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2003-7786 G y City ENGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering May 21, 2009 Attn: San Diego County Credit Union 250 N. El Camino Real Encinitas, California 92024 RE: Steve Jones 3586 Copper Crest Road APN 264-223-21 Grading Permit 7786-GI Final release of security Permit 7786-GI authorized earthwork, storm drainage, site retaining wall, and erosion control, all as necessary to build the described project. This project has been finaled. Therefore, a release of the remaining security deposited is merited. Letter of Credit 227927502, in the remaining amount of$6,546.25, is hereby released in entirety. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at(760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geish Lem ach Engineering Technician inance Manager Field Operations Financial Services Cc: Jay Lembach,Finance Manager Steve Jones Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �� recycled paper i — City o0ENGINEERING SERVICES DEPARTMENT L Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering July 22, 2004 Attn: San Diego County Credit Union 250 N. El Camino Real Encinitas, California 92024 RE: Steve Jones 3586 Copper Crest Road APN 264-223-21 Grading Permit 7786-GI Partial release of security Permit 7786-GI authorized earthwork, storm drainage, site retaining wall, and erosion control, all as necessary to build the described project. Therefore, a reduction of the security deposited is merited. Letter of Credit 227927502, in the amount of$26,185.00, may be reduced by 75% to $6,546.25. The document original is enclosed. The retention and a separate assignment guarantee completion of finish grading. Should you have any questions or concerns, please contact Debra Geishart at(760) 633- 2779 or in writing, attention this Department. Sincerely, Q r i Masih Maher V_,a L e ach g Senior Civil En ineer ance Manager Field Operations Financial Services Cc: Jay Lembach,Finance Manager Steve Jones Debra Geishart File TEL 760-633-2600 / FAX 760-633-26_17 >03 S. Vulcan Avcnuc, Encinitas, California 9204,3633 TDD 760-633-2700 � recycled paper W CHRISTIAN WHEELER E N G I N E E R I N G January 28,2004 D � � C � � � s Mr. Steve Jones ��E`20?.7�O�1 2004 3586 Copper Crest Road EN%INEERING SER!1L'ES Encinitas,California 92024 CITY Of ENCINITAS SUBJECT: SUPPLEMENTAL REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION,PROPOSED GARAGE AND GUEST COTTAGE,3586 COPPER CREST ROAD,ENCINITAS,CALIFORNIA. Dear Mr.Jones: In accordance with your request,we have pared this supplemental report of the subject project to address the relocation of the proposed garage/guesthouse. We understand that the proposed structure will be moved approximately 100 feet toward the south from where the structure was originally to be located. We are presenting herein revised recommendations specific to the new location. The new location of the proposed garage/guesthouse will be in an area that is presently a cut slope. The slope extends upward from the driveway at an inclination of between 1.75 and 2.25:1,horizontal to vertical. Based on the grading plan prepared by Logan Engineering,retaining walls up to about 13 feet high will be necessary on three sides of the proposed structure. As with the original structure, the lower portion of the structure will be masonry construction and the upper portion will be wood-frame construction. Conventional shallow foundations and an on-grade concrete floor slab are to be used in the construction of the structure. The soils exposed in the cut slope are formational soils of the Santiago Formations and consist of dense to very dense,silty sands and very stiff, sandy clays. The contact between these units in this area is generally gradational. Based on our experience,the materials of the Santiago Formation expected to be exposed by the building pad and the backcut for the proposed retaining walls are anticipated to possess a"loin' to"high" potential for expansion. No fill material is expected to underlie the area of the new building pad. Based on our observations and findings,it is our opinion that the recommendations presented in the original report are still valid for the new building location. Temporary cut slopes up to about 20 feet may be needed for the proposed retaining walls. These slopes should be constructed no steeper than 0.75:1,horizontal to 4925 Mercury Street ♦ San Diego, CA 92111 ♦ 858-496-9760 ♦ FAX 858-496-9758 CWE 202.700.2 January 28,2004 Page No. 2 vertical,and all temporary cuts at this inclination should be observed by a member of our engineering geology staff to verify that no unforeseen adverse geologic conditions exist that could affect the stability of the slope. All footing excavations should be observed by a representative of our office prior to forming or placing reinforcing steel in order to verify that the bearing capacity of the soils exposed at the bottom of the foundation excavations is suitable to support the proposed structure. All other recommendations presented in the referenced report remain valid and are applicable to the new building location. If you have any questions after reviewing this report,please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING Charles H. Christian,RGE# 00215 Curtis R.Burdett, CEG# 1090 CHC:CRB:scc cc: (2) Submitted - Q�vFESS(pH :� F' C_C'E—LO 4 Talbot Custom Building, Brent Fremmerlid %Q ( ) g, k, g N. w, co w���� '9 y "!;'N i a U No.GE 15 z ry^ f U GERTIFED a M ENGI,IEERING Exp,9 30 05 GEOLOGIST * * Exp. 10-04 OrEGH !1F CA1.\w �OF CA w CHRISTIAN WHEELER- EN GIN EER- I N G REPORT OF PRELIMINARY GEOTECHNICAL IN-VESTIGATION PROPOSED GARAGE AND GUEST COTTAGE 3586 COPPER CREST ROAD ENCINITAS, CALIFORNIA D � � � � � � 1 rI L �+ SUBMITTED TO: ENGINEERING SERVICES CITY OF ENCINITAS MR. STEVE JONES 3586 COPPER CREST ROAD ENCINITAS, CALIFORNIA, 92024 SUBMITTED BY: CHRISTIAN WHEELER ENGINEERING 4925 MERCURY STREET SAN DIEGO, CALIFORNIA 92111 f r 4925 Mercury Street + San Diego, CA 92111 + 858-496-9760 + FAX 858-496-9758 W CHRISTIAN WHEELER ENGINEERING December 12,2002 Mr. Steve Jones CWE 202.700.1 3586 Copper Crest Road Encinitas, California 92024 SUBJECT: REPORT OF PRELIMINARY GEOTEC HNICAL INVESTIGATION,PROPOSED GARAGE AND GUEST COTTAGE, 3586 COPPER CREST ROAD,ENCINITAS, CALIFORNIA. Dear Mr.Jones: In accordance with your request and our proposal dated September 27,2002,we have completed a preliminary geotechnical investigation for the subject project. We are presenting herewith a report of our findings and recommendations. In general,we found the site suitable for the proposed construction provided the recommendations contained in the attached report are followed. The most significant geotechnical conditions to affect the proposed construction are the presence of undocumented fill materials and highly expansive on-site soils. To mitigate these conditions,the existing fill materials will need to be removed and replaced as properly compacted fill and the proposed conventional foundations and on-grade floor slab will need to be thickened and more heavily reinforced. If you have any questions after reviewing this report,please do not hesitate to contact our office. This oppo_-"nityto be of professional.service is sincerely appreciated. f k�VO,; BU;�N ,,%��•��;H CfyR�s Fes' Respectfully submitted, GE215 Z� !-'T r 'TT n T r r T r T Tf` T/� C1IMS L LANV 1 LLLR ENGLINTEERINNG p r RGE # 00215 Curtis R Burdett CEG# 1090 `.Z � No 1090 �j'► �'� Charles K Christian, CER'T Z) CHC:CRB:scc * ENGINEE3aING cc: (2) Submitted 0.04 T (4) Talbot Custom Building,Attn:Brent Fremmerlid CALF 4 9 2 5 Mercury S t r e e t + San D i e g o, CA 921 1 t + 858-496-9760 + FAX 858-496-9758 W CHRISTIAN WHEELER- EN G IN EER- ING PRELIMINARY GEOTECHVICAL INVESTIGATION PROPOSED GARAGE AND GUEST COTTAGE 3586 COPPER CREST ROAD ENCINITAS,CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of a preliminary geotechnical investigation for a proposed garage and guest cottage to be constructed at the existing propertylocated at 3586 Copper Crest Road,in the Cityof Encinitas, California. Figure Number 1 presented on the following page provides a vicinity map showing the location of the property. We understand that the proposed project is to consist of a new two-story structure located on the western side of the secondary driveway. An excavation has been made into the hillside for the proposed building pad. The lower level of the structure will consist of masonry retaining walls and will have an on-grade concrete floor slab while the upper floor will be of wood-frame construction. The structure is to be supported on conventional shallow foundations. Grading for the proposed improvements is expected to consist of cuts of about 10 feet from the pre-existing grade and filling behind the associated retaining walls. To aid in the preparation of this report,we were provided with a site plan and drawings prepared byBrent FremmerM of Talbot Custom Building. A copy of the site plan was modified to show our geologic mapping at d is included heremith as Plate Nhimber 1. This report has been prepared for the exclusive use of Steve Jones and his design onsultants for specific � p application to the project described herein. Should the project be changed in anyway,the modified plans should be submitted to Christian Wheeler Engineering for review to determine their conformance with our recommendations and to determine if any additional subsurface investigation,laboratory testing and/or recommendations are necessary. Our professional services have been perfomaed,our findings obtained and our recommendations prepared in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties,express or implied. 4925 Mercury Street ♦ San Diego, CA 92111 ♦ 858-496-9760 + FAX 858-496-9758 SITE VICINITY MAP (Adapted from Thomas Brothers Maps) PROPOSED GARAGE AND GUEST COTTAGE 3586 COPPER CREST ROAD ENCINITAS,CALIFORNIA Latitude:33.0695 degrees N. Longitude:117.2178 degrees W. N No Scale 4 3$3y � 1t4d k �` {^ tt � yn}' L.�$T L. Y x S s +x > •� z ' ���^~` J'k� � •�'���� �. v ,€'.. � - e4.� r�gu3IF�� x � �'+ p f .M .�. �ncs3 w x k 1� ,.r .•�;�1v�r '� c.��>'d1 9aa ;'�'°k,r..,-pry '�r1 i' 3ak .? f �r�,+r,'hy r `atid h *x g k rr ; s'k Qk �.' }4$' a €i r .! r- �, 'c a Y ''�< "w;� € ,A & 6 - (�' J !1S}\�• �t���4� •. [1`1 ."i" ° 'pis 'r :. ' ,' w y �' ' R f x: f4A n +�C CAS1 T L,1 or ' 19 � v p f >Ctl U HTRY R' �J' °� �. ✓ ©2001 Thomas Bros.Maps L CWE 202.700.1 December 2002 Figure 1 CWE 202.700.1 December 12,2002 Page No.2 PROJECT SCOPE The scope of our prelinunaryinvestigation included: surface reconnaissance,subsurface exploration, obtaining representative soil samples,laboratory testing,analysis of the field and laboratory data and review of relevant geologic literature. Our scope of service did not include assessment of hazardous substance contamination,recommendations to prevent floor slab moisture intrusion or the possible formation of mold within the structure,or any other services not specifically described in the scope of services presented below. Three test pits and a backhoe test trench were excavated in order to explore the subsurface soil conditions, and to obtain soil samples for laboratory testing. More specifically,the intent of this investigation was to: a) Explore the subsurface conditions of the site to the depths influenced by the proposed improvements. b) Evaluate,bylaboratory tests,the engineering properties of the various strata that mayinfluence the existing and proposed improvements,including bearing capacities,expansive characteristics,and settlement potential. c) Describe the general geology at the site including possible geologic hazards that could have an effect on the site development; d) Develop soil-engineering criteria for site preparation; e) Address potential construction difficulties that maybe encountered due to soil conditions, groundwater,or geologic hazards,and provide recommendations concerning these problems; 1 Provide design parameters for"restrained"retaining walls; Recommend an appropriate foundation system for the type of construction anticipated and develop soil engineering design criteria for the recommended foundation designs;and, h) Present our opinions in this written report that includes in addition to our findings and recommendations,a site plan showing the location of our subsurface explorations,logs of the excavations and a summary of our laboratory test results. CWT 202.700.1 December 12,2002 Page No.3 It is not within the scope of our services to perform laboratory tests to evaluate the chemical characteristics of the on-site soils in regard to their potentially corrosive impact to on-grade concrete and below grade improvements. If desired,we can submit representative soil samples to a chemical laboratory for analysis. We suggest that such samples be obtained after precise grading is complete and the soils that can affect concrete and other improvements are in place. Further,it should be understood Christian Wheeler Engineering does not practice corrosion engineering. If such an analysis is necessary,we recommend that the developer retain an engineering firm that specializes in this field to consult with them on this matter FINDINGS SITE DESCRIPTION The subject site is a relatively large,near rectangular-shaped parcel located at the address of 3586 Copper Crest Road,in the Encinitas area of San Diego County,California. The main driveway to the residence extends off Copper Crest Road and a relatively long secondary driveway extends off Wishbone Way. The site is southwest of the intersection of Wishbone Way and Copper Crest Road and is bordered by developed residential properties on the remaining sides. A single-family residence with an attached garage and pool are currently under construction on the property.The project area consists of a slope with an approximate inclination of 21/2:1 (horizontal to vertical) that ascends on the west side of the secondary driveway. The proposed pad,which will be cut into the slope,has been partially excavated. Near-vertical sides of the excavation range in height up to about 8 feet. Vegetation on the site consists of lawn and landscaping in the developed portions of the site and indigenous brushes and trees in the remaining portions. No vegetation exists in the proposed construction area. GENERAL GEOLOGY AND SUBSURFACE CONDITIONS GEOLOGIC SETTING AND SOIL DESCRIPTION:The subject site is located in the Coastal Plains Physiographic Province of San Diego County.Based on the results of our subsurface explorations and review of pertinent,readily available geologic literature,the site is underlain by Tertiary age deposits of the Santiago Formation overlain byman-placed fill material. Each of the encountered soil units is discussed below. FILL MATERIAL (Qaf):A layer of man-placed fill material was encountered within our test trench and each of our exploratory test pits. Fill material was also exposed in the temporary cut slopes along the sides and rear of the proposed building pad. Our exploratory Test Pits P-1 and P-2 were excavated to approximate depths of three and two feet,respectively,near the boundary of the driveway and CWE 202.700.1 December 12,2002 Page No.4 excavated building pad and did not extend through the fill layer. Within P-1 and P-2,the fill material was found to be medium to dark brownish-olive,sandy clay(CL)that was moist and stiff to very stiff in consistency. The artificial fill that was found in Test Pit P-3,which was logged along the back wall of the excavated area,is representative of the material used to construct the existing slope. The fill was noted tobe a medium to dark brown,sandyclay(CL) with gravels that was moist and stiff to verystiff in R consistency. Within Trench T-1,the fill was nearly feet in depth and consisted of medium greenish- brown,sandy clay(CL)that was moist and stiff in consistency.There was also a two foot layer of 3/a" crushed rock near the bottom of the fill layer within T-7,and there was also a relatively thin layer of gravel noted at the contact between the fill and underlying formational soil within the excavation sides. Also,it is evident at the fill/natural soil contact exposed in the temporarycut slopes that the existing fill was not properly-benched into the natural soils. Based on our laboratorytesting,the existing fill materials were found to possess a"high"potential for expansion. No documentation was provided to certify that the existing fill was placed in accordance with current standards of practice. As such,the existing fill is considered unsuitable in its present condition to support the proposed structure and will need to be removed as replaced as properly compacted fill. However,if documentation can be provided that the fill was properlyplaced,it maybe possible to use the existing fill to support the proposed structure. SANTIAGO FORMATION(Ts): Tertiaryage deposits of the Santiago Formation were exposed on the sides of the excavated area and were encountered below the fill layer within Test Pit P-3 and Test Trench T-1. The fort-national materials found in Test Pit P-3 consisted of light reddish brown,siltysand (S4 that was dry and dense to very dense in consistency. Fonrnational materials encountered in Test Trench T 1 consisted of medium brownish gray sandy clay(CT.)that was slightly moist and very stiff in consistency. Based on our experience,the materials of the Santiago Formation are expected to possess a "low"to"high"potential for expansion. GROUNDWATER No groundwater was encountered in our subsurface explorations and we do not expect any groundwater related conditions during or after the proposed construction provided that proper drainage is maintained at the site. TECTONIC SETTING:It should be noted that much of Southern California,including the San Diego County area,is characterized by series of Quaternaryage fault zones that consist of severalindividual,en echelon faults that generally strike in a northerlyto northwesterly direction. Some of these fault zones (and the individual faults within the zone) are classified as "active" according to the criteria of the California Division of CWE 202.700.1 December 12,2002 Page No. 5 Mines and Geology,while others are currently not considered to be active. Active fault zones are those that have shown conclusive evidence of faulting during the Holocene Epoch(the most recent 11,000 years). A review of available eolo is maps indicates that the active Rose Canyon Fault Zone g g P yo o e rs located approximately 11 kilometers southwest of the subject site. Other active fault zones in the region that could possibly affect the site include the Coronado Bank and San Clemente Fault Zones to the west and the Elsinore,Earthquake Valley, San Jacinto, and San Andreas Fault Zones to the northeast. GEOLOGIC HAZARDS GROUND SHAKING:A likely geologic hazard to affect the site is ground shaking as a result of movement along one of the major active fault zones mentioned above. The maximum ground accelerations that would be attributed to a maximum probable earthquake occurring along the nearest fault segments of selected fault zones that could affect the site are summarized in Table I presented on the following page. TABLE I:MAXIMUM GROUND ACCELERATIONS Fault Zone Distance Max.Magnitude Maximum Ground Earthquake Acceleration Rose Canyon 11 km 6.9 magnitude 0.23 g Newport—Inglewood 22 km 6.9 magnitude 0.15 g Coronado Bank 35 km 7.4 magnitude 0.14 g Elsinore—Julian 38 km 7.1 magnitude 0.11 g Earthquake Valley 60 km 6.5 magnituue 0.06 g San Jacinto- Anza 75 km 7.2 magnitude 0.07 g Probable ground shaking levels at the site could range from slight to moderate depending on suc Facto„ as � r � h•• the magnitude of the seismic event and the distance to the epicenter. It is likely that the site will experience the effects of at least one moderate to large earthquake during the life of the proposed improvements. SEISMIC DESIGN PARAMETERS:In accordance with the evaluations provided above,the Maximum Ground Acceleration at the site is 0.23 g(based upon a Maximum Magnitude Earthquake of 6.9 magnitude along the Rose Canyon Fault Zone). For structural design purposes,a damping ratio not greater than 5 percent of critical dampening,and Soil Profile Type Sc are recommended(UBC Table 16-D. Based upon the site's location at approximately 11 kilometers from the Rose Canyon Fault Zone (Type B Fault),Near Source Factors Na equal to 1.0 and N,equal to 1.0 are also applicable. These values,along with additional seismically related design CWE 202.700.1 December 12,2002 Page No.6 parameters obtained from the Uniform Building Code (UBC) 1997 edition,Volume H,Chapter 16,are presented below in Table II. TABLE II:SEISMIC DESIGN PARAMETERS UBC Chapter 16 Seismic Recommended Table No. Parameter Value 16-I Seismic Zone Factor Z 0.40 16-J Soil Profile Type Sc 16-Q Seismic Coefficient Q 0.40 N, 16-R Seismic Coefficient C, 0.56 N, 16-S Near Source Factor N, 1.0 16-T Near Source Factor N„ 1.0 16-U Seismic Source Type B LIQUEFACTION: The native materials at the site are not subject to liquefaction due to such factors as soil density,grain-size distribution,and the absence of shallow groundwater conditions. FLOODING: The site is located outside the boundaries of both the 100-year and the 500-year floodplains according to the maps prepared by the Federal Emergency Management Agency. TSUNAMIS: Tsunamis are great sea waves produced by submarine earthquakes or volcanic eruptions. Based upon the location of the site it will not be affected bytsunam is. SEICHES: Seiches are periodic oscillations in large bodies of water such as lakes,harbors,bays or reservoirs. Due to the site's location,it is considered to have a negligible risk potential for seiches. CONCLUSIONS In general,our findings indicate that the subject property is suitable for the proposed garage/guesthouse, provided the recommendations provided herein are followed. The most significant adverse geoiechnical conditions to affect the proposed construction are the presence of undocumented fill material and highly expansive soils within a portion of the proposed building pad. The front portion of the proposed building pad is underlain by an up to approximately 61/2-foot-thick layer of undocumented fill material that is considered unsuitable in its present condition to support the proposed structure. As such,the existing fill will need to be removed from the area to support the proposed structure and be replaced as properly compacted fill. It should CWE 202.700.1 December 12,2002 Page No.7 be noted,however,that it maybe possible to support the proposed structure on the existing fill if documentation can be provided that the fill was properlyplaced. In addition,the geology of the proposed building pad is such that the rear portion of the structure will be supported by relatively competent soils of the Santiago Formation while the front portion will be supported by man-placed fill materials. In order to mitigate for the potential differential settlement of the structure due to the cut/fill transition,the footings will need to be thickened and more heavily reinforced. This will also help to mitigate for the expansion potential of the existing soils. The foundation excavations will need to be observed bythe Geotechnical Consultant prior to placing forms or reinforcing steel in order to verify that the field conditions are as anticipated In addition,based on the expansion potential of the existing soils,the proposed on-grade concrete floor slab will need to be thickened and more heavily reinforced. No geologic hazards of sufficient magnitude to preclude development of the site as we presently contemplate it are known to exist. In our professional opinion and to the best of our knowledge,the site is suitable from a geologic perspective for the proposed construction. GRADING AND EARTHWORK GENERAL:All grading should conform to the guidelines presented in Appendix Chapter A33 of the Uniform Building Code,the minimum requirements of the City of Encinitas,and the Recommended Grading Specifications and Special Provisions attached hereto,except where specifically superseded in the text of this report.Prior to grading,a representative of Christian Wheeler Engineering should be present at the preconstruction meeting to provide additional grading guidelines,if necessary, and to review the earthwork schedule. OBSERVATION OF GRADING:Continuous observation by Christian Wheeler Engineering is essential during the site preparation in order to confirm the conditions anticipated by our investigation,to allow adjustments in design criteria to reflect the actual field conditions exposed,and to determine that the grading proceeds in general accordance with the recommendations contained herein. CLEARING AND GRUBBING:At the time of this report p rt the excavation to accommodate the proposed structure has already began and clearing and grubbing is not necessary. SITE PREPARATION: Site preparation should begin with the removal from areas to receive improvements of the existing fill. The fill soils should be removed to the contact with the underlying, competent materials of the Santiago Fomnation.The fill removal should extend at least five feet horizontally CWE 202.700.1 December 12,2002 Page No.8 outside the building perimeter. Based on our limited investigation,the existing fill layer was found to have an approximate thickness of up to approximately 61/2 feet at the front edge of the proposed pad. The excavated soil may then be replaced in the approved excavation in accordance with the "Compaction and Method of Filling" section of this report which follow hereinafter.Prior to replacing the excavated soils,however,the soils exposed at the bottom of the excavation should be processed in accordance with the following section of this report. PROCESSING OF FILL AREAS:Prior to placing any fill soils,the soils exposed on the surfaces to be filled should be scarified to a depth of 12 inches,moisture conditioned,and compacted to at least 90 percent relative compaction.No other special ground preparation is anticipated at this time. COMPACTION AND METHOD OF FILLING:All structural fill placed at the site should be compacted to a relative compaction of at least 90 percent of maximum dry density as determined by ASTM Laboratory Test D1557. Fills should be placed at or slightly above optimum moisture content,in lifts six to eight inches thick, with each lift compacted by mechanical means. Fills should consist of approved earth material,free-of trash or debris,roots,vegetation,or other materials determined to be unsuitable by our soil technicians or project geologist. Fill material should be free of rocks or lumps of soil in excess of twelve inches in maximum dimension. However,in the upper two feet of pad grade,no rocks or lumps of soil in excess of six inches should be allowed. Utilitytrench backfill within five feet of proposed structures and beneath concrete flatwork should be compacted to a minimum of 90 percent of its maximum dry density. TEMPORARY CUT SLOPES:Temporary cut slopes of less than 10 feet in height are anticipated to be required during the proposed construction. Based on the medium dense nature of the existing fill,temporary cut slopes for retaining walls of up to 10 feet in height can be excavated at an inclination of 0.75 to 1.0 (horizontal to vertical) or flatter. All temporary cut slopes should be observed by the engineering geologist during grading to ascertain that no unforeseen adverse conditions exist. No surcharge loads such as soil or equipment stockpiles,vehicles,etc. should be allowed within a distance from the top of temporary slopes equal to half the slope height. Where there is not room to construct temporary slopes,temporary shoring of the excavation sides maybe necessary. The contractor is solely responsible for designing and constructing stable,temporary excavations and may need to shore,slope,or bench the sides of trench excavations as required to maintain the stability of the excavation sides. The contractor's "responsible person",as defined in the OSHA Construction Standards for Excavations, CWE 202.700.1 December 12,2002 Page No.9 29 CFR,Part 1926,should evaluate the soil exposed in the excavations as part of the contractor's safetyprocess. Temporary cut slopes should be constructed in accordance with the recommendations presented in this section. In no other case should slope height,slope inclination,or excavation depth,including utility trench excavation depth,exceed those specified in local,state,and federal safety regulations. FOUNDATIONS GENERAL: Based on our findings and engineering judgment,the proposed garage/guesthouse maybe supported by conventional continuous and isolated spread footings. Based on the"high"Expansion Index of ithe existing soils,special consideration and design for heaving soils has been incorporated into the following recommendations. CONVENTIONAL FOUNDATIONS: New spread footings should have a minimum embedment depth of 24 inches below the finished pad grade. Continuous and isolated footings should have minimum widths of 12 and 24 inches,respectively. BEARING CAPACITY:Spread footings with the above minimum dimensions,nsrons,founded in structural fill,may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot.This value may be increased by 350 and 700 pounds per square foot for each additional foot of width and embedment,respectively,to a maximum of 3,500 pounds per square foot.These values maybe increased by one-third for combinations of temporary loads such as those due to wind or seismic loads. FOOTING REINFORCING.Reinforcement requirements for foundations should be provided by a structural engineer. However,based on the expected soil conditions,we recommend that the minimum reinforcing for continuous footings consist of at least two No. 5 bars positioned three inches above the bottom of the footing and two No. 5 bars positioned approximately two inches below the top of the footing. LATERAL LOAD RESISTANCE:Lateral loads against foundations maybe resisted by friction between the bottom of the footing and the supporting soil, and by the passive pressure against the footing. The coefficient of friction between concrete and soil maybe considered to be 0.30. The passive resistance maybe considered to be equal to an equivalent fluid weight of 300 pounds per cubic foot. These values are based on the assumption that the footings are poured tight against undisturbed soil. If a combination of the passive pressure and friction is used,the friction value should be reduced by one-third. CWE 202.700.1 December 12,2002 Page No. 10 SETTLEMENT CHARACTERISTICS: The anticipated total and/or differential settlement is expected to be less than about one-half inch for new foundations,provided the recommendations resented in this P P report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses,therefore some cracks maybe anticipated. Such cracks are not necessarily an indication of excessive vertical movements. FOUNDATION PLAN REVIEW. The foundation plans should be submitted to this office for review in order to ascertain that the recommendations of this report have been implemented,and that no additional recommendations are needed due to changes in the anticipated construction. FOUNDATION EXCAVATION OBSERVATION:All foundation excavations should be observed bythe Geotechnical Consultant prior to placing forms or reinforcing steel in order to determine if the foundation recommendations presented herein are complied with. All footing excavations should be excavated neat,level and square. All loose or unsuitable material should be removed prior to the placement of concrete. ON-GRADE SLABS GENERAL:It is our understanding that the floor system of the proposed garage will consist of a concrete slab-on-grade floor. The following recommendations are considered the minimum slab requirements based on the soil conditions and are not intended in lieu of structural considerations. All slabs should be designed by a qualified structural engineer. INTERIOR FLOOR SLABS: The minimum garage floor slab thickness should be six inches (actual and the floor slab should be reinforced with at least No.4 reinforcing bars placed at 12 inches on center each way. Slab reinforcement should be supported on chairs such that the reinforcing bars are positioned at mid-height in the flnnr clalr, The Slab m4n4or^eiieanit ihvuld extend into 11 y%iuiJCter fvunUdLlonJ aL least Six inches. MOISTURE PROTECTION FOR INTERIOR SLABS:If the concrete on-grade garage floor slab will support moisture-sensitive floor covering,it is the industry standard that it be underlain by moisture barrier. The industry standard for the subslab moisture barrier is a four-inch-thick blanket of coarse,clean sand that has less than ten percent and five percent passing the No. 100 and No. 200 sieves,respectively,with a visqueen vapor barrier placed in the center of the sand blanket.. Our experience indicates that this moisture barrier should allow the transmission of from about six to twelve pounds of moisture per 1000 square feet per daythrough the on-grade slab. This may be an excess amount of moisture for some types of floor covering. If additional protection is considered necessary,recommendations can be provided to reduce the permeability of the concrete. CWE 202.700.1 December 12,2002 Page No. 11 EARTH RETAINING WALLS PASSIVE PRESSURE: The passive pressure for the anticipated soil conditions maybe considered to be 300 pounds per square foot per foot of depth. This pressure maybe increased one-third for seismic loading. The coefficient of friction for concrete to soil may be assumed to be 0.30 for the resistance to lateral movement. When combining frictional and passive resistance,the friction should be reduced byone-third. The upper 12 inches of exterior retaining wall footings should not be included in passive pressure calculations where abutted bylandscaped areas. EQUIVALENT FLUID PRESSURE:The active soil pressure for the design of"restrained" earth retaining structures with level backfill may be assumed to be equivalent to the pressure of a fluid weighing 60 pounds per cubic foot. An additional 13 pounds per cubic foot should be added to this values for 2:1 (horizontal to vertical) sloping backfill. These pressures do not consider any other surcharge. If any are anticipated,this office should be contacted for the necessary increase in soil pressure. These values assume a level and drained backfill condition. Waterproofing details should be provided bythe project architect. A suggested wall subdrain detail is provided on the attached Plate Number 7. We recommend that the Geotechnical Consultant be retained to observe all retaining wall subdrains to verifyproper construction BACEFILL: All backfill soils should be compacted to at least 90 percent relative compaction. Expansive p xp o r clayey soils should not be used for backfill material. The wall should not be backfilled until the masonry has reached an adequate strength. LIMITATIONS REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the Geotechnical Engineer and Engineering Geologist so that they may review and verify their compliance with this report and with the Uniform Building Code. It is recommended that Christian Wheeler Engineering be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts,specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. CWE 202.700.1 December 12,2002 Page No. 12 UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciablyfrom those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site should be brought to the attention of the Geotechnical Engineer so that he may make modifications i i f f necessary, CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site so that determine if the recommendations contained herein are appropriate. It should be verified in writing if the recommendations are found to be appropriate for the proposed changes or our recommendations should be modified by a written addendum. j TIME LIMITATIONS The findings of this report are valid lid P as of this date. Changes in the condition of a property can,however,occur with the passage of time,whether they are due to natural processes or the work of man on this or adjacent properties. In addition, changes in the Standards-of-Practice and/or Government Codes may occur. Due to such changes,the findings of this report may be invalidated wholly or in part by changes beyond our control Therefore,this report should not be relied upon after a period of two ars without ye a review by us verifying the suitability or'the conclusions and recommendations. PROFESSIONAL STANDARD In the erfo p rmance of our professional services,we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys,and explorations are made,and that our data,interpretations, and recommendations are based solely on the information obtained by us. We will be responsible for those data,interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist CWE 202.700.1 December 12 2002' Page No. 13 Of professional consultation and observation only,and no warranty of any kind whatsoever,express or implied, �s made or intended in connection with the work performed or to be performed by us, or by our proposal for ' consulting or other services,or by our furnishing of oral or written reports or findings. r� CLIENT'S RESPONSIBILITY It is the responsibility of Steve Jones,or his representatives,to ensure that the information and recommendations contained herein are brought to the attention project and incorporated into the project's plans and specifications.the It istfurther engineer and architect for the thee-responsibility to take the necessaryrneasures to insure that the contractor and his subcontractors carryout such recommendations during construction. FIELD EXPLORATIONS Four subsurface explorations were made at the locations indicated on the attached Plate Number 1 between October 29 and November 15,2002. These explorations consisted of one test trench excavated using a backhoe and three test pits excavated using hand tools. The fieldwork was conducted under the observation of our engineering geology personnel. The explorations were carefullylogged when made. The trench log is presented on the following late Number 2 while the test pit logs are presented on the following described in accordance with the Unified Soils Classification Sys elm In addition,tough 5. The soils are description,the wet color,the apparent moisture and the density or consist a verbal textural granular soils is given as very loose,loose,medium dense, dense or very dense. ar consistency The density of clays is given as either very soft,soft,medium stiff,stiff,very stiff,or hard. �stency of silts or Disturbed and "relatively undisturbed"samples of typical and representative soils were obtained and to the laboratory for testing. returned 9 LABORATORY TESTING Laboratory tests were performed in accordance with the generally accepted American Society/ for Test Materials (ASTNv test methods or suggested procedures. A brief description of the tests perforned uig and presented below CWE 202.700.1 December 12,2002 Page No. 14 a) CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System b) MOISTURE-DE In- place In place moisture contents and dry densities were determined for representative soil samples. This information was an aid to classification and permitted recognition of variations in material consistency with depth. The dryunit weight is determined in 1 pounds per cubic foot,and the in-place moisture content is determined as a percentage of t soil's dry weight. The results are summarized in the trench P g he and test pit logs. I c) COMPACTION TEST: The maximum dry density and optimum moisture content of a typical soil were determined in the laboratory in accordance with ASTM Standard Test D-1557,Method A. The results of this test are presented on Plate Number 6. i d) DIRECT SHEAR TEST:Direct shear tests were performed to determine the failure envelope based on yield shear strength. The shear box was designed to accommodate a sample having a diameter of 2.375 inches or 2.50 inches and a height of 1.0 inch. Samples were tested at different vertical loads and a saturated moisture content. The shear stress was applied at a constant rate of strain of approximately0.05 inch per minute. The results of these tests are presented on the attached Plate Number 6. e) EXPANSION INDEX TEST:An Expansion Index test on a remolded sample was performed on a sample of the existing fill. This test was performed on the portion of the sample passing the#4 ' standard sieve. The sample was brought to optimum moisture content an d then fined back to a constant moisture content for 12 hours at 230±9 degrees Fahrenheit. The specimen was then compacted in a 4-inch-diameter mold in two equal layers by means of a tamper,them trimmed to a final height of 1 inch,and brought to a saturation of approximately 50 percent. The specimen was placed in a consolidometer with porous stones at the top and bottom,a total normal load of 12.63 pounds was placed(144.7 psf),and the sample was afLlogmd to consolidate for a period of iv^ minutes. The sample was saturated, and the change in vertical movement was recorded until the rate of expansion became nominal. The expansion index is reported on Plate Number 6 as the total vertical displacement times 1000. �Z! a LEGEND ■ APPROXIMX APPROXIMf CHRISTIAN WHEELER ' QaflTs ARTIFICIAL E N G I N E E R I N G PROPOSED GARAGE & GUEST COTTAGE- By:* CHC/SCC/HC DATE 12-12-02 gas NO: 202.700 PLATE NO: 1 LOG OF TEST TRENCH NUMBER T-1 Date Excavated: 11/15/2002 Logged by: STH Equipment: IV1ini-Ex Project Manager: CHC Existing Elevation: N/A Depth to Water: N/A MFinish Elevation: 306 feet Drive Weight: N/A SAMPLES 0 O W O SUMMARY OF SUBSURFACE CONDITIONS U W�W W a W oCIO � p F Q W c Q Artificial Fill(Qaf) liedium greenish-brown,moist,stiff,SANDY 1 CLAY(CL),with gravels. i i 2 3 4 Medium gray,dry,loose to medium dense,3/4" GRAVEL(GP),with some fines. 5 6 Medium greenish-brown,moist,stiff,SANDY CLAY(CL),with gravels. 7 Santiago Formation (Ts)�:Medium brownish-gray,slightly moist,very CK 8 ,F stiff,SANDY CLAY(CL). Test trench terminated at R feet. 9 10 PROPOSED GARAGE & GUEST COTTAGE 3586 Copper Crest Road, Encinitas, California CHRISTIAN WHEELER BY: HF DATE: December 2002 ENGINEERING JOB NO. : 202.700 PLATE NO.: 2 LOG OF TEST PIT NUMBER P-1 Date Excavated: 10/29/2002 Logged by: STH Equipment: Hand Tools Project Manager: CHC Existing Elevation: N/A Depth to Water: N/A Finish Elevation: 306 feet Drive Weight: N/A S-MPLrS W W Z U WSUNE',IARY OF SUBSURFACE CONDITIONS W 1 z U ra `� �T4 o o za o WQ Artificial Fill (Qat)Medium brown,moist,loose,SILTY SAND (SM). 1 Medium to dark brown,moist,very stiff,SANDY CLAY(CL). MD,D; 2 CK 9.7 115.5 EI Test pit terminated at 3 feet. 4 5 6 7 8 9 10 PROPOSED GARAGE & GUEST COTTAGE ' 3586 Copper Crest Road,Encinitas, California CHRISTIAN WHEELER- BY: HF DATE: December 2002. E N G I N E E R. 1 N G JOB NO 202.70 IPI--1TE NO.: 3 LOG OF TEST PIT NUMBER P-2 Date Excavated: 10/29/2002 Logged by: STH Equipment: Hand Tools Project Manager: CHC Existing Elevation: N/A Depth to Water: N/A Finish Elevation: 306 feet Drive Weight: N/A SAMPLES i IU 0 z W o ` x p, SUNIN ARY OF SUBSURFACE CONDITIONS W a z U O V) � O H C7 W �q U0 Artificial Fill(Oafl•hieidum to dark brown,moist,very stiff,SANDY 1 CLAY(CL). 2 CK 13.4 112.8 Test pit terminated at 2 feet. 3 4 5 6 7 8 1 9 10 fPROPOSED GARAGE & GUEST COTTAGE 3586 Copper Crest Road, Encinitas, California CHRISTIAN WHEELER BY: HF DATE: December 2002 ENGINEERING OB NO. : 202.700 PLATE NO.: 4 LOG OF TEST PIT NUMBER P-3 Date Excavated: 10/29/2002 Logged by: STH Equipment: Hand Tools Project Manager: CHC Existing Elevation: N/A Depth to Water: N/A Finish Elevation: 306 feet Drive Weight: N/A SAMPLES W O W C \ Ex+ W ° o O W SUMMARY OF SUBSURFACE CONDITIONS a Z Q W V 0 O Z Z O Artificial Fill (Qaf)Medium to dark brown,moist, stiff to very stiff, 1 SANDY CLAY(CL),with gravels. 2 CK 5.9 115.5 4 5 6 Santiago Formation (Tsa):Light gray and brownish-red,dry,dense to very dense,SILTY SAND(STN1, fine to medium-grained. 7 CK 4.0 115.2 8 9 Test pit terminated at 8'/z feet. 10 PROPOSED GARAGE & GUEST COTTAGE 3586 Copper Crest Road, Encinitas, California CHMS- AN WHEELER BY: HF D ATE: December 2002 E N G I N E E R- 1 N G JOB NO. : 202.700 PLATE NO.: 5 LABORATORY TEST RESULTS PROPOSED GARAGE AND GUEST COTTAGE 3586 COPPER CREST ROAD ENCINITAS,CALIFORNIA MAXIMUM DENSITY/ OPTIMUM MOISTURE CONTENT Sample Number Test Pit P-1 @ 1'-3' Description Medium to dark olive brown,sandy clay(CL) Maximum Density 115.0 pcf Optimum Moisture Content 12.7 percent DIRECT SHEAR TEST Sample Number Test Pit P-10 F-3' Test Pit P-3 @ 3' Sample Type Remolded to 90% Relatively Undisturbed Angle of Internal Friction 7 ° 10 ° Cohesion 550 psf 400 psf EXPANSION INDEX TEST Sample Number Test Pit P-1 1'-3' Initial Moisture Content 12.2% Initial Dry Density 99.9 pcf Final Moisture Content 30.8% Expansion Index 117 (high) CWE 202.700.1 December 2002 Plate No. 6 CWE 202.700.1 December 12,2002 Appendix A,Page A-1 REFERENCES Anderson,J.G.;Rockwell,RK. and Agnew,D.C., 1989,Past and Possible Future Earthquakes of Significance to the San Diego Region,Earthquake Spectra,Volume 5,No.2, 1989. Blake,T.F.,2000,EQFAULT,A Computer Program for the Estimation of Peak Horizontal Acceleration from 3-D Fault Sources,Version 3.0,Thomas F.Blake Computer Services and Software,Thousand Oaks,California. Boore,David M,Joyner,William B.,and Fumal,Thomas E., 1997,"Empirical Near-Source Attenuation Relationships for Horizontal and Vertical Components of Peak Ground Acceleration,Peak Ground Veloci and Pseudo-Absolute Acceleration Response Spectra",in Seismological Research Letters,Volume 68,Number 1,January/February 1997. California Division of Mnes and Geology, 1998,Maps of Known Active Fault Near Source-Zones in California, and Adjacent Portions of Nevada. California Division of Mines and Geology, 1997,Guidelines for Evaluating and Mitigating Seismic Hazards in California,Special Publication 117. Hart,E.W., 1994,Fault-Rupture Hazard Zones in California,California Division of Mnes and Geology S ecial Publication 42. gy p Jennings,CW., 1975,Fault Map of California,California Division of Mines and Geology,Map No. 1,Scale 1:750,000. s"leruted��1VLP _ 3 n y, aria Zinn,J.J., 1996,Geologyof the Rancho Santa Fe Quadrangle,San Diego County, California, California Division of Mmes and Geology,Scale 1:24,000. Kern,P., 1989,Earthquakes and Faults in San Diego County,Pickle Press,73 pp. Wesnousky,S.G., 1986, "Earthquakes,Quaternary Faults, and Seismic Journal of Geophysical Research,Volume 91,No.B12,pp 12,587 to 12,631,Novembero 986.i 6. CWE 202.700.1 December 12,2002 Appendix B,Page B 1 RECOMMENDED GRADING SPECIFICATIONS- GENERAL PROVISIONS I_ l PROPOSED GARAGE AND GUEST COTTAGE 3586 COPPER CREST ROAD ENCINITAS CALIFORNIA GENERAL INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary geotechnical investigation report and/or the attached Special Provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed,except where specified in the geotechnical report or in other written communication signed bythe Geotechnical Engineer. OBSERVATION AND TESTING Christian Wheeler Engineering shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist Engineer and to keep him appraised of work schedules,changes and new information and data eso that hello mayprovide these opinions. In the event that anyunusual conditions not covered bythe special provisions or reiimin a ry geotechnical report are encountered during the grading operations,the Geotechnical Engineer shall be contacted for further recommendations. If,in the opinion of the Geotechnical Engineer,substandard conditions are encountered,such as questionable or unsuitable soil,unacceptable moisture content,inadequate compaction,adverse weather,etc., construction should be stopped until the conditions are remedied or corrected or he shall recommend rejection of this work CWE 202.700.1 December 12,2002 Appendix B,Page B2 Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: Maximum Density&Optimum Moisture Content- ASTM D-1557-91 ® Density of Soil In-Place- ASTM D-1556-90 or ASTM D-2922 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed,and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance,free from unsightly debris. After clearing r benchin the natural g g ground,the areas to be filled shall be scarified to a depth of 12 inches, brought to the proper moisture content,compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soil which possesses an in-situ density of at least 90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soil. The lower bench shall be at least 10 feet wide or 1-1/2 times the equipment width,whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two (2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when CCnSldercd ncCcSSar� by die Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes,but is not limited to,septic tanks,fuel tanks,sewer lines or leach lines,storm drains and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the fGeotechnical Engineer so that he may determine if any special recommendation will be necessary. r I i CWE 202.700.1 December 12,2002 r FILL Append B,Page B3 f MATE RIAI, Materials to be placed in the fill shall be approved by the Geotechnical matter and other deleterious substances. G Engineer and shall be free of organic ranular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils,soils of Poor gradation,characteristics may be thoroughly p g dation, or soils with low strength g y mixed with other soils to provide satisfactory{�material, but explicit consent of the Geotechnical Engineer. Any import material shall with the Engineer before being brought to the site. all be approved by the Geotechnical PLAQNG AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in compacted thickness. Each layer shall have a layers not to exceed 6 inches in f compaction effort to be efficient) a worm moisture content in the range that wifl allow the Y applied to achieve the specified degree of compaction. Each layer shall b homily compacted to the specified minimum degree of compaction ' economically compact the layer. e ��equipment of adequate size to compaction or of Proven reliabili Compaction equipment should either be specifically designed for soil p �' The rrunimum degree of compaction to be the Special Provisions or the recommendations contained in the re • achieved is specified in either report. preliminary geotechnical investigation When the structural fill material includes rocks,no rocks carefullyfilled with soil such that the � be allowed to nest and all voids must b minimum degree of compaction reco e Provisions is achieved. The p minended in the Special maximum.size and spacing of rock permitted in structural structural{ills is discussed in the geotechnical report,when applicable. fills and m non- Field observation and compaction tests to-estimate the degree Geotechnical Engineer or his representative. g of compaction of the fill will be taken by the The location and frequency of the tests shall beat the Geotechnical Engineer's discretion. the re When the compaction test i required degree of co ndicates that a particular layer is at less than mpaction,the layer shall be reworked to the satisfacti Engineer and until the desired relative compaction has been obtained, on of the Geotechnical Fill slopes shall be compacted by means of sheepsfoot rollers or others ' q sheepsfoot roller shall be at vertical intervals of not greater than four feet.ratable e ui Compaction by pment. two horizontal to one vertical or flatter, should be trackrolled. Stee er{� In addition, fill slopes at a ratio of P In shall be over-built and cut- i CE 202.700.1 December 12,2002 back to finish contours Appendix B,Page B4 after the slope has been constructed. Slope fill material six or more inches in com action least 90 ward from the finished face of the slope P operations shall result in all percent of maximum d P having a relative section of dry density or the degree of compaction specified in the Special compaction of at specification. The compaction operation on the slopes Geotechnical En o es shall be continued until Provisions Engineer is of the opinion that the slopes P P will be surficiall until the y stable. Density tests in the slopes Bete `�be made by the Geotec one if the required compaction hrucal Engineer during construction of the slopes to paction is being achieved. arise, the Contractor will be notified that day here failing tests occur or other field Problems Geotechnical En Yof such conditions b P ems Engineer or his representative in the form wntten communication from the rm of a dailyfield report, If the method of achieving g the required slope compaction selected b necessary results,the COntiactor shall rework or rebuild such slopes y the COntiuctor f is obtained, at no cost to the to Produce the Owner or Geotec until the required degree of finical Engineer. compaction 1 CUT SLOPES The Engineerin g Geologist shall inspect cut slopes excavated the gmdreg operations at intervals P ui rock or hthified formational Preliminary determined at his discretion. I{ material during rep'such as perched water,seepage,lenticular or confined yconditions not g nature, anticipated in the unfavorably inclined bed coed strata of a shall be analyzed b fig'louits or fault lanes are encountered Potentially adverse y the En P entered d gineering Geologist and Geotec unng grading,these conditions measures are necessary. . finical En ' gineer to determine if mitigating Unless otherwise specified in the „ P geotechnic that allowed b al report, no cut Slopes shall be excavated hi y the ordinances of the controlling higher or steeper than mrnenl agency. ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer compaction operations gmeer or his representative shall be so that he c made duan acceptable standards express his ° g the filling and pinion regarding the confo the observation ds s practice. Neither the presence of rtnance of the grading and testing P the Geotechnical Engineer with the specified degree of compaction.g shall release the Grading or his representative or g Contractor from his duty to compact all fill material to CWE 202.700.1 December 12,2002 SEASON LIMITS Append B,Page B5 Fill shall not be placed during unfavorable weather conditions. filling operations shall not be resumed until the proper moisture con en work is interrupted by heavy rain, be achieved. Damaged site conditions resulting from weather or acts of and density of the fill materials can acceptance of work God shall be repaired before RECOMMENDED GRADING SPE CIFICATIONS- SPECIAL PROVISIONS RELATIVE COMPACTION: 'Tj1e nunimum degree of compaction to ground, compacted fill, and compacted backfill shall be at least 90 Percent. For m P compacted natural subgrade,the upper six inches should be compacted to at least 95 or street and ar kmg lot percent t relative compaction. E-XPANSIVE SOILS:Detrimentall e 50 or greater when tested in accordance with an the ve soil is Ilnifo�rued as cla yeysoil which has an expansion index of Budding Code Standard 18-2. OVERSIZED MATERIAL; Oversized fill material is generally defined over 6 inches in diameter. Oversized materials should not be placed fill as rocks or lumps of soil in Placement of such material are provided by the Geotechnical En ineer unless recommendations of shall pass through a No. 4 U.S. Standard Sieve. g At least 40 percent of the{ soils THE ORIGINAL OF THIS DOCUMENT R HAS RECORDED ON DEC 16, RECORDING REQUESTED BY: ?Dn DOCUMENT NUMBER ?OQ3-1481108 GREGORY J. SMITH, COUNTY RECORDER CITY OF ENCINITAS SAN DIEGO COUNTY R'ECORDER'S OFFICE: _ TIME: 4:25 PM WHEN RECORDED MAIL TO: ) CITY CLERK ) CITY OF ENCINITAS ) 505 SOUTH VULCAN AVENUE ) ENCINITAS CA 92024 ) For the benefit of the City of Encinitas ASSESSOR'S PARCEL NO. 264 223-21-00 PROJECT NO. 7786-G GRANT OF EASEMENT FOR RECREATIONAL TRAILS A. STEVEN T. JONES AND GERI L JONES Steven teven and Ge n 2003 trust dated Februa cotrustees of th 6 20 3 Jones herOeto a R", hereinafter) is the"Owner of real property described in Exhibit a part hereof( PROPERTY" hereinafter). "A"which is attached For valuable consideration, OWNER hereby ( ItY of Ennitas (" for the benefit of CITY), easements acro s PROPERTY located as described CITY" hereinafter), n Exhibit "B", which are attached hereto and made a part hereof, for Public Recreational Trail u include, without limitation, use by members of the public to walk, jog, p rposes which operate non-motorized bicycles. However, no motorcycles or other motor vehicles horses, and permitted on the trails with the exception of emergency and maintenance vehicles. 11 be B. CITY agrees to properly and safely maintain the trails and related improvements level satisfactory to serve sufficiently the public need. Construction and mainten to a include, but are not limited to, work on, below, and above the surface of the easem ance activities easements. C. Pursuant to a permit issued by the CITY, private owners of lots adjacent to the granted to the CITY may construct and maintain driveways and install underground easement across the easement, subject to the following conditions: utilities 1) No culverts, berms, ditches or other features which may impede or restrict t use of the trail, shall be permitted. he intended 2) The surface of any driveway which crosses the easement must be smoothe satisfactory to the Director of Community Services. d to a level 3) The grade of any driveway which crosses the easement must match the grade of the trail on both sides. D. CITY agrees to defend, indemnify, and save free and hold harmless OWNER from and against all claims, liabilities, penalties, fines, or any damage to goods, properties, or effects of and person whatever, and for person` or death caused by, or resulting from, or claimed to have been caused by, or resulting from the negligence or intentional act of CITY. E. This easement shall run with t>>c land and be binding upon and inure to the benefit of the encumbrancers, successors, heirs, ;personal representative, transferees and assigns of the respective parties. F. If either party is required to incur costs to enforce the provisio of this sement, the prevailing party 'shall be entitled to full reimbursement of all c attorney's fees, from the other party. incuu n reasonable Dated___ ire Owner -- 0 f4 r.�_ g �,:re of Owners to be notarized. [:A::tt:ach1_ii appropriate acknowledgements. I certify on behalf of the Ci Council of the City of Encinitas,pursuant to authority conferred by Resolution ol' d Council, adopted on November 9, 1994, that the City of Encinitas consents to the r, ing of the foregoing Grant of Easement for Recreational Trails, accepts the easement granted thereon, and consents to the recordation thereof by its duly authorized officer. DATE: 0 BY: Peter Cota-Robles Director of Engineering Services CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT .r State of California County of � �.� Q;e ss. z � On Np��1,,�; a.�C, e2qo3 be e fore me, Dat (, personally Name and Title of ONtcer(e.g., Jane Doe,Notary Public") ' Y ppeared �cyt� � Names)of Signer(s) , i ❑personally known to me ',proved to me on the basis of satisfactory evidence to be the person�}s whose name@ i ar ROBERT M. NEILL subscribed to the within ins ment and Commission# 1296654 acknowledged to me that k/s the executed Z Nofory Public-California y the same in h4/h heir authorized Son Diego County capacit (ies and that by hith heei WCw"-E Mb.20 2M5 'dWon the instrument the perso (s r I the entity upon behalf of which the persoi� acted, executed the instrument. WITNESS my hand and official seal. f Signature of Notary Public i Though the information below is not required by law,it m��Prove to persons relying on the document and c fraudulent removal and reattachment of this form to another document. ould prevent Description of Attached Document r'l Title or Type of Document: G-r.% Document Date: Signer(s)Other Than Named Above: Number of Pages: Capacity(ies) Claimed by Signer Signer's Name: ❑ Individual ❑ Corporate Officer—Title(s): TOP of thumb here ❑ Partner—❑ Limited ❑General ❑ Attorney-in-Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: i O 1999 National Notary Association•9350 De Soto Ave.,Po.Box 2402•Chatsworth,CA 91313-2402• I 1 www,nationalnotary.org Prod.No.5907 J Reorder:Call Toll-Free 1.800.876.6827 SUBORDINATION AGREEMENT WHEREAS, those parties concerned desire to leave the Dced df Trust r File/Page No. _subordinated to Grant of Easeme:�t for Recrea •recorded ( � condition of approval of -DV\l (s. -7-7-66-6 OZ as - b' ("DOCUMENT" hereinafter);rails required as Now, therefoDre�, o�valeuable consideration,deratEE the receipt of which is hereby acknowledged, the undersigned BENEFICIARY or TRUSTEE hereby waives the priority of said . favor of said DOCUMENT to the same extent as if said DOCUMENT had Y id Deed of Trust in said Deed of Trust, been executed prior to DAT�D � n • BENEFICIA OR USTEE By. Title: Gov V DATED - BENEFICIARY OR TRUSTEE By: Title: Signature of BENEFICIARY or TRUSTEE must be acknowledgement. notarized. Attach the appropriate I certify on behalf of the City Council of the City of Encinitas, pursuant t o authority conferred by Resolution of said Council adopted on November 9, 1994 tha Encinitas accepts and consents to the making of the foregoing subordination agreement and consents to the recordation thereof by its duly authorize g m t the City of d officer. DATE: 16, j B Y: Peter Cota-Robles Director of Engineering Services CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT c crti - a State of California County of ohs ss. ate before me, SXello�2911-51 � • ame and Title of Officer e. '<�6�� personally appeared ��// ( g."Jane Doe,Nary Publi e(s)of Signer(s) personally known to me ❑ proved to me on the basis of satisfactory CoR.SHELDON evidence n,r z t"lon#t Z Notary Public , > Orange County to be the personK whose name(45) is/a I Sap17,ZW subscribed to the within instrument and acknowledged to me that lab/she/t the same in �executed th acit W/her/thefr authorized ri p y(�s), and that by kit/her/their signature(4 on the instrument the person the entity upon behalf of which the person or acted, executed the instrument. I WITNESS my hand and official seal. Place Notary Seal Above s•v i 1�� i Signature or Notary Public I Though the informati OPTIONAL ' on below is not required by law, it may �j and could prevent fraudulent removal and reattachment of thislform to another document document >I Description of Attached Document i Title or Type of Document: Document Date. a d Number of Pages: Signer(s) Other Than Named Above: IQ Capacity(ies) Claimed by Signer 2 j Signer's Name: ❑ Individual ❑ Corporate Officer—Title(s): • ❑ Partner—❑ Limited ❑ General Top of thumb here ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: �I � i ti ®1999 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402•wwwnationalnota or - — _ ry� 9 Prod,No.5907 R eorder:Call Toll-Free 1-800.878.8827 EXHIBIT q THAT PORTION OF PARCEL 1 OF PARCEL MAP NO. 4460 FILED IN DIEGO COUNTY RECORDER FEBRUARY 13, 1976 AS FILE N0. 76-043493, CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, DESCRIBED q 6 THE OFFICE OF THE SAN _ S FOLLOWS: BEGINNING AT A POINT WHICH LIES IN THE NORTHERLY BOUNDARY THEREON NORTH 86'5553" EAST 83.94 FEET FROM THE NORTH THENCE CONTINUING NORTH 86'55'53" EAST, ALONG SAID OR LINE OF SAID PARCEL DISTANT SAID LINE, SOUTH 74-06'52"NORT EAST 71.31 FEET TO THE ID WEST CORNER OF SAID PARCEL; THENCE SOUTH 29'49'00" EAST, ALONG SAID SIDELINE 1 LINE, 36.94 FEET; THENCE DEPARTING WESTERLY SIDELINE OF COPPER CREST ROAD; LINE, NORTH 74'06 52 7.18 FEET; THENCE DEPARTING SAID SIDE- - M SST, 118.55 FEET TO THE POINT OF BEGINNING. CONTAINING 1,139 SQUARE FEET, 0.03 ACRES. �_ANp * L.S. 5871 EXPIRES 12/31/04 OF CAL�F� IN GARY MAGILL, S. 5871 FILE NAME: TAL-LGL.DWG PLOT DATF. EXHIBIT B PAAS91 :g 0.B. N86`55153 0PE 176.65'- 36.94' 55.77' 1 83.94 N 1 0-1 0_ — — _ I �C ��'S�4�06'S � o`'�o ye 2 w j E ONF SCALE: 1" = 50' A A ' 77 8, C S - 4 DATA TABLE °o I E % � i N0. BEARING DISTANCE i 1 S 74`06152" E 71.31' <: off., 2 S 29`49'00" 94 E 25. � 3 29#49 Ll. I ' I 49 00 E 17.18' S 29 I 4 I 18.80' � 0,4 AAA I F � 3 NOTES �� sj► I "a`no o, I ° OA AREA DESCRIBED IN EXHIBIT A. 1 z © EXISTING PRIVATE ROAD AND U I PER VARIOUS DEEDS OF RECORD.LITY EASEMENT / \ I i / s I © EXISTING PRIVATE ROAD EASEMENT PER DOCU- MENT F/P 76-037132 RECORDED 2-06-76 I O 12' EASEMENT FOR PEDESTRIAN AND EQUESTRIAN 1 P4RPOSES DEDICATED AND REJECTED PER PARCEL 1 MAP N0, 16421, UE EXISTING ASPHALT DIKE // •h - BEARINGS 460 p DISTANCES PER PARCEL MAP / R CALCULATED THEREFROM. / 5 // LAND S * L.S. 5871 386`55'53»W 222.69' EXPIRES // / 12/31/04 =1LE NAME: TAL-LGL.DWG 'LOT DATE: 10-21-03 \ �. GARY MAGILL, .S. 5871 1LVG ENE t1RJ.U.:.?`HL JF 'HI:1 i�Li �iyT RECORD REQUESTED BY: ) WAIIII RECORDED Ctl r'r, ,.. i+� �J ift,r"a ? ---0-3 CITY OF ENCINITAS 6RE60R J.DOCK jY J. NI.IMHER ti" .,-1.4011C': SMITH, COUNTY' RECORDER DIECD Ci7UNT'l RECCF'DER'S OFFICE WHEN RECORDED MAIL, TO: ) TIME: 4-25 PM CITY CLERK ) CITY OF ENCINITAS ) 505 SOUTH VULCAN AVENUE ) ENCINITAS CA 92024 ) For the benefit of the City of Encinitas ASSESSOR'S PARCEL NO. 26422 3-10-00 PROJECT NO. 7786-G GRANT OF EASEMENT FOR RECREATIONAL TRAILS A. JOHN WILLIAM ALDER•SON AND CO THE AI-DERSON FAIVIILy TRUST DATED DE EC MBJER 2 9 9RSON TRUSTEES OF herOetoWNand made hereinafter) is the owner of real property described in Exhibit "A"w�c Part hereof("PROPERTY"hereinafter). his attached For valuable consideration, OWNER hereby (for the benefit of CITY), easements across PROPERTY located as described Y" hereinafter), which are attached hereto and made a part hereof, for Public Recreational Trail m Exhibit "which include, without limitation, use by members of the public to walk, jog, run n purposes which operate non-motorized bicycles. However, no motorcycles or other motor vehicles horses, and Permitted on the trails with the exception of emergency and maintenance vehicles. shall be B. CITY agrees to properly and safely maintain the trails and related improvements level satisfactory to serve sufficiently the public need. Construction and maintenance to a include, but are not limited to, work on, below, and above the surface of the easements. activities C. Pursuant to a permit issued b the CITY granted to the CITY may construct and maintain driveways rand linsta l and adjacent to the easement across the easement, subject to the following conditions: underground utilities 1) No culverts, berms, ditches or other features which may impede or restrict use of the trail, shall be permitted. t the intended 2) The surface of any driveway which crosses the easement must be smoothed to a level satisfactory to the Director of Community Services. 3) The grade of any driveway which crosses the easement must match the grade of the trail on both sides. D. CITY agrees to defend, indemnify, and save free and hold harmless OWNER from and against all claims, liabilities, penalties, fines, or any damage to goods, properties, or effects of and person whatever, and for personal injuries or death caused by, or resulting from, or claimed to have been caused by, or resulting from the negligence or intentional act of CITY. E. This easement shall run with the land and be binding upon and inure to the benefit of the encumbrancers, successors, heirs, personal representative, transferees and assigns of the respective parties. F. If either party is required to incur costs to enforce the provisions of this easement, the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorney's fees, from the other party. Dated_ /J�a L �� .Z Owner L 11 lZIl�3 Signature of:Owners to be notarized. Attach the appre acknowledgements. I certify on behalf of the City Council of the City of Encinitas, pursuant to authority conferred by Resolution of said Council, adopted on November 9, 1994, that the City of Encinitas consents to the making of the foregoing Grant of Easement for Recreational Trails, accepts the easement granted thereon, and consents to the recordation thereof by its duly authorized officer. DATE: BY: Peter Cota-Robles Director of Engineering Services CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT f - - N State of California t, County of _-)a bi CjCp ss. i On i 1 2-4 �C7`j before me, Q1 ie f eAI Date Name and Title of Officer(e.g.,"Jane Doe,Notary Public") ' personally appeared y�1 w1 t Vh �}�deyscl-I avid f Name(s)of Signers) ` �a"— ❑personally known to me �(proved to me on the basis of satisfactory evidence 1 to be the perso s) whose name subscribed to the within instrument and acknowledged to me that e�executed the same in MT authorized ,w M•. STEPHANIE NEILL capacit ie and that by �(s )201r�M.#1441044 W signatur s on the instrument the pethe entit p ) mNOTARY D gNIA 0 y upon behalf of which the ersor my COMM. a�� acted, executed the instrument. WITNESS my hand and official seal. Signature of Notary Public OPTIONAL Though the information below is not required by law,it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: p F �� +�.�MEnt� � I'Z��rem-�,ona.Q T►'"f �S Document Date: IZt l 03 Number of Pages: �_ Signer(s)Other Than Named Above: � Capacity(ies) Claimed by Signer it Signer's Name: ❑ Individual "• � ❑ Corporate Officer—Title(s): Top of thumb here l ❑ Partner—❑ Limited ❑General ❑ Attorney-in-Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: i ©1999 National Nolary Association•9350 Da Soto Ave.,P.O.Box 2402•Chatsworth.CA 91313-2402•www.nationalnota o 1 rY, rg Prod.No.5907 Reorder:Call Toll-Free 1-800-876-6827 EXHIBIT A THAT PORTION OF PARCEL 2 OF PARCEL MAP NO. 14598 FILED IN THE OFF DIEGO COUNTY RECORDER DECEMBER 24, 1986 AS FILE NO. 86-609233 CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, DESCRIBED AS FOLLO ICE OF THE SAN WS. BEGINNING AT A POINT WHICH LIES IN THE SOUTHERLY BOUNDARY LINE OF THEREON SOUTH 86'55'54" WEST 127.95 FEET FROM THE SOUTHEASTERLY CEL; THENCE DEPARTING SAID BOUNDARY, SAID PARCEL DISTANT OF ANON-TANGENT 531.53 FOOT RADIUS CURVE CONCAVE SOUTHERLY CORNER H SAID PAR_ 14'50'32" EAST FROM SAID CURVE'S RADIUS; THENCE WEST 21.98 FEET TO THE BEGINNING THROUGH A CENTRAL ANGLE OF 14' RADIUS** THE FEET T RLY AND BEARING NORTH THENCE SOUTH 03'02'55" EAST 13.76 FEET, WESTERLY ALONG THE ARC OF SAID CURVE HENCE SOUTH 41'57'05" WEST 6.02 FEET; TO THE SOUTHERLY BOUNDARY LINE OF SAID PARCEL; THENCE ALONG THENCE SOUTH 43'27'24" EAST 16.67 FEET 86'57'05" WEST 15.76 FEET; THENCE DEPARTING SAID LINE, NORTH 43-27'24 SID BOUNDARY SOUTH FEET, THENCE NORTH 03'02'55" WEST 23.15 FEET, THENCE NORTH 41-57'05" FEET TO THE BEGINNING OF ANON-TANGENT 543.53 FOOT RADIUS CU WEST 10 87 AND BEARING NORTH 00'14'13" EAST 16.35 THE ARC OF SAID CURVE, THROUGH CENTRAL ANGLE 'OFRISDIUS; THENCE EASTER YL SOUTHERLY SOUTH 75'20'15" EAST 22.09 FEET; THENCE SOUTH 74'06'52" EAST 35 SOUTHERLY BOUNDARY LINE OF SAID PARCEL; THENCE 04 37 143.03 FEET; THENCE LINE, 36.94 FEET TO THE POINT OF BEGINNING. 07 FEET TO THE SOUTH 86'55'54" WEST, gLONG SAID CONTAINING 2,661 SQUARE FEET, 0.06 ACRES. �_ANp * L.S. 5871 EXPIRES 12/31/o4 CAI.�FO Y MAGILL, S. 5871 FILE NAME: TAL-LGL2.DWG - PLOT DATE: 10-22-03 n � OR +' b A. m J Z V) X\ W SJ 3 16 0�+22 'o c co GOQ 52'15 a .Z I 0, ©20'15' L314�•4� � � '� , U�F S., p p w R"400 z I a C zi N w ° Lo Q w 06 cn a O J co W a'cD Car W -_� a LL LLJ W O W a Q --T. W F- a Q O F- w 64 Z O M M O 0 0 0 0p Z !_p Z Q U U 0 ~ MI N0 J NO � N ►Ln ►Dp O 00 ZaWZ� !_ (7 > w j M � w o c) w a Q W Cn z F- o°O� co? 3W ww3 � ¢� LLJLLJ w C ZL �t M :nONOL(j0 O � WW w� pQ F- W Z Z ''� I N J O st � •t co N Z Q Q o F- O ir U -I U _O Q N I W t!) ^ ^ 00 0 > j cp F-°N 2 Z ~ F- 00 Ld I I � W ° zz �' cncncnz a° a^ w°WCoU C) on ' I Un r It `t m a0 °� .- F> Za z Z a x �Z Qo p I �' cn xw �"z Wa P: o a° � z rn c I Of a N o Lr) o w a w `.-�'a w 3 Q m a �' I 11 � < 00 00 Q - n1 I 'n1 Z ':O C) C,4 00 F - -- I W N -14) (6 � C9 0 • Z � 3L,iW3: 3: II I of x _ Q H,L?lp1Y I LL) Lo Lo x m N O N 1 C� Q Nn - ONLo ;V -wr N } 3 U Q �W ^ O st 000 4 (U �1j • �� I O I C-4 O ° z N cn cn Ln z C) I LU I J N 556 \y►�' I ° m z N r7 "t �n cD i� I ° I = I .00'SZ1 M„SZ,80.ZON .����� ' I I Q Q z ° Iw 0 J EXH BIT A THAT PORTION OF PARCEL 2 OF PARCEL MAP NO. 14598 FILED IN THE OFFICE OF THE SAN DIEGO COUNTY RECORDER DECEMBER 24, 1986 AS FILE NO. 86-609233, CITY OF ENCIN TA COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: TAS, BEGINNING AT A POINT WHICH LIES IN THE SOUTHERLY BOUNDARY LINE OF SAID PARCEL THEREON SOUTH 86'55'54" WEST 127.95 FEET FROM THE SOUTHEASTERLY CORNER OF DISTANT PAR- CEL; THENCE DEPARTING SAID BOUNDARY, NORTH 75'20'15" WEST 21.98 FEET TO T ESBID OF A NON-TANGENT 531.53 FOOT RADIUS CURVE CONCAVE SOUTHERLY AND BEARING N BE INNING 14'50'32" EAST FROM SAID CURVE'S RADIUS; THENCE WESTERLY ALONG THE ARC OF SAID THROUGH A CENTRAL ANGLE OF 14'30'30" 134.59 FEET; THENCE SOUTH 41'57'05" WEST CURVE, THENCE SOUTH 03'02'55" EAST 13.76 FEET; THENCE SOUTH 43'27'24" EAST 16.67 FEET 6 02 FEET; TO THE SOUTHERLY BOUNDARY LINE OF SAID PARCEL; THENCE ALONG SAID BOUNDARY 86'57'05" WEST 15.76 FEET; THENCE DEPARTING SAID LINE, NORTH 43'27'24" WEST 0. SOUTH FEET, THENCE NORTH 03'02'55" WEST 23.15 FEET; THENCE NORTH 41'57'05" EAST 16 FEET TO THE BEGINNING OF A NON-TANGENT 543.53 FOOT RADIUS CURVE 10 U AND BEARING NORTH 00'14'13" CURVE'S •35 THE ARC OF SAID CURVE, THROUGH TA CENTRAL ANGLE OFR 5D04'3 THENCE ESTER YS��ON�RLY SOUTH 75'20'15" EAST 22.09 FEET; THENCE SOUTH 74-06'52" EAST 35.07 FEET TO SOUTHERLY BOUNDARY LINE_ OF SAID PARCEL; THENCE SO 7 143.03 FEET; THENCE LINE, 36.94 FEET TO THE POINT OF BEGINNING. SOUTH 86'55'54" THE WEST, ALONG SAID CONTAINING 2,661 SQUARE FEET, 0.06 ACRES. \-ANp S G L.S. 5871 EXPIRES 12/31/04Q of cA��F° 4ARY AGILL, S. 5871 FILE NAME: TAL-LGL2.DWG PLOT DATE: 10-22-03 � n L OR * z�P 00 wO J V5 x\ rn 0 GO Ap Ar p0 J w,400- — Rz I Q cwi N W �Q a ;Q r Lo Q W 0 co �a o� °O p f- (n o ^ w� �� `o x } wo wa Q Q � r w t- a l o o _J w F i aj % -Lo M F- N Z Q Q r M� nj �! r U prj M ° O O U) 0c) Z F=p Z W N N n ^ D O0 �p Z� U � ;-� M � 1 ' J r- O W DU wjr QW N Z of U m ZW Q° �� X �J ZL z � w W W 3 `w U Q� wW V~)a W UO Q Ln �' v+ W QO LL o � �Q Z W �jJ �. ;�J� I 1 IN wcnoM � � � :- W o o o� ao Y ° w Q `► �' m N n _ !n - �,.,. Q of 0 W Q O w U .'.why Q C) N O j O O w W pj �Q I- Z C.) Cif _r I ((0 I J p f Lo co N Z Q Q° F- 0 T (,) -J V 0 Z ° T N w lf) 00 O >N j co F-W N r W Q (n Q .W O Z Z (n (n (n Z d O L d L N Co Q J U ° � ' OL O a ^ O tt { I Z o rn ° N M it Z CD of j Zli cWCWo U S X �� � I Q ^ � F � Qoz Z ° ZZ - co I w X W V) Z w a v~i p �- 00 io Q Q Lo Q wa w� �a� W 3° - rower � � °° o 0 00O I I Of -1 o Q _ '� n1 z 0 c) rn � - io �. ioi� I - z - q. o OR SM • b � Z 3 3 w w 3 3 II Of Q Ld m Q nNO N pI- N Gj . �? { U M ;n .0 n1 ;n N -j I N Q to Lo W ^ e} O OcDp �� !� vi I N°O ° Z N0V) � 61 '� �N C I Z W I J N Z N M U-) co N�j�0�56 .�, z m { o { 2 co I W .00'SZ l M,•SZ•SO.ZON .�� ' I I Q z ° { w ~ J ° i LL. a EXHIBIT A THAT PORTION OF PARCEL 1 OF PARCEL MAP NO. 4460 FILED IN THE OFFICE OF THE SAN DIEGO COUNTY RECORDER FEBRUARY 13, 1976 AS FILE NO. 76-043493, CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: BEGINNING AT A POINT WHICH LIES IN THE NORTHERLY BOUNDARY LINE OF SAID PARCEL DISTANT THEREON NORTH 86'5553" EAST 83.94 FEET FROM THE NORTHWEST CORNER OF SAID PARCEL; THENCE CONTINUING NORTH 86'55'53" EAST, ALONG SAID LINE, 36.94 FEET, THENCE DEPARTING SAID LINE, SOUTH 74'06'52" EAST 71.31 FEET TO THE WESTERLY SIDELINE OF COPPER CREST ROAD; THENCE SOUTH 29'49'00" EAST, ALONG SAID SIDELINE, 17.18 FEET; THENCE DEPARTING SAID SIDE- LINE, NORTH 74'06'52" WEST, 118.55 FEET TO THE POINT OF BEGINNING. CONTAINING 1,139 SQUARE FEET, 0.03 ACRES. \-ANp -' L.S. 5871 r a EXPIRES 12/31/04 CA��FO� GA2RYQtM§AG I L L L.S. 5871 FILE NAME: TAL-LGL.DWG PLOT DATE: 10-21-03 Exti BIT B PAI149-16 P.O.B. N86*55'53"E 176.65'-, E 83. 4' ----55.77' -- --------- ------------- Wife, C SCALE: 50' A 77 ss ---- C 4 D % DATA TABLE NO. BEARING I S 74'06'52" E DISTANCE 71.31' 2 S 29-49000sp E 5.94' 3 S 29*49'00" E 17.18' 4 S 29'49'00" E 18.80' 0 SS CD cs kO--T E S 00 P E AREA DESCRIBED IN EXHIBIT A. z EXISTING PRIVATE ROAD AND UTILITY EASEMENT PER VARIOUS DEEDS OF RECORD. EXISTING PRIVATE ROAD EASEMENT PER DOCU- MENT F/P 76-037132 RECORDED 2-06-76. PURPOSES DEDICATED AND REJECTED PER PARCEL @ 12' EASEMENT FOR PEDESTRIAN AND EQUESTRIAN MAP No. 16421. EXISTING ASPHALT DIKE BEARINGS & DISTANCES PER PARCEL MAP i s3 / �'�'-1 H' M,qc� NO. 4460 OR CALCULATED THEREFROM. �A L.S. 5871 p XPIS S86*55'53'W 222.69' 12E/31RE/04 c FILE NAME: TAL-LGL.DWG PLOT DATE: 10-21-03 Y H G LL, L . 5871 • • • Civil Engineering • Land Planning • Structural • Surveying January 18, 2003 City of Encinitas Engineering Department ' 2 2003 RE: HYDROLOGY EVALUATION—THE JONES RESIDENCE _ PARCEL 1 OF P.M- 4460—3586 COPPER CREST ROAD k A.P.N. 264-223-21 --- r c ,, The purpose of the proposed grading plan for this property is to clear up an illegal grading issue. This lot has an existing residence that is currently in the process of being remodeled. The owner unknowingly cut an area into an existing slope bank for the Purposes of constructing an additional parking area. Please see the attached topo indicating the property and the drainage basin. As one can see, the drainage area is minor and is already being handled by an existing drainage ditch along the upper portion of the lot. Therefore, the area of the proposed grading will not even be impacted by any off-site drainage. It is obvious that the only drainage affecting the proposed area of work, will be a small portion of the slope immediately above proposed parking area. This drainage can easily be handled by small swales around the perimeter of the proposed retaining walls. As Engineer of Work for this residential grading plan, we respectively request your acceptance of this hydrology evaluation. Should you have an please fe free to contact this office or respond, as such, with plan check comments, ' comments. Sinc rely, LO A ENGINEE NG Vq�OFESSIO yQ,o AS E.409�� ouglas E. Logan, R.C.E. 39726 - Principal C C 39726 ac 2 a, m r'n Exp. 12-31-05 Attachment mTgr CIVIL FOF CALW- _ Office: 1635 S. Rancho Santa Fe Road, #204 • San Marco Mailing: 132 N. El Camino Real, PMB-N • s. CA 92069 Phone 760-510-3152 . Encinitas, CA 92024 Fax 760-510-3153 Email: dlogan@connectnet.com or 3 74 PA yaw •`"' 't� r blk� a 1 o �r a 3 3 � _ ,�ri" y, aa�sh�..�. � .a !' x: .� �� r§ � ai- 4 �. xs f7 - �x•