at the rear of the property that will be used for both de-sedimentation and retention with room to spare. The project to the west of us(Mr&Mrs Alkaus)is providing an 8" stub to us to accept our overflow. We have also begun to exchange letters of permission to grade and a reciprocal drainage and maintenance agreements. r d LvF3 CsD AAS r T . W� ' caq LV cE A. 1 , ICJ .aMx, t t s'� ,t*��dj alit �*t '•�.4•'s{ ..u� 4 s� ♦4 TI Csc r vy z� L. Cr ana r t z` •a�.'�° - 3 690000 I (Joins sheet 43,Del Mar quadrangle) N Cooperating Agencies San Diego County Planning Departmen 2 Miles San Diego County Comprehensive Plan -+ n nnA Feet U.S.Dept.of Agriculture-Forest Service t TABLE- 15 IINTERPRETATIONS FOR LAND MANAGEMENT wry KEY TO INTERPRETATION RATING SYMBOLS: HYDROLOGIC SOIL GROUPS: LIMITATIONS: A - HIGH INFILTRATION RATE SL SLIGHT DEGREE OF LIMITATION TE DEGREE OF L B MODERATE INFILTRATION RATE m MO ERRS DEGREE OF M/AT/ON ON C - SLOW INFILTRATION RATE D - VERY SLOW INFILTRATION RATE Interpretation Ratingb Interpretation Ratings- Soil Map o P o `m " °m Soil Ma m Symms a a Erodibility 6y Water �! E Symbola ° Erodibility by Water a E� ? c o _> ° t°0 r0° x CD c� O 4 (11 (2) (3) (4) (1) (2) (3) p M (str) SL AcG _ D SE (SIR) BSC — M (str) SL D SL SL d BsD D SL AtC _ p M (sip'). At;_ D SL SL d BtC D M (str) SL 2 At_ D SL SL d BuB C SE (str) SL AtE _ D M (sip) SL d BuC C SE (str) SL AtE2 D M (SIP) SE (str) SL Atgt—F D SE (sip) M d BuD2 C SE (str) SL AuC A SE (str) SL a BuE2 C Au_ F A SE (str) M SL x�. SL Cab _ B M (txt) AVC C SE (ctrl B M (txt) SL AwC D SL SL CaC M (txt) SL AwD _ D SL SL CaC2—2 B M (txt) SL AyE D M (sip) SL CbB B SE (txt) SL — Cb8-- C SL BaG D SE (SIP) SE CbC C SE (txt) SL gb—E----- C SE (str) M CbD C SE (txt) C SE SL BbE2 C SE (str) M CbE (txt) C SE (SIP) M CCC D Bb_ M CcE_ D BeE C SE (str) SL CeC_ A SE (txt} BeE D SE (str) M CfB D SE (dpt) SL BgE— D SE (str) M CfC D SE (dpt) SL q9 ----- D SE (slp) M BIC D SE (dpt) SL CfD2 D SE (dpt) �. BIC2_ D SE (dptl SL (;g(; (Cf) D BID2 D SE (dPt1 SL D M (txt) SL (Ur) D BmC Bn6 � ChA C SE (str) SL SL ChB _ C SE (str) SL (130 D SE (dpt) SL CkA C M (txt) M (Fa) C SE (dpt) SL CID2 _ B SE (str) SE B0C C M (txt) SL CIE2 B SE (str) SE BoE C M M (slpl S10 g SE (sip) SE grE _ C SL CIG2 _ SE BrG C SE (SIP) M CmE2 B SE (str} Append F.Guide to Mapping Units. nest.soil units are not shown separately on the soil maps, it a. For full soil name see ernes adversely affecting recommended that the overall ratings for this complex b. Parenthetical symbols indicate prop assumed to be the same as those for the component soil w suitability as follows: the greatest degree of limitation. (dot) = Depth to hard rock,or a hardpan,or any layer that d Typically a grassland soil; conversion from brush usually r restricts permeability. necessary. (fld) = Flooding,ponding,or overflow e. Moderate on slopes of more than 30 Percent, slight on s1oF (sip) = Slope of less than 30 percent. (str) = Strength of granular, crumb, or blocky structure f Stoniness or rockiness not a serious impediment to use of gn in the surface layer. planting equipment. Absence of rating means no valid interpretation can be made. g On desert facing mountain slopes and valleys in Land Resout c. This is a soil complex comprised of two soil units in a complex Area 20 E, the degree of limitation is severe because of clima pattern. See Appendix F, Guide to Mapping Units, for compo- regardless of soil properties. 0 �O mama Lai CnI C-3 LM U5 6 r o< OA3 w.� • _ tY1 •ti V S d •� FA • ^ , ` C vet ..9 ar��; Mn �'• /n / ^•~ J l! w \ v V O < < O S ttl N Cl N N LLLI �ti� /`�� L7 C �• i- td `uJ; - N Lij 1 C=1 �' •t p� N L" t!..' W C J . z Z n l N M H � v n� t%, a O � Z ° On CO IL no W Z V\ M ^ d o C3 N M t W x en � O W Cl Z J QC� � y) OU 3 U. z � � ° t 0 W. -' ° l h v � ; < a tqo Za a C.2 Q V- d II-A-7 � a ° ,,,��, �s h •b, 1��'! 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O Q p" c� cc w Z ~ cd V bQ N 0 c cu P4 W W P4 P4 '�•+ V 0 V n, co r-1 E Y N 0 . 0 0 Cd rn • •,�, 'a+ 'a+ a•+ O Y r V y � N N _ N Ea In P4 in U wo W H y At H y Wes, ~ ~ ~ ~ � H . z A A E ¢ L' 0 U � �= 0 0 0 0 0 = 0 .oa ►� x x U U U U U * 2 �° oz postdev-hydrology base mapping I Q-100 C Peak Desc AREA AREA *RUNOFF WEIGHTED PEAK Q-100 SF ACRES COEFFICIEN C X A 6 7 0.56 cfs 3,823 0.088 0.95 0.0833758 0.12 cfs hse lot 1 1718549 6.7 0.95 0.0 my dewy 0.040 0.95 0.03790404 788 0.018 6.7 0.25 cfs street frontage 1,738 0.58 cfs 0.95 0.08719238 6.7 common driveway 3,998 0.092 6.7 0.33 cfs 2,241 0.051 0.95 0.04887397 house lot 3 0.95 0.05474059 6.7 0.37 cfs house lot 2 2,510 0.058 6 7 2.21 cfs Total of Area 15,098 0.347 0.95 0.32927227 0.51 cfs 0.41 0.07652204 6.7 landscaped area 8,130 0.187 0.73506657 2.72 cfs Total Drainage arer- 23,228 0.533 call it 2.7 cfs post development hydrology mapping *ASSUME SOIL TYPE"D" FOR ALL AREAS Therefore the peak flow increase is 2.7 cfs minus 2.4 cfs or 0.3 cfs at peak flow we'll use the County of San Diego's Rationals conversin to hydrogrpg see what the storage volume looks like since the time of concentration e estimated minutes now when does the develo with ped cond t on ha of 6.7 e a storm that will fully developed conditions we n have an intensity that will yield the same Q-100 as the pre-developed condition 2.4 cfs 2.4 divided by 2.7 equals 0.89 TIMES 6.7 6.0 we now look for the times when the intensity is equal to 6.0 both pre &post peak create a triangle and the area under the curve is the storage volume keeping the same p-6 of 2.6 that equals 6 minutes therefore our storage volumes is one minut each side of the peak for a paek Q-100 difference of 2.7 cfs-2.4 cfs=0.3 cfs 0.3 cfs 2minutes = 120 seconds - 36 cubic feet 36 cubic feet divided by sump area 830 sf=is one half inch deep which is encompassed by our need to desediment. We will keep the outlet cap 0.5'or 6" above the bottom to maximize desedimentation time and inlet will be 8"domed grated inlet As • ��///1�111111111111��IM son///1�1�1111111111�=��n��_ �I�I��►I►III • a��///111�1111111111�_Moell� t_►t A FA a�\a/■�I�%1l 11111111�Nommo/1•��'��_�w/I/A/// ME immmumm Now WIAKA MIA /t/■■r� �A�111111111�� IA1l IAI/rAW �G��■�G�'!Ii11/11111 =—��—��III/0/I/// /.I'AWW Nor No■C ��ir■IIi11111�� AAWEi/��i�►i�—�'t�2 milli��ltl�tl■tl.t. tt>•t�__ —�__Itt//MX,�=�/I� rAWWw tlttltt�tll.�� tf__ —� �!�� p►Ir�r�!�rA=- =mom —rri rSr��rn_ CHE Non= ��r�rrr��uu.�■■�■r:.��--.rte �r�� __ �,�.._��.�.�...� �... —��/ir��.�__� AN 505 IN ��ri�r V--_ r��rr��_ �rrr��iiiiiiiiii— —_ r�rrr��uu...n�r��.��rr.= sue... �essleemffi�3e=e:'._: ee-;e j t F a 14- C) da � S OFA' AN 4 pre-hydrology base mapping 1 0-100 C ACRES COEFFICIENT NOSIT'Q-100 C X ANTE IN Desc AREA EN SF 2 007 0.046 0.95 0.043771 6.7 0.29 Nly driveway 0.95 0.060389 6.7 0.40 Main House 2,769 0.064 1,0 0.16 68 0.025 0.95 0.023292 6.7 Sly Dvwy 0.95 0.00482 6.7 0.03 Entry/s/walk 221 0.005 0.15 1,057 0.024 0.95 0.023052 6.7 Rear Patio 0.95 0.036138 6.7 0.24 Pool Deck 1,657 0.038 7 0 17 1,160 0.027 0.95 0.025298 6. Rear House 0.95 0.024906 6.7 0.17 Street Frontage 1,142 0.026 1.62 Total of Area 11,081 0.254 0.95 0.241666 6.7 landscaped area 12,147 0.279 0.41 0.114331 6.7 0.77 cfs Total Drainage area 23,228 0.533 call it 2.4 cfs post development hydrology mapping "`ASSUME SOIL TYPE"D" FOR ALL AREAS PRE -DEVELOPMENT HYDROLOGY MAP CITY OF ENCHTAS OR I TPM i COP NGE3 02=215 A ✓ Iry I 7 Fri LY DRINEW Im 1-0 LLJ LL- Ljj L U) DATE OF PREPARATION: 8-20-04 NO. DATE 0■ ME ME ME ME ME 1011 1011 1 1 0 2 1 0 3 1 0 GRAPHIC SCALE i" =10' REVISION • PREPARED = Y: SHAMROCK ENVIRONMENTAL DESIGN & DEVELOPMENT l l ROC 0WOU H jMM MM N MARCOS, CA 920069 IM1111111111111 r. A ✓ Iry I 7 Fri LY DRINEW Im 1-0 LLJ LL- Ljj L U) DATE OF PREPARATION: 8-20-04 NO. DATE 0■ ME ME ME ME ME 1011 1011 1 1 0 2 1 0 3 1 0 GRAPHIC SCALE i" =10' REVISION • PREPARED = Y: SHAMROCK ENVIRONMENTAL DESIGN & DEVELOPMENT l l ROC 0WOU H jMM MM N MARCOS, CA 920069 IM1111111111111 � m F —Now Z 9. IV If re 0 If, A� EL=127.50 �,Icm PAD=126.83 FF EL AFA�l 36.50 MAIN 4U it -MR GRAPHIC SCALES 1 2 c 1 Wcmlv,�o REVISIONS APPROVED DATE REFERENCES DATE _BBCHIW4AW SCALE SPEOAL DUrFdCr DESIGNED BY I DRAWN BY I CHECKED 13Y DESCRIPTION: PK NAIL im I im I HR APPROVALS PrrY C>F= r=NC3NrTA8 ENGINEERING SERVICES DEPARTMENT LOCATION: BACK OF SIDEWALK ADJ "E" PLANS PREPARED UNDER SUPERVISION OF RECOMMENDED APPROVED POST DEVELOPMENT IMPERVIOUS AREAS MAP FOR: STR SW COR OF PROP HORIZONTAL 1"=10' DATE BY. BY. RECORD FROM: ASSUMED VERTICAL R.C.E. NO.:C-35343 DATE: — 1470 SUMMIT AVE ELEVATION: 99.15 DATUM: ASSUMED BRIAN C. REGAN Exp. 9-30-05 DATE: APN:260-620-76,77 — R.C.E. R.C.E. WORK PROJECT NO. DRAWING NO. 9034-G SHEET 1 OF 1