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2005-9459 G/I 13 -� i� 1 i , t k REPORT OF LIMITED GEOTECHNICAL INVESTIGATION Cordova Residence Swimming Pool and Retaining Walls 115 Princehouse Lane Encinitas, California )OB NO. 06-9247 11 September 2006 Prepared for: Mr. Joe Cordova EOTECHNICAL EXPLORATION, INC. SOIL&FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 11 September 2006 Mr. Joe Cordova .lob No. 06-9247 115 Princehouse Lane Encinitas, CA 92024 Subject: ReRort of Limited Geotechnical Investigation Cordova Swimming Pool and Retaining Walls 115 Princehouse Lane Encinitas, California Dear Mr. Cordova: In accordance with your request and our proposal dated July 11, 2006, Geotechnical Exploration, Inc. has performed a limited investigation of the soil conditions at the location at of thehCo Cor dova s walls and ap property. pool, eld work was associated Improvements performed on July 21, 2006. 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 pool and wall improvements. This opportunity to be of service is sincerely appreciated. Should you have any questions concerning the following report, please do not hesitate to contact us. Reference to our Job No. 06-9247 will expedite a response to your inquiries. Respectfully submitted, /Q' ----- ROF ESS10 GEOTECHNICAL EXPLORATION, INC. �0 4 C� '9!e- W No.g092�0)07 a 7 - Exp./1 �%6 �� erros, P.E +� Senior Geotechn ca?Engineer OF CRI�F 7420 TRADE STREET • SAN DIEGO, CA 92121 • (858)549-7222 • FAX:(858)549-1604 • E-MAIL:geotech @Ixpres.com TABLE OF CONTENTS PAGE I. PROJECT SUMMARY 1 II. SITE DESCRIPTION 2 III. FIELD INVESTIGATION 3 IV. LABORATORY TESTS AND SOIL INFORMATION 4 V. SOIL & GENERAL GEOLOGIC DESCRIPTION 5 VI. GROUNDWATER 6 VII. CONCLUSION AND RECOMMENDATIONS 7 VIII. GRADING NOTES 21 22 IX. LIMITATIONS REFERENCES FIGURES I. Vicinity Map II. Plot Plan IIIa-b. Exploratory Trench Logs IV. Laboratory Test Results V. Foundation Requirements Near Slopes VI. Retaining Wall Drainage Schematic APPENDICES A. Unified Soil Classification System Ar—t-AMA REPORT OF LIMITED GEOTECHNICAL INVESTIGATION Cordova Residence Swimming Pool and Retaining Walls 115 Princehouse Lane Encinitas, California JOB NO. 06-9247 The following report presents the findings and recommendations of Geotechnical Exploration, Inc, for the subject project. I. PROJECT SUMMARY It is our understanding, based on discussions with Mr. Fred Anguiano and a landscape plan provided by him, that a swimming pool is proposed in the eastern, rear yard of the Cordova property. Masonry retaining walls, planter walls and exterior flatwork improvements are also planned on the property. Construction plans for the proposed swimming pool, retaining walls, planter boxes and associated improvements have not been provided to us during the preparation of this report, however, when completed they should be made available for our review. The scope of work we performed is briefly outlined as follows: 1. Identify and classify the surface and subsurface soils in the area of the proposed construction, in conformance with the Unified Soil Classification System. 2. Recommend site soil preparation procedures. 3. Recommend the allowable bearing pressures for the existing formational soils and properly compacted fills. 4. Evaluate the settlement potential of the existing bearing soils or proposed properly compacted fills under the proposed new structural loads. WIWI- Job No. 06-9247 Cordova Swimming Pool and Walls Page 2 Encinitas, California 5. Recommend preliminary foundation design information, including active and passive earth pressures to be utilized in design of the proposed retaining walls, swimming pool walls and foundation structures. Our subsurface investigation revealed that the northern and western areas of the lot are underlain at shallow depth by medium dense to dense silty sand formational materials with a surficial covering of approximately 2 to 5 feet of variable density, silty sand fill soils. The surficial fill soils will not provide a stable soil base for the proposed improvements. As such, we recommend that these surficial soils be removed and recompacted as part of site preparation prior to the addition of any new fill or structural improvements. Excavation for the swimming pool in the eastern rear yard area will most likely result in the removal of any shallow fill soils encountered at the proposed pool location. -. II. SITE DESCRIPTION The property is known as: Assessor's Parcel No. 259-131-27-00, Section 14-13- 4W, Northwest Quarter of Document 1974-297-472, in the City of Encinitas, County of San Diego, State of California. The rectangular-shaped site, consisting of approximately 40,000 square feet, is located east of the intersection of Princehouse Lane and Encinitas Boulevard in the City of Encinitas. Refer to Figure No. I. The property is bordered on the north and at a lower elevation by ,a natural drainage course and a similar residential property; to the south by a gentle westerly slope that abuts a nursery at its downslope terminus; on the east by an ascending slope that abuts an existing residential property at its upslope terminus; and on the west by a gentle to moderate, descending slope that abuts Princehouse Lane at its downslope terminus (for site plan, refer to Figure No. II). Access to the property is provided by an asphalt Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 3 concrete driveway beginning on the east side of Princehouse Lane and extending along the south side of the property. A two-story single-family residence and various masonry walls and fences currently exist on the site. The site is not landscaped at present, however, some ornamental plants, shrubs and fruit trees surround the lot. The property consists of a relatively level building pad graded into a westerly sloping hillside. The building pad is at an elevation of approximately 289 feet above mean sea level (MSL). Elevations across the property range from approximately 310 feet MSL at the northeast corner of the property to 220 feet above MSL along the western property line adjacent to Princehouse Lane. Survey information concerning approximate elevations across the site was obtained from an undated Topographic Survey prepared by San Dieguito Engineering, Inc.. The map is included within Appendix A of a report titled, "Preliminary Geotechnical Investigation, Proposed Addition to the Single Family Residence, 115 Princehouse Lane, Encinitas, California", prepared by A.R. Barry and Associates, dated January 15, 2003 (W.O. P-1729). III. FIELD INVESTIGATION Two exploratory auger holes were placed on the site in areas where the new retaining walls, planter boxes and exterior improvements are assumed to be located and to obtain representative soil samples to define the soil profile across the site (for exploratory excavation locations, refer to Figure No. II). The soils encountered in the auger holes were logged by our field representative and samples were taken of the predominant soils throughout the field operation. Excavation logs have been prepared on the basis of our observations and laboratory 06-9247 Cordova Swimming Pool and Walls Job No. page 4 Encinitas, California testing. The results have been summarized on Figure Nos. III and IV. The predominant soils have been classified in conformance with the Unified Soil Classification System (refer to Appendix A). IV. LABORATORY TESTS AND SOIL INFORMATION Laboratory tests were performed on disturbed and relatively undisturbed soil samples in order to evaluate their physical and mechanical properties and their ability to support the proposed pool and wall improvements. Test results are presented on Figure Nos. III and IV. The following tests were conducted on the sampled soils: 1. Laboratory Compaction Characteristics (ASTM D1557-98) 2. Determination of Percentage of Particles Smaller than No. 200 Sieve (ASTM D1140) Laboratory compaction values establish the Optimum Moisture content and the laboratory Maximum Dry Density of the tested soils. The relationship between the moisture and density of remolded soil samples gives qualitative information regarding soil compaction conditions to be anticipated during any future grading operation. The -200 sieve size analysis helps to more precisely classify the tested soils based on their fine material content, and to provide qualitative information related to engineering characteristics such as expansion potential, permeability, and shear strength. The expansion potential of soils is determined, when necessary, utilizing the Standard Test Method for Expansion Index of Soils (ASTM D 4829-95). In 06-9247 Cordova Swimming Pool and Walls Job No. page 5 Encinitas, California accordance with the Standard (Table 5.3), potentially expansive soils are classified as follows: EXPANSION INDEX EXPANSION POTENTIAL 0 to 20 Ver low 21 to 50 Low 51 to 90 Medium 91 to 130 High Above 130 Very high Based on our particle-size test results, our visual classification, and our experience with similar soils, it is our opinion that the on-site silty sand soils have a very low expansion potential (EI less than 20). Based on the laboratory test data, our observations of the primary soil types on the site, and our previous experience with laboratory testing of similar soils, our Geotechnical Engineer has assigned values for the angle of internal friction and cohesion to those soils that will provide significant lateral support or load bearing on the project. These values have been utilized in assigning the recommended bearing value as well as active and passive earth pressure design criteria for foundations and retaining walls. V. SOIL AND GENERAL GEOLOGIC DESCRIPTION Our investigation and review of pertinent geologic maps and reports indicate that dense Torrey Sandstone formational materials underlie the site at shallow depth. The encountered soil profile includes several feet of fill soil in the northern and western portions of the site underlain by formational soils. Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 6 Fill Soils: The northern and western portions of the lot are overlain by fill soils ranging from approximately 2 to 5 feet in thickness as encountered at the locations of the exploratory excavations. The encountered fill soils consist of gray-brown silty sand. The fill soils are of variable density, dry to moist, of very low expansion m potential, and are not suitable in their current condition for support of loads from structures or additional fill. Refer to Figure Nos. III and IV for details. Torrey Sandstone (TO: Formational soils of the Tertiary-age Torrey Sandstone underlie the fill soils. The formational soils consist of medium dense to dense, moderately well-cemented light gray-yellow, fine to medium sand/sandstone with a minor amount of silt. In general, the sandy formational soils have good bearing strength characteristics and are of very low expansion potential. Refer to Figure Nos. III and IV for details. VI. GROUNDWATER No groundwater was encountered during the course of our field investigation and we do not anticipate significant groundwater problems to develop in the future, if the property is developed as proposed and proper drainage is implemented and maintained. It should be kept in mind that any required grading operations will change surface drainage patterns and/or reduce permeabilities due to the densification of compacted soils. Such changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of surface or near-surface water at locations where none existed previously. The damage from such water is expected to be localized and cosmetic in nature, if good positive drainage is implemented, as recommended in this report, during and at the completion of construction. Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 7 On properties such as the subject site where dense, low permeability soils and/or formational materials exist at relatively shallow depths, even normal landscape irrigation practices or periods of extended rainfall can result in shallow "perched" water conditions. The perching (shallow depth) accumulation of water on a low - permeability surface can result in areas of persistent wetting and drowning of lawns, plants and trees. Resolution of such conditions, should they occur, may require site-specific design and construction of subdrain and shallow "wick" drain dewatering systems. It must be understood that unless discovered during initial site exploration or encountered during site grading operations, it is extremely difficult to predict if or where perched or true groundwater conditions may appear in the future. When site fill or formational soils are fine-grained and of low permeability, water problems may not become apparent for extended periods of time. Water conditions, where suspected or encountered during grading operations, should be evaluated and remedied by the project civil and geotechnical consultants. The project developer and property owner, however, must realize that post- construction appearances of groundwater may have to be dealt with on a site specific basis. VII. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the practical field investigation conducted by our firm, and resulting laboratory tests, in conjunction with our knowledge and experience with similar soils in the Encinitas area. Our investigation revealed that the site is underlain by medium dense to dense, silty sand/sandstone formational materials at relatively shallow depths, with some AF-111 AMA Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 8 overlying, variable-density fill soil in the northern and western portions of the site. In their present condition, the fill soils will not provide a stable base for the retaining walls and associated improvements. As such, we recommend that these shallow soils be removed as part of site preparation prior to the addition of any new fill or structural improvements. Excavation for the swimming pool will result in the removal of any shallow fill soils encountered at the proposed pool location. As indicated previously, construction plans were not yet available for our review at the time of report preparation. When plans become available we should be provided with the opportunity to review the project plans to see that our recommendations are adequately incorporated in the plans. A. Preparation of Soils for Site Develovment 1. Clearing and Stripping: Any existing vegetation on the proposed improvement areas of the site should be removed prior to grading of these areas. This includes any roots from existing shrubbery. Holes resulting from the removal of root systems or other buried obstructions that extend below the planned grades should be cleared and backfilled with properly compacted fill. 2. Treatment of Existing Fill Soils: In order to provide suitable foundation support for the proposed swimming pool, retaining walls and associated exterior improvements, we recommend that all existing fill soils that remain after the necessary site excavations have been made be removed and recompacted after scarification of the bottom. The recompaction work should consist of (a) removing all existing fill soil down to the formational materials; (b) scarifying, moisture conditioning, and compacting the exposed natural subgrade soils; and (c) cleaning and replacing the fill soil as compacted Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 9 -- structural fill. The areal extent and depth required to remove the fill soil is anticipated to be approximately 2 to 5 feet in the northern and western portions of the site but should be determined by our representatives during the excavation work based on their examination of the soils being exposed. - The lateral extent of the excavation should be at least 5 feet beyond the edge of any areas to receive exterior improvements. The swimming pool location - should be determined before excavation starts, and the bottom of the pool should rest either entirely in fill or entirely in formation. Where the organic/root content of the fill materials precludes their use as compacted structural fills, imported soils may be required. Imported soils should have similar strength characteristics as on-site soils and should be approved by our firm prior to importation. Any unsuitable materials (such as oversize rubble, clayey soils, and/or organic matter) should be selectively removed as indicated by our representative and disposed of off-site. Any rigid improvements founded on the existing loose surface soils can be expected to undergo movement and possible damage. Geotechnical - Exploration, Inc. takes no responsibility for the performance of any improvements built on loose natural soils or inadequately compacted fills. Any exterior area to receive concrete improvements should be verified for compaction and moisture within 48 hours prior to concrete placement or during the fill placement if the thickness of fill exceeds 1 foot. 3. Subgrade Preparation: After the site has been cleared, stripped, and the required excavations made, the exposed subgrade soils in areas to receive fill ARL A" Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 10 and/or building improvements should be scarified to a depth of 6 inches, moisture conditioned, and compacted to the requirements for structural fill. . 4. Expansive Soil Conditions: We do not anticipate that significant quantities of medium or highly expansive clay soils will be encountered during grading. Should such soils be encountered and used as fill, however, they should be moisture conditioned to at least 5 percent above optimum moisture content, compacted to 88 to 92 percent, and placed outside building areas. Soils of medium or greater expansion potential should not be used as retaining wall backfill soils. No expansive soils should be imported to the site. 5. Material for Fill: All existing on-site soils with an organic content of less than 3 percent by volume are, in general, suitable for use as fill. Any required imported fill material should be a low-expansion potential (Expansion Index - of 50 or less per ASTM D4829-95). In addition, both imported and existing on-site materials for use as fill should not contain rocks or lumps more than 6 -- inches in greatest dimension if the fill soils are compacted with heavy compaction equipment (or 3 inches in greatest dimension if compacted with lightweight equipment). All materials for use as fill should be approved by our representative prior to importing to the site. 6. Import Soils: It may be necessary to utilize approved import soils for wall backfill and pool construction. Imported soils should be evaluated and approved by our firm prior to importing them to the site. Imported soils used as wall backfill should possess a friction angle of at least 320 and a cohesion of 200 psf, or an equivalent friction and cohesion combination, or a sand equivalent of 25 or higher. These materials should be dried or watered to approximately optimum moisture content, and compacted to at least 90 Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 11 percent of Maximum Dry Density in accordance with ASTM D1557-98, Method A. 7. Fill Compaction: All structural fill should be compacted to a minimum degree of compaction of 90 percent based upon ASTM D1557-98. Fill material should be spread and compacted in uniform horizontal lifts not exceeding 8 inches in uncompacted thickness. Before compaction begins, the fill should be brought to a water content that will permit proper compaction by either: (1) aerating the fill if it is too wet, or (2) moistening the fill with water if it is too dry. Each lift should be thoroughly mixed before compaction to ensure a uniform distribution of moisture. No uncontrolled fill soils should remain on the site after completion of the site work. In the event that temporary ramps or pads are constructed of uncontrolled fill soils, the loose fill soils should be removed and/or recompacted prior to completion of the grading operation. 8. Trench and Retaining Wall Backfill: All backfill soils placed in utility trenches - or behind retaining walls should be compacted to at least 90 percent of Maximum Dry Density. Our experience has shown that even shallow, narrow trenches (such as for irrigation and electrical lines) that are not properly compacted, can result in problems, particularly with respect to shallow groundwater accumulation and migration. Backfill soils placed behind retaining walls should be installed as early as the retaining walls are capable of supporting lateral loads. Backfill soils should be low expansive, with an Expansion Index equal to or lower than 50. Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 12 B. Design Parameters for Proposed Wall Foundations 9. Footings: We recommend that the retaining walls be supported on continuous footing foundations bearing entirely on undisturbed formational materials and/or entirely on well-compacted fill material. All wall footings should be founded at least 18 inches below the lowest adjacent finished grade.' If the proposed footings are located closer than 8 feet inside the top of a slope, they should be deepened to 11/2 feet below a line beginning at a point 8 feet horizontally inside the slopes and projected outward and downward, parallel to the face of the slope and into firm soils (see Figure No. V). Footings located adjacent to utility trenches should have their bearing surfaces situated below an imaginary 1.5:1.0 plane projected upward from the bottom edge of the adjacent utility trench. 10. Bearing Values: At the recommended depths, footings may be designed for allowable bearing pressures of 2,000 pounds per square foot (psf) for combined dead and live loads and 2,600 psf for all loads, including wind or seismic. The footings should, however, have a minimum width of 12 inches. Soil bearing capacity can be increased 500 psf for each additional foot in width over 1 foot, up to a maximum of 4,500 psf. 11. Footing Reinforcement: All continuous footings should contain top and bottom reinforcement to provide structural continuity and to permit spanning of local irregularities. We recommend that a minimum of two No. 4 top and two No. 4 bottom reinforcing bars be provided in the footings. A minimum clearance of 3 inches should be maintained between steel reinforcement and the bottom or sides of the footing. In order for us to offer an opinion as to whether the footings are founded on soils of sufficient load bearing capacity, Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 13 it is essential that our representative inspect the footing excavations prior to the placement of reinforcing steel or concrete. NOTE: The project Civil/Structural Engineer should review all reinforcing schedules. The reinforcing minimums recommended herein are not to be construed as structural designs, but merely as minimum reinforcement to reduce the potential for cracking and separations. 12. Seismic Desic7n Criteria: Site-specific seismic design criteria to calculate the base shear needed for the wall design is presented in the following table. The design criteria was obtained from the California Building Code (2001 edition) and is based on the distance to the closest active fault and soil profile classification. The nearest active fault is approximately 5 kilometers from the site. 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-Q Seismic Coefficient C„ 0.56N„ Table 16-R Near-Source Factor, Na 1.0 Table 16-5 Near-Source Factor N 1.2 Table 16-T Seismic Source Type IB Table 16-U 13. Lateral Loads: Lateral load resistance for the structure supported on footing foundations may be developed in friction between the foundation bottoms and the supporting subgrade. An allowable friction coefficient of 0.40 is considered applicable. An additional allowable passive resistance equal to an equivalent fluid weight of 300 pounds per cubic foot acting against the foundations may be used in design provided the footings are poured neat Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 14 against the adjacent undisturbed formational materials and/or compacted fill materials. These lateral resistance values assume a level surface in front of the footing for a minimum distance of three times the embedment depth of the footing and any shear keys. C. Retaining Wall Design Criteria 14. Design Parameters - Unrestrained: The active earth pressure (to be utilized in the design of any cantilever retaining walls, utilizing on-site or imported very low- to low-expansive soils [EI less than 50] as backfill) should be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only). In the event that a retaining wall is surcharged by sloping backfill, the design active earth pressure shall be based on the appropriate Equivalent Fluid Weight presented in the following table. 42 48 50 52 *To determine design active earth pressures for ratios intermediate to those presented, interpolate between the stated values. 15. Design Parameters - Restrained: Retaining walls designed for a restrained condition should utilize a uniform pressure equal to 9xH (nine times the total height of retained soil, considered in pounds per square foot) considered as acting everywhere on the back of the wall in addition to the design Equivalent Fluid Weight. The soil pressure produced by any footings, improvements, or any other surcharge placed within a horizontal distance equal to the height of the retaining portion of the wall should be included in Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 15 the wall design pressure. The recommended lateral soil pressures are based on the assumption that no loose soils or soil wedges will be retained by the retaining wall. Backfill soils should consist of low-expansive soils with EI less than 50, and should be placed from the heel of the foundation to the ground surface within the wedge formed by a plane at 300 from vertical, and passing by the heel of the foundation and the back face of the retaining wall. 16. Surcharge Loads: Any loads placed on the active wedge behind a cantilever wall should be included in the design by multiplying the load weight by a factor of 0.32. For a restrained wall, the lateral factor shall be 0.52. 17. Wall Drainage._ Proper subdrains and free-draining backwall material or board drains (such as J-drain or Miradrain) shall be installed behind all retaining walls (in addition to proper waterproofing) on the subject project (see Figure No. VI for Retaining Wall Backdrain and Waterproofing Schematic). Geotechnical Exploration, Inca will assume no liability for damage to structures or improvements that is attributable to poor drainage. The architectural plans should clearly indicate that subdrains be placed at an elevation at least 12 inches below the wall foundation. At least 0.5-percent gradient should be provided to the subdrain. The subdrain should be placed in an envelope of crushed rock gravel up to 1 inch in maximum diameter, and be wrapped with Mirafi 140N filter or equivalent. D. Swimming Pool Recommendations 18. Swimming Pool Recommendations: It is recommended that the swimming pool be founded entirely in cut formational soils. If not feasible, then the entire pool shell area should be founded in properly recompacted fill. The soils surrounding the swimming pool shall be low-expansive. Soil pressures Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 16 for a swimming pool shell may be similar to those of a retaining wall. The designer should base the soil pressure on the allowable rotation at the top of the pool shell. 19. Swimming Pool Deck: The pool deck subgrade should be properly moisture conditioned and compacted, and should be verified by our firm within 48 hours prior to steel and concrete placement. The pool deck should have dowels or continuous steel reinforcement at all joint locations to help reduce the potential for vertical differential damage. In addition, the control and isolation joints shall be sealed with elastomeric joint sealant. The sealant should be inspected and maintained periodically by the owner. The swimming pool deck area should be provided with adequate surface drainage including positive surface drainage and/or functional area drains. Any fill soils below the subgrade elevation in the pool deck area should be properly compacted or consist of dense natural soil. 20. Pool Setback: In addition, the pool should be provided with the minimum setback distance required by UBC Section 1806-5.4, i.e., 7 feet to daylight or the corresponding portion of the pool should be designed as a free-standing wall. E. Exterior Concrete Slab-on-grade Criteria 21. Exterior Slab Reinforcement: As a minimum for protection of on-site improvements, we recommend that all nonstructural concrete slabs (such as patios, sidewalks, etc.), be at least 4 inches in actual thickness, founded on properly compacted and tested fill or dense native formational soils and underlain by no more than 3 inches of clean leveling sand, with No. 3 bars at 18-inch centers, both ways, at the center of the slab, and contain adequate Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 17 isolation and control joints. The performance of on-site improvements can be greatly affected by soil base preparation and the quality of construction. It is therefore important that all improvements are properly designed. and constructed for the existing soil conditions. The improvements should not be built on loose soils or fills placed without our observation and testing. For exterior slabs with the minimum shrinkage reinforcement, control joints should be placed at spaces no farther than 15 feet apart or the width of the slab, whichever is less, and also at re-entrant corners. Control joints in exterior slabs should be sealed with elastomeric joint sealant. The sealant should be inspected every 6 months and be properly maintained. F. Sloges Should portions of the site be modified with new slopes, the following recommendations should be applied. 22. Permanent Slopes: Any new cut or fill slopes up to 10 feet in height should - be constructed at an inclination of 2.0:1.0 (horizontal to vertical). 23. Temporary Slopes: A representative of Geotechnical Exploration, Inc. must observe any steep temporary slopes during construction. In the event that soils and formational material comprising a slope are not as anticipated, any 'required slope design changes would be presented at that time. Temporary cut slopes for.retaining walls underlain by formational soils can be made at slope ratios of 0.5:1.0 (horizontal to vertical) but they may not be surcharged within 10 feet of the slope top. %V Nor Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 18 Where not superseded by specific recommendations presented in this report, trenches, excavations and temporary slopes at the subject site should be constructed in accordance with Title 8, Construction Safety Orders, issued by Cal-OSHA. 24. Slope Top/Face Performance: The soils that occur in close proximity to the top or face of even properly compacted fill or dense natural ground cut slopes often possess poor lateral stability. The degree of lateral and vertical deformation depends on the inherent expansion and strength characteristics of the soil types comprising the slope, slope steepness and height, loosening of slope face soils by burrowing rodents, and irrigation and vegetation maintenance practices, as well as the quality of compaction of fill soils. Structures and other improvements could suffer damage due to these soil movement factors if not properly designed to accommodate or withstand such movement. 25. Slope Top Structure Performance: Rigid improvements such as top-of-slope walls, columns, decorative planters, concrete flatwork, swimming pools and other similar types of improvements can be expected to display varying degrees of separation typical of improvements constructed at the top of a slope. The separations result primarily from slope top lateral and vertical soil deformation processes. These separations often occur regardless of being - underlain by cut or fill slope material. Proximity to a slope top is often the primary factor affecting the degree of separations occurring. Typical and to-be-expected separations can range from minimal to up to 1 inch or greater in width. In order to reduce the effect of slope-top lateral soil deformation, we recommend that the top-of-slope improvements be designed with flexible connections and joints in rigid structures so that the separations Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 19 do not result in visually apparent cracking damage and/or can be cosmetically dressed as part of the ongoing property maintenance. These flexible connections may include "slip joints" in wrought iron fencing, evenly spaced vertical joints in block walls or fences, control joints with flexible caulking in exterior flatwork improvements, etc. In addition, use of planters to provide separation between top-of-slope hardscape such as patio slabs and pool decking from top-of-slope walls can aid greatly in reducing cosmetic cracking and separations in exterior improvements. Actual materials and techniques would need to be determined by the project architect or the landscape architect for individual properties. Steel dowels placed in flatwork may prevent noticeable vertical differentials, but if provided with a slip-end they may still allow some lateral displacement. G. Site Drainage Considerations 26. Surface Drainage: Adequate measures should be taken to properly finish- - grade the site after the structures and other improvements are in place. Drainage waters from this site and adjacent properties should be directed away from the footings, floor slabs, and slopes, onto the natural drainage direction for this area or into properly designed and approved drainage facilities provided by the project civil engineer. Roof gutters and downspouts should be installed on the residence, with the runoff directed away from the foundations via closed drainage lines. Proper subsurface and surface drainage will help minimize the potential for waters to seek the level of the bearing soils under the footings and floor slabs. Failure to observe this recommendation could result in undermining and possible differential settlement of the structure or other improvements on the site or cause other T gorw Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 20 moisture-related problems. Currently, the Uniform Building Code requires a minimum 2-percent surface gradient for proper drainage of building pads unless waived by the building official. Concrete pavement may have a minimum gradient of 0.5-percent. 27. Erosion Control: Appropriate erosion control measures should be taken at all times during and after construction to prevent surface runoff waters from entering footing excavations or ponding on finished building pad areas. 28. Planter Drainage: Planter areas, flower beds and planter boxes should be sloped to drain away from the footings and floor slabs at a gradient of at least 5 percent within 5 feet from the perimeter walls. Any planter areas adjacent to the residence or surrounded by concrete improvements should be provided with sufficient area drains to help with rapid runoff disposal. No water should be allowed to pond adjacent to the residence or other improvements or anywhere on the site. H. General Recommendations 29. Project Start Up Notification: In order to reduce any work delays during site development, this firm should be contacted at least 24 hours and preferably 48 hours prior to any need for observation of footing excavations or field density testing of compacted fill soils. If possible, placement of formwork and steel reinforcement in footing excavations should not occur prior to observing the excavations; in the event that our observations reveal the need for deepening or redesigning foundation structures at any locations, any formwork or steel reinforcement in the affected footing excavation areas would have to be removed prior to correction of the observed problem (i.e., Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 21 deepening the footing excavation, recompacting soil in the bottom of the excavation, etc.) 30. Construction Best Management Practices (BMPs): Sufficient BMPs must be - installed to prevent silt, mud or other construction debris from being tracked into the adjacent street(s) or storm water conveyance systems due to construction vehicles or any other construction activity. The contractor is responsible for cleaning any such debris that may be in the street at the end of each work day or after a storm event that causes breach in the installed construction BMPs. All stockpiles of uncompacted soil and/or building materials that are intended to be left unprotected for a period greater than 7 days are to be provided with erosion and sediment controls. Such soil must be protected each day when the probability of rain is 40% or greater. A concrete washout should be provided on all projects that propose the construction of any concrete improvements that are to be poured in place. All erosion/sediment control devices should be maintained in working order at all times. All slopes that are created or disturbed by construction activity must be protected against erosion and sediment transport at all times. The storage of all construction materials and equipment must be protected against any potential release of pollutants into the environment. VIII. GRADING NOTES Geotechnical Exploration, Inc. recommends that we be retained to verify the actual soil conditions revealed during site grading work and footing excavation to be as anticipated in this "Report of Limited Geotechnical Investigation" for the project. In addition, the compaction of any fill soils placed during site grading work must be observed and tested by the soil engineer. It is the responsibility of the grading contractor to comply with the requirements on the grading plans and the local Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 22 grading ordinance. All retaining wall and trench backfill should be properly compacted. Geotechnical Exploration, Inc. will assume no liability for damage occurring due to improperly or uncompacted backfill placed without our observations and testing. IX. LIMITATIONS Our conclusions and recommendations have been based on available data obtained from our field investigation and laboratory analysis, as well as our experience with similar soils and formational materials located in the Encinitas area of San Diego. Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is, therefore, necessary that all observations, conclusions, and recommendations be verified at the time grading operations begin or when footing excavations are placed. In the event discrepancies are noted, additional recommendations may be issued, if required. The work performed and recommendations presented herein are the result of an investigation and analysis that meet the contemporary standard of care in our profession within the County of San Diego. No warranty is provided. This report should be considered valid for a period of two (2) years, and is subject to review by our firm following that time. If significant modifications are made to the building plans, especially with respect to the height and location of any proposed structures, this report must be presented to us for immediate review and possible revision. It is the responsibility of the owner and/or developer to ensure that the recommendations summarized in this report are carried out in the field operations and that our recommendations for design of this project are incorporated in the structural plans. We should be retained to review the project plans once they are Cordova Swimming Pool and Walls Job No. 06-9247 Encinitas, California Page 23 available, to see that our recommendations are adequately incorporated in the plans. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for the safety of personnel other than our own on the site; the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considered any of the recommended actions presented herein to be unsafe. It is not within the scope of our services to provide quality control oversight for surface or subsurface drainage construction or retaining wall sealing and base of wall drain construction. It is the responsibility of the contractor and/or their retained construction inspection service provider to provide proper surface and subsurface drainage. 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 and the changes are made without our observations, testing, and approval. Once again, should any questions arise concerning this report, please feel free to contact the undersigned. Reference to our Job No. 06-9247 will expedite a reply to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Jay K. eiser aime Senior Project Geologist R le 02y Sen echnica r s No. 0020 7 rn Exp. gI�� P F OF CA���` VICINITY MAP At y -� t„ V1 _,IFAM M� ,TAd rc E2EE ST , HI 1500 W ION ST L �a W .,aCli 600 ,• A�a LA VALM K � 3 Czt,a a 806 ' a P am x ST SIM 14 ' ST OR s. I • 'a� im ..0 d,-1-Ohl I Thomas Bros Guide San Diego County pg 1147 Cordova Residence 115 Princehouse Lane Encinitas, CA. Figure No. I Job No. 06-9247 454 co g N m c v W o v Y ` C $ z oa �y y I O a = c � co YO II !R � � o .� W H J yyc ` U FL CL w F-' J W o Tow Z Go c� CL Ul U O ;— - D � � Q VJ V) C d Q Q Q n°-'co 0 1 m m V' W 1 Q � N J CO N b LU Q' 0 X z X oyoo � y = Q 0) 0 z 0 n-Z E_ m U 9 a- W d �••' ° � � � z C Qaco w QO Q v° ,v O Ca Z uj W0+� ZE EL U •- W �L � C L C L Wr� oo Q � to N J N am d Q 2: ,U. J �g pTX u� ocN,0yvi La° oo — oo0aa 0 ' N /i Law" m c � a° NE 0Coo O a c m o� Ecw � — TAO y vNq)iyr Woao- o Q a- 6-6 E J O (r t yj U N H N<;e pi Li.l o 6 'C ' Wcr z aE om Ix CN W � J ` .ins` �� ins )3 QL OE ��� / ail � ♦ \�f. \ �Jj/i .lit„ - I / j I � O I O O O Q i O o — O 0 c � .r d 00 halt" �f 0 Karma ? - , t L IL a n a N Ol EQUIPMENT DIMENSION&TYPE OF EXCAVATION DATE LOGGED Hand Auger 6-inch diameter Auger Hole SURFACE ELEVATION GROUNDWATER/SEEPAGE DEPTH LOGGED BY ±285 ' MSL Not Encountered JKH FIELD DESCRIPTION o AND e o CLASSIFICATION °-- W ° }} ° � o_ LL J W CD U U� F �_� Z O F W W ° eL DESCRIPTION AND REMARKS cv g g z z f° a z 9 Z _ o (Grain size,Density,Moisture,Color) N a o °i w a —op w w gc o °o z � zZ ?p pg ° ° W U mU SILTY SAND. Loose to medium dense. Damp. SM Tan-brown. FILL(Qaf) 1 -- 12% passing#200 sieve. 13.5 111.0 2 SILTY SAND. Dense. Damp.Tan-gray. SM TORREY SANDSTONE(Tt) 3 Bottom of excavation @ 3' 4 c o eL X W O w C9 NAME `> 1 PERCHED WATER TABLE JOB Cordova Residence Additions 8 ® SITE LOCATION LOOSE BAG SAMPLE ❑ � IN-PLACE SAMPLE 115 Princehouse Lane, Encinitas,CA ■ JOB NUMBER REVIEWED BY JAC LOG No. DRIVE SAMPLE 0 06-9247 Geottchnkall HA=1 Qs FIELD DENSITY TEST FIGURE NUMBER '�� Exp�nuon•inc. ® STANDARD PENETRATION TEST Ilia '� EQUIPMENT DIMENSION&TYPE OF EXCAVATION DATE LOGGED Hand Auger 6-inch diameter Auger Hole 7-20-06 " SURFACE ELEVATION GROUNDWATER/SEEPAGE DEPTH LOGGED BY ±289 ' MSL Not Encountered JKH r FIELD DESCRIPTION AND ' -- CLASSIFICATION w °WWy o U3 W Cn U U~ » >� O �- Jw ` m a DESCRIPTION AND REMARKS c�i g ga z 9 Z Z s z a v Lo Uj°; (Grain size,Density,Moisture,Color) t o o o o ° m° ? o SILTY SAND Loose to medium dense. Damp. SM Tara-brown. FILL(Qat) 1 2 3 4 5 SILTY SAND. Dense. Damp.Tan-gray. 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" ■O■■O■■■O■■DOOM■■■■O■■O■\\\, • ■D■■OD■■■■O■■■■SEEN■■■D■\\\l\ • SOMEONE■■■■■■■■O■■D■■O■■■LINEN NONE■■■■O■■■■■■■■DOD■■■■O■\ . ■■■■■■■■■■■■■OD■D■D■■■■■■■\\\\ ■■■■■■■■D■■■■OD■■■■■■DOD■D■\■\► NONE■■■■■■■D■■O■O■■■■■■■■■■■E\\, MEMO O■■■■■■■MOO■■■■■■■■■■■■■\\�\ .� ■■■■■■■■■■■■■D■■■■■■■■■■■■■■■\■\\ . ■■■■■■■■ODOODO■MOO■■■■■■■■■■D■\\\\► ■■■■■■■■■■■■■■■■■■■■■■■■■■■■ODD\\\. ■■ODD■■■■■D■■DOOOOO■■■■■■■■■■■■�\\\ MEMO■■■■■■■DODO■■■■■■■OOD■■■■■■■NE�\ ■■■■■■■■■■■■■■■■■■■D■■■■MOO■■■■■■►`\\\ ■■■■■■■■■■O■■■■■■DD■■■■■■■■■■■■■■■ONN ' ■■■■■■■D■■■■■■■■■■■■■■ODD■■■■■■■■■■\�\► ■■■■■■■■■■■■■■■■■■■■■■■■D■■■■■■OD■■■�\`�. MEMO O■■D■O■■■■■■■■■■■■■■■■■■■■■■■■■■■■\\\. .' ■■■■■■DOD■■DOD■■■D■■■■■■■■■■■■■■■■■■■■■\\\\. OOO■■■■■■■DOD■■■■■■■■DODO■ODD■■■■■■ODDOD■\\`\. ■■■■■■■D■■■■■■D■■MOO■OOOOOOO■■DODO■■DOD■DOD\\ ■■■■■■■■■■■■■■MOO■■■■■■■■■■■■■■■■■■■■■■■■■■■� MOISTURE-DENSITY • Geatechnical Exploration, Inc. 'Figure Number: IV .. Cordova Residence 1 Site Location: 115 Princehouse Lane, Encinitas, Job Number: 06-9247 a FOUNDATION REQUIREMENTS NEAR SLOPES TOP OF COMPACTED FILL SLOPE Proposed Structure (Any loose soils on the slope surface shall not be considered to provide lateral or vertical strength for the Concrete Floor Slab footing or for slope stability. Needed depth of imbedment shall be measured Setback from competent soil.) COMPACTED FILL SLOPE WITH i 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 FILL Concrete Foundation------- . �— 18"Minimum or as Deep Outer Most Face- - 8' as Required for Lateral of Footing Stability TYPICAL SECTION (Showing Proposed Foundation Located Within 8 Feet of Top of Slope ) 18" FOOTING / 8' SETBACK Total Depth of Footing 1.5:1.0 SLOPE # 2.0:1.0 SLOPE 0 82" 66" E a 21 6611 54' U_ o " U "- 4' 51" 42" U C O oo 6' 34" 30" o ~ 8 18" 18" # when applicable Figure No. V Job No. 06-9247 'r4 4 Geotechnical Exploration, Inc. RECOMMENDED BASEMENT/SUBGRADE RETAINING WALL/EXTERIOR FOOTING DESIGN Proposed Exterior Grade 'To Drain at A Min. 2% 6" Min. /Fall Away from Bldg Exterior Retaining Miradrain 600 Footing Wall Properly Waterproofing Compacted To Top Of Wall Backfill Perforated PVC (SDR 35) Lower—level Sealant 4 It pipe with 0.5% min. slope, Slab—on—grade with bottom of pipe located 12" or Crawlspace below slab or Interior (crawlspace) Sealant ound surface elevation, with 1.5 ?Cu.ft.) of gravel 1" diameter max, wrapped with filter cloth such as Miradrain 6000 D� D4 ° p ° D I Between Bottom p -P ° 12 of Slab and Pipe Bottom D Miradrain Cloth 60' NOT TO SCALE Figure No. VI Job No. 06-9247 NOTE: As an option to Miradrain 6000, Gravel or 4 6601*chnical Crushed rock 3/4" maximum diameter may be used with a minimum 12" thickness along the interior Inc. face of the wall and 2.0 cu.ft./ft. of pipe gravel envelope. base—retain APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION Coarse-grained (More than half of material is larger than a No. 200 sieve) GRAVELS, CLEAN GRAVELS GW Well-graded gravels, gravel and sand mixtures, little (More than half of coarse fraction or no fines. is larger than No. 4 sieve size, but smaller than 3°) GP Poorly graded gravels, gravel and sand mixtures, little or no fines. GRAVELS WITH FINES GC Clay gravels, poorly graded gravel-sand-silt mixtures (Appreciable amount) SANDS, CLEAN SANDS SW Well-graded sand, gravelly sands, little or no fines (More than half of coarse fraction is smaller than a No. 4 sieve) SP Poorly graded sands, gravelly sands, little or no fines. SANDS WITH FINES SM Silty sands, poorly graded sand and silty mixtures. (Appreciable amount) SC Clayey sands, poorly graded sand and clay mixtures. Fine-grained (More than half of material is smaller than a No. 200 sieve) SILTS AND CLAYS Liquid Limit Less than 50 ML Inorganic silts and very fine sands, rock flour, sandy silt and clayey-silt sand mixtures with a slight plasticity CL Inorganic clays of low to medium plasticity, gravelly - clays, silty clays, clean clays. OL Organic silts and organic silty clays of low plasticity. Liquid Limit Greater than 50 MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils (rev. 6/05) J IrrlC'i Geotechnical Exploration, Inc. SOIL AND FOUNDATION ENGINEERING • GROUNDWATER • ENGINEERING GEOLOGY 04 December 2006 { 2007 ✓' Mr. Joe Cordova Job No. 06-9247 115 Prince House Lane Encinitas, CA 92024 Subject: Response to Third Party Review, Drawing No. 364-G Cordova Residence 115 Prince House Lane A.P.N. 259-131-27 Encinitas, California Dear Mr. Cordova: As requested, we herein address the pertinent items of the Third-party Plan Review letter by Mr. James F. Knowlton, of Geopacific Inc., issued on November 16, 2006, to the Engineering Department of the City of Encinitas. The letter presents the comments by Mr. Knowlton after reviewing our "Report of Limited Geotechnical Investigation, Cordova Residence Swimming Pool and Retaining Walls, 115 Princehouse Lane, Encinitas, California," dated September 11, 2006, GEI Job No. 06-9247, and also the Grading and Improvement Plans prepared by Engineering Consulting Group, signature dated October 17, 2006. According to Mr. Knowlton the purpose of his review was to verify that submitted documents provide adequate data/information to meet the current geotechnical standard of practice and the requirements of the City of Encinitas. In his opinion, the geotechnical report does not meet the requirements of the City of Encinitas and it is not approved until -the comments of his letter are addressed with the required data/information, professional clarifications, statements, etc. COMMENTS AND RESPONSES Comment 1: Document 1 needs to address the project plans as reflected in document 2. Document 1 provides a cut/fill line that does not appear to meet the topographic criteria. 7420 TRADE STREET*SAN DIEGO,CA.92121• (858)549-7222• FAX: (858)549-1604• EMAIL: geotech @gei-sd.com Cordova Residence Job No. 06-9247 Encinitas, California Page 2 GEI Response: At the time our soils report was prepared, the only plan available to us was a conceptual landscape plan that did not include contour elevations. Herein, we address the project plans as applicable. The approximate location of the cut/fill line is better shown using contour elevation information (see Figure No. I). Comment 2: There are no subsurface explorations in the area of the proposed swimming pool or the retaining walls along the east boundary of the property. Please clarify why exploration was not performed and how were soil/geological parameters developed. GEI Response: At the time of our soil exploration, vertical cuts had already been made at the approximate location of the proposed retaining wall on the east side of the proposed pool. Vertical cuts ranged from 2 to 6 feet and exposed dense and cemented Torrey formational soils. Based on the observations by our field geologist and our previous experience with similar soils, we assumed conservative soil parameters of cohesion equal to 600 psf and a friction angle of 30 degrees. Comment 3: There does not appear to be any laboratory testing performed except for one maximum density and one dry density. Was direct shear and/or other testing performed? GEI Response: As indicated above, the shear strength soil parameters assumed for the dense formational soils were based on our field observations and our experience with similar soils tested in other areas of the City of Encinitas. Comment 4: Please address the geological stability of the hillside terrain. GEI Response: We have performed gross and shallow slope stability calculations for three cross sections of the affected slope in the area of the proposed retaining wall and swimming pool, as illustrated in the attached Figure No. I. The gross slope stability calculations were performed utilizing the GSTABL7 and Stedwin, Version 2004, computer program. This program calculates the factor of safety for potential slide surfaces passing between chosen limit points at the toe of the slope and exiting between two limit points chosen at the top of the slope. The output of the calculations shows the 10 surfaces with the lowest factors of safety. All the calculated surfaces yielded factors of safety higher than 1.5, which is Cordova Residence Job No. 06-9247 Encinitas, California Page 3 considered the minimum acceptable value. The shallow slope stability calculations for the steepest slope section (32.8 degrees), which is approximately 1.5:1.0, also yielded factors of safety higher than 1.5. See Appendix A. LIMITATIONS The findings and opinions presented herein have been made in accordance with current generally acceptable principles and practice in the field of geotechnical engineering within the City of Encinitas. 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. 06-9247 will help expedite a response to your inquiry. Respectfully submitted, GEO CHNICAL EXPLORATION, INC. Jai erros, P.E. lie D. Reed, President R.C.E. 34422/G.E.2007 C.E.G.999[exp. 3-31-07]/R.G.3391 Senior Geotechnical Engineer 1i ESSION4 C F \ gyp No. 002007 No. 999�a N-1 EXp 30/0 * Exp.3/3t/ v/ CESTIF1E0 (P ENGINEERING fit' �J9lF TECNN\�O��Q 9T CF-olOGIST Qt1 OF CAS- F OF CA%-N" O Shallow Failure Analysis Slope Stability Calculations Cordova Residence 115 Prince House Lane Encinitas, California Job No. 06-9247 Soil Design Parameters Soil Unit Weight: 120 pcf; Saturated Unit Weight: 130 pcf Friction Angle: 30 degrees Cohesion: 600 psf Slope Angle, R,: 32.83 degrees (Existing steepest slope) Soil Friction Angle for Existing Fill: c)= 30 degrees Shallow Failure Stability Analysis Fs= C/(y sat • = H • cosn2 (R) • Tan R) + ( y'/y sat)(tan �/tanp) = 600/(130 • 3.0 • 0.706 • 0.645) + (67.6/130)(0.577/0.645) = 3.37 + 0.465 = 3.84 >1.50 ok. 2 5 � r� I - TI Is Plot of was red r N an existing Gad Irig a by 260 E i mnnal noe GE. p a from -sibs fl re I I I —_ — 50.00'— A I I 1 I 0 In w (vll ti CU ` W M _ , I Z U D 3 " I IP LO ' S 1 11 I N R O D 1022' A2 I NO This P t Plan 's no be sed or I gal _ rposes. cation and nsi s are app oxi– Ll, ate. Ac al pro rty di nsio and oco ' ns Of utiliti s may a obt ned fr m the App ved Buildi Plan or the As–B t" Gra mg Ions. — —' I I ( , WO ro ASEMENT o R UTILITY I >( _ RPOSES __ PLOT PLAN N88 25'08"W r 1\1 2- 9 J -I J ; Cordova residence Additions 155 Princehouse Lane Legend Encinitas, CA. Z CUT Figure No. l Job No. 06-9247 FILL ' &1, C C1 ' Geotechnical _E)c�loration, Inc. 53'10 December 2006 Oi-!2 — — O O OD co �J T T r L� w \ W m U a T c. O c s C 0 � m x T i G V V CD W O c z `a - r C4 �N c H�o N D n o 0 C N 'C T O m a 0-0- O m 0 om^o O Fa- iv c !Sa d > N LL Q O a o a LL C14 Q, 0 ca D � I T 9 � ��0 COON T toz T H c D 0 LL ho►-t-MN . 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C r 0 �Z r �- — � cc CO) 90 € U- 00—+p�p ��y,MMt'�MM(IV)C? � 40.0 U CDL.- MM ---- df --- - � -- M O O Q N N N N cm O 00 M N r Q � � Qa c � mo a CM co U r _C U m O � U Z � w O a O v v � O _o tJ r' O CV) N N N N Ito Shallow Failure Analysis Slope Stability Calculations Cordova Residence Encinitas, California Job No. 06-9247 Soil Design Parameters: Soil Unit Weight: 120 pcf; Saturated Unit Weight: 130 pcf Friction Angle: 30 degrees Cohesion: 600 psf Slope Angle, P,: 32.83 degrees (Existing steepest slope) Soil Friction Angle for Existing Fill: cp= 30 degrees Shallow Failure Stability Analysis Fs= C/(y sat. H. cosn2 (R). Tan R) + ( y'/y sat)(tan �/tano) = 600/(130. 3.0. 0.706 . 0.645) + (67.6/130). (0.577/0.645) = 3.37 + 0.465 = 3.84 >1.50 ok. rpm HYDROLOGY AND HYDRAULIC STUDY Cordova Residence 111 Princehouse Lane, Encinitas, CA 92024 APN 259-131-27 Project No: 060801 W.O. # ###### Dwg # ###### QROFESS/ONq of J c� No. 470 Z m ( E 1/0 CIV1\. �Q qjF OF CAL�F�� Prepared By: a n ENGINEERING CONSULTING GROUP PH:(858)259-4711 FX:(858)259-5732 Original: October 16, 2006 Revised: October 31, 2006 HYDROLOGY AND HYDRAULIC STUDY Cordova Residence TABLE OF CONTENTS 1 INTRODUCTION.................................................................................................... 1 1.1 Project Site Description................................................................................... 1 1.2 Topographic Source........................................................................................ 1 1.3 Proposed Project............................................................................................. 1 2 RUNOFF CALCULATIONS.................................................................................... 2 2.1 Design Methodology........................................................................................ 2 2.2 Pre Construction Design Runoff...................................................................... 2 2.3 Post Construction Design Runoff.................................................................... 8 3 SUMMARY AND CONCLUSIONS ....................................................................... 10 3.1 Pipe Flow Calculations — Sub area 1.1 ......................................................... 10 3.2 Pipe Flow Calculations — Sub area 1.2 ......................................................... 11 3.3 Pipe Flow Calculations — Sub area 1.3 ......................................................... 11 3.4 Pipe Flow Calculations — Outlet for Area 1 .................................................... 12 3.5 Sheet Flow for Sub Area 2.1 ......................................................................... 13 4 REFERENCES AND ABBREVIATIONS .............................................................. 15 4.1 References.................................................................................................... 15 4.2 Abbreviations ................................................................................................ 15 LIST OF FIGURES Figure 1 Overlay of the Soil Runoff Potential Map on the Project Site .......................... 4 Figure 2 Runoff Coefficient as a function of Land Use and Soil Group......................... 5 Figure 3 Six Hour Precipitation for 100 Year Storm Frequency..................................... 6 Figure 4 Twenty Four Hour Precipitation for 100 Year Storm Frequency...................... 7 Figure 5 Post Construction Discharge Calculations ...................................................... 8 Figure 6 Post Development Drainage Map.................................................................... 9 Figure 7 Pipe Design Calculations for Sub Area 1.1 ................................................... 10 Figure 8 Pipe Design Calculations for Sub Area 1.2 ................................................... 11 Figure 9 Pipe Design Calculations for Sub Area 1.3 ................................................... 12 Figure 10 Outlet Pipe Design Calculations for Area 1 ................................................. 13 Figure 11 Design Calculations for Sub Area 2.1 drainage swale ................................ 14 NAProjects\FAC_060801\Dots\H&H Study\Hydrology.doc Page i Revised: 10/31/2006 HYDROLOGY AND HYDRAULIC STUDY Cordova Residence 1 INTRODUCTION This hydrology study is prepared to determine the pre construction and post construction influence of precipitation to generate surface runoff for the proposed project development. The study will further examine the flow of runoff over and around the proposed development and specify the installation of appropriate drainage facilities as required. 1.1 Project Site Description The project site is located at 111 Princehouse Lane, Encinitas, CA 92024. The site covers an area of 1.59 AC. The existing topography slopes (15% +/-) in a westerly direction from elevation 313 ft to elevation 217 ft. The site is a partially developed parcel that is occupied by a newly constructed single family residence (SFR) in the higher elevations in the easterly portion of the property. - 1.2 Topographic Source The topography used for this study is derived from the following two sources; • the project survey as described on the plans, and • San Diego County Ortho Topographic Map 322-1683. 1.3 Proposed Project - The proposed project will further develop the site from its existing state by constructing landscaping to complement the new SFR, and an access driveway with a turnaround. NAProjects\FAC_060801\Dots\H&H Study\Hydrology.doc Page 1 Revised: 10/31/2006 HYDROLOGY AND HYDRAULIC STUDY Cordova Residence 2 RUNOFF CALCULATIONS 2.1 Design Methodology The watershed is less than 0.5 square miles; therefore the Rational Formula has been selected to calculate runoff. Q = CIA Where, Q = Peak Rate of Flow (cfs) C = Runoff Coefficient I = Average rainfall intensity (in/hr) A = Drainage Area (acres) 2.2 Pre Construction Design Runoff The soil runoff potential for this site is determined by overlaying the site location on the Soil Runoff Potential Map published by the County of San Diego, DPLU. The overlay - is showing in Figure. 1. The soil runoff potential for this site is soil group D. Cross- referencing the soil group with the land use and using the table shown in Figure 2 determines the runoff coefficient for this site. The runoff potential for undisturbed portions of the site is 0.35. The weighted average runoff coefficient is determined from the ratio of pervious and impervious area as shown in the following table. The storm frequency for this study has a 100 year recurrence interval. The six hour anticipated precipitation for the project site subject to the design storm frequency; P6 is shown in Figure 3. The twenty four hour anticipated precipitation for the project site subjected to the design storm frequency; P24 is shown in Figure 4. P6 = 2.6 inches P24 = 4.3 inches P6 shall be between 45%-65% of P24. Therefore, P6 = 2.6 inches The time of concentration across the project site T. is determined from the following formula. Tc = ((11.91-3)/H)1.386 NAProjects\FAC_060801\Does\H&H Stud y\Hydrology.doc Page 2 Revised: 10/31/2006 HYDROLOGY AND HYDRAULIC STUDY Cordova Residence Where, Tc = Time of Concentration (hours), Tc > 5 mins L = Length of Watershed (miles) H = Difference in elevation along effective slope line (ft) Tc = 2.25 mins => Use 5 mins. The average rainfall intensity can now be calculated from the following equation (Design and Procedure Manual, App XI-A). = 7.44*P6*D-0.645 Where, I = Rainfall Intensity (in/hr) P6 = Six hour precipitation (inches) D = Duration (min.) Therefore, I = 6.85 in/hr The site area in acres, A = 1.59 AC The pre construction site runoff, Q is calculated as follows; QPRE = CIA = 0.42*6.85*1.59 QPRE = 4.57 cfs NAProjects\FAC_060801\Dots\H&H Study\Hydrology.doc Page 3 Revised: 10/31/2006 HYDROLOGY AND HYDRAULIC STUDY Cordova Residence ✓ 'AfF Gs U mic fD2 efc, At C9 CsD L-eE Sys CbEi eD FUL rc f CSC I St MI CfD' LvF3 D VC RuG Le 02 D U bc 9 CfB 4.LvI73 m' PROJECT D SITE Cf IE LvF3 LvF3 WE Cfc CfB S Cf Mi MIG GgC Of 13 Ggc' CfB O LvF3 CbC C Te tC CbD LvF3 On CbC ��61 3 0 MIE CCE Cf MIE CfB SCALE 1"=200'-O" C,;c C4-4 ENGINEERING Cordova Residence CONSULTING Soil Runoff Potential Overlay 115 Princehouse Lane X GROUT 111. Encinitas, CA 92024 , " F-5132 az x ii Figure 1 Overlay of the Soil Runoff Potential Map on the Project Site N:\Projects\FAC—060801\Docs\H&H Study\Hydrology.doc Page 4 Revised: 10/31/2006 HYDROLOGY AND HYDRAULIC STUDY Cordova Residence 181111 AN a y�:,y� .s, v,, -: , � � ' .:.� •ad ,...'.are vs,��° ,��� P i1•. a i;y, Runoff coefficient M Soil Type County Elements Permanent Open space 0.20 0.30 v n Residential, 1.0 DU/A or less t 7� 0 30 r Residential, 2.0 DU/A or less 0.34 O 42 . . Residential, 2.9 DU/A or less 0.38 0.45 ONE Residential;4.3 DU/A or Tess {1:41 0.48, Residential; 7.3 DU/A or:less0:48 ' "0.54 rs Residential; 10.9 DU/A or less 0.52 0;57 Residential, 14.5 DU/A or less 0.55 0:60 1 DAM Residential; 24.0 DU/A or less 0.66 0:69 Residential;43.0 DU/A or less 0.76 0;78 Cg, Neighborhood Commercial 0.76 6 0.78 w General Commercial 0.80 :0':81 ; 3? Office Professional/Commerclal 0.83 M 0.84]1 Limited Industrial General Industrial 0.97 Q87 Figure 2 Runoff Coefficient as a function of Land Use and Soil Group NAProjects\FAC_060801\Does\H&H Study\Hydrology.doc Page 5 Revised: 10/31/2006 HYDROLOGY AND HYDRAULIC STUDY Cordova Residence Y A-MWiM :_=wlll���w 0 35 3Q$5 AO 3 � 4.5 1h so 0 3S PROJECT w SITE CIE a W w W d o 2.5 30 ENGINEERING COfdOVa Residence CONSULTING Six Hour Precipitation - 100 r Storm 118 Princahouse Lana 1 GROUP pe ,o,, F-7. Enclnitas, CA 92024 Of 1 $HEM a.s.ii Figure 3 Six Hour Precipitation for 100 Year Storm Frequency N:\Projects\FAC_060801\Dots\H&H Study\Hydrology.doc Page 6 Revised: 10/31/2006 HYDROLOGY AND HYDRAULIC STUDY Cordova Residence awwswwn w=r,�asr°s .nT �i Miwwa��w'��aww�., 1 6.0 0 0 5. ro• _ 5.0 72 0 80 10.0 �0 - $0 0 r` 0, p �-- .LIN 0% C 6� 'O O o vS 4AS ° 6.5 0 5.5 4.5 S° 4.0 6.5 60 h o ENGINEERING Cordova Residence CONSULTING y � 24 Hour Precipitation - 100 r Storm " GROUP 115 Princehouaa Lana 1 Encinitas, CA 82024 a �� es.ii Figure 4 Twenty Four Hour Precipitation for 100 Year Storm Frequency N:\Projects\FAC_060801\Dots\H&H Stud y\Hyd rology.doc Page 7 Revised: 10/31/2006 HYDROLOGY AND HYDRAULIC STUDY Cordova Residence 2.3 Post Construction Design Runoff The post construction drainage patterns have significantly changed from the pre- construction drainage patterns. These patterns are illustrated in Figure 6 "Post Development Drainage Map" and references as appropriate in this section. No off-site runoff affects this project site due to manmade physical boundaries create along the project boundaries by adjacent property owners. - The ratio of permeable ground surface to impervious surface on site has changed by the introduction of a paved driveway and turnaround area and the construction barn / stable structure. Therefore, by referencing the soil group with the weighted land use and using the table shown in Figure 2, the site runoff coefficient C will now be as calculated in the following table. Using the revised runoff coefficient the post construction site runoff, Q is calculated as follows; QPOST = CIA = 0.53*6.85*1.59 QPOST = 5.77 cfs The onsite and off site hydrologic sub areas affecting the project site area plotted in figure 6 "Post Development Drainage Map". Discharge calculations for the hydrologic sub areas shown thereon are illustrated in Figure 5. Figure 5 Post Construction Discharge Calculations NAProjects\FAC_060801\Dots\H&H Study\Hydrology.doc Page 8 Revised: 10/31/2006 HYDROLOGY AND HYDRAULIC STUDY Cordova Residence ` 313 1.31 BBQ� N <r YX 25 SETBA6K , V X i 30�i q.--0.9 cfs 1.32 1 278.5 1 Ctµ ) P-1.1 _ (] -1.06c1s ` 274 ink r k 7 s L W ' LEGEND 211 292 1.0 SUBBASIN DESIGNATION NUMBER a.9 ��i168AS1k*i AREA(ACRES) MAJOR BASIN BOUNDARY — -- SUBBASIN BOUNDARY FLOW PATH P-1 CONCENTRATION POINT ID SCALE Vr-30'-0" 9.$8cis 100-YEAR,FREOJENCY DISCHARGE ENGINEERING Cordova Residence CONSULTING Post-Devalo ment Drainage Ma GROUP 116 Princehouae Lana 1 Encinitas, CA 62024 es.i i a , s„tFrs Figure 6 Post Development Drainage Map N:\Projects\FAC_060801\Does\H&H Study\Hydrology.doc Page 9 Revised: 10/31/2006 HYDROLOGY AND HYDRAULIC STUDY Cordova Residence 3 SUMMARY AND CONCLUSIONS The proposed improvements to the grading will marginally affect the quantity of storm water runoff from the project site. This increase will be mitigated using on-site drainage control facilities. 3.1 Pipe Flow Calculations — Sub area 1.1 F.S. = 1.0 QDESIGN = QPOST * F•S QDESIGN = 1.06 * 1.0 QDESIGN = 1.06 cfs Slope, s = 2% min. Manning Pipe Calculator Shape Circular Solve for Depth of Flow Given Input Data: Diameter 8.0000 in Flowrate 1.0600 cfs Slope 0.0200 ft/ft Manning's n 0.0090 Computed Results: Depth 3 .6628 in Area 0.3491 ft2 Wetted Area 0.1558 ft2 Wetted Perimeter 11.8911 in Perimeter 25.1327 in Velocity 6.8027 fps Hydrualic Radius 1.8870 in Full flow flowrate 2 .4685 cfs Full flow velocity 7.0717 fps Critical Information: Critical Depth 5 . 9982 in Critical slope 0.0041 ft/ft Critical velocity 3 .7122 fps Critical area 0.2855 ft2 Critical perimeter 16.5627 in Critical hydraulic radius 2 .4826 in Critical top width 8.0000 in Specific energy 1.0244 ft Minimum energy 0.7498 ft Froude number 2 .4763 Flow Condition Supercritical Figure 7 Pipe Design Calculations for Sub Area 1.1 N:\Projects\FAC_060801\Dots\H&H Stud y\Hyd rology.doc Page 10 Revised: 10/31/2006 HYDROLOGY AND HYDRAULIC STUDY Cordova Residence Therefore, use at a minimum of 8" diameter PVC drainage pipe. 3.2 Pipe Flow Calculations - Sub area 1.2 F.S. = 1.0 QDESIGN = QPOST * F.S QDESIGN = 0.64 * 1.0 QDESIGN = 0.64 cfs Slope, s = 2% min. Manning Pipe Calculator Shape Circular Solve for Depth of Flow Given Input Data: Diameter 6.0000 in Flowrate 0.6400 cfs Slope 0. 0200 ft/ft Manning' s n 0.0090 Computed Results : Depth 3 .2048 in Area 0.1963 ft2 Wetted Area 0.1067 ft2 Wetted Perimeter 9.8346 in Perimeter 18.8496 in Velocity 5.9981 fps Hydrualic Radius 1.5623 in Full flow flowrate 1.1462 cfs Full flow velocity 5.8376 fps Critical Information: Critical Depth 5.0917 in Critical slope 0.0049 ft/ft Critical velocity 3 .4533 fps Critical area 0.1853 ft2 Critical perimeter 13 .6081 in Critical hydraulic radius 1.9611 in Critical top width 6.0000 in Specific energy 0.8262 ft Minimum energy 0.6365 ft Froude number 2 .2892 Flow Condition Supercritical Figure 8 Pipe Design Calculations for Sub Area 1.2 Therefore, use at a minimum of 6" diameter PVC drainage pipe. 3.3 Pipe Flow Calculations - Sub area 1.3 F.S. = 1.0 QDESIGN = QPOST * F.S QDESIGN = 0.31 * 1.0 QDESIGN = 0.31 cfs N:\Projects\FAC_060801\Dots\H&H Study\Hydrology.doc Page 11 Revised: 10/31/2006 HYDROLOGY AND HYDRAULIC STUDY Cordova Residence Slope, s = 2% min. Manning Pipe Calculator Shape Circular Solve for Depth of Flow Given Input Data: Diameter 6.0000 in Flowrate 0.3100 cfs Slope 0.0200 ft/ft Manning's n 0.0090 Computed Results: Depth 2 .1317 in Area 0.1963 ft2 Wetted Area 0.0625 ft2 Wetted Perimeter 7.6630 in Perimeter 18.8496 in Velocity 4.9595 fps Hydrualic Radius 1.1746 in Full flow flowrate 1.1462 cfs Full flow velocity 5.8376 fps Critical Information: Critical Depth 3 .3871 in Critical slope 0.0039 ft/ft Critical velocity 2 .7121 fps Critical area 0.1143 ft2 Critical perimeter 10.1990 in Critical hydraulic radius 1.6139 in Critical top width 6.0000 in Specific energy 0.5599 ft Minimum energy 0.4234 ft Froude number 2 .4194 Flow Condition Isupercritical Figure 9 Pipe Design Calculations for Sub Area 1.3 Therefore, use at a minimum of 6" diameter PVC drainage pipe. 3.4 Pipe Flow Calculations - Outlet for Area 1 F.S. = 1.0 QDESIGN = QPOST * F•S QDESIGN = 2.00 * 1.0 QDESIGN = 2.00 cfs Slope, s = 20% min. Manning Pipe Calculator Shape Circular Solve for Depth of Flow Given Input Data: Diameter 8.0000 in Flowrate 2 .0000 cfs N:\Projects\FAC_060801\Dots\H&H Study\Hydrology.doc Page 12 Revised: 10/31/2006 HYDROLOGY AND HYDRAULIC STUDY Cordova Residence Slope 0.2000 ft/ft Manning' s n 0.0090 Computed Results: Depth 2 .7618 in Area 0.3491 ft2 Wetted Area 0.1069 ft2 Wetted Perimeter 10.0486 in Perimeter 25.1327 in Velocity 18.7161 fps Hydrualic Radius 1.5313 in Full flow flowrate 7.8060 cfs Full flow velocity 22.3627 fps Figure 10 Outlet Pipe Design Calculations for Area 1 Therefore, use at a minimum of 8" diameter PVC drainage pipe. 3.5 Sheet Flow for Sub Area 2.1 F.S. = 1.0 QDESIGN = QPOST * F•S QDESIGN = 0.74 * 1.0 QDESIGN = 0.74 cfs Slope, s = 18% min. The runoff in sub area 2.1 sheet flows across the driveway into a substantial lined drainage swale at the northerly perimeter of the driveway. The drainage swale is recently constructed under a CITY approved buildin ermit. Channel Calculator Given Input Data: Shape Advanced Solve for Depth of Flow Flowrate 0.7400 cfs Slope 0.1800 ft/ft Manning's n 0.0130 Height 12.0000 in Bottom Width 0.0000 in Left Radius 0.0000 in Right Radius 0.0000 in Left Slope 0.8000 ft/ft (V/H) Right Slope 0.8000 ft/ft (V/H) Computed Results: Depth 2 .9092 in Velocity 10.0725 fps Full Flowrate 32 .3833 cfs Area 1.2500 ft2 Perimeter 38.4187 in Flow Area 0.0735 ft2 Flow Perimeter 9.3140 in Hydraulic Radius 1.1359 in Top Width 7.2730 in Percent 24 .2433 Critical Information: Critical Depth 5.5823 in N:\Projects\FAC_060801\Dots\H&H Study\Hydrology.doc Page 13 Revised: 10/31/2006 HYDROLOGY AND HYDRAULIC STUDY Cordova Residence Critical slope 0.0056 ft/ft Critical velocity 2 .7356 fps Critical area 0.2705 ft2 Critical perimeter 17.8722 in Critical hydraulic radius 2 .1795 in Critical top width 13 .9558 in Specific energy 1. 8191 ft Minimum energy 0.6978 ft Froude number 5.1004 Flow Condition Supercritical Figure 11 Design Calculations for Sub Area 2.1 drainage swale Therefore the drainage swale seems adequate to handle the increased flow from the new driveway construction. NAProjects\FAC_060801\Dots\H&H Study\Hydrology.doc Page 14 Revised: 10/31/2006 HYDROLOGY AND HYDRAULIC STUDY Cordova Residence 4 REFERENCES AND ABBREVIATIONS 4.1 References • San Diego County Hydrology Manual, San Diego County DPW, dated June 2003 • Grading and Drainage Plan for Cordova Residence by Engineering Consulting Group, dated 6/18/2006 • San Diego County Soils Interpretation Study, Hydrology Soil Groups — Runoff Potential, Encinitas, Sheet No. 33, by DPLU 1969 4.2 Abbreviations Abbreviation Meanin• A Area ac Acres C Runoff Coefficient cfs Cubic Feet per second D Duration DPLU Department of Planning and Land Use DPW Department of Public Works ft feet fps Feet Per Second F.S. Factor of Safety H Height I Rainfall Intensity in inches in/hr Inches per hour L Len th Pea Twenty four hour precipitation P6 Six hour reci itation Q Discharge QPOST Post Construction Discharge QPRE Pre Construction Discharge SF Square Feet n+ Single Family Residence Tc Time of Concentration NAProjects\FAC_060801\Dots\H&H Study\Hydrology.doc Page 15 Revised: 10/31/2006 11'r�Hi GEOTECHNICAL EXPLORATION, INC. SOIL& FOUNDATION ENGINEERING GROUNDWATER • ENGINEERING GEOLOGY FIELD REPORT ON OBSERVATION OF FOUNDATIONS DATE: TIME: CLIENT : JOB NO. PROJECT NAME: PROJECT ADDRESS: E] The footing excavations listed below were bottomed on material for which the bearing values recommended in the foundation report are applicable-4 The cast-in-place drilled friction piles listed below penetrated material for which the ❑ allowable supporting capacities recommended in the foundation report are applicable. The piles were excavated to diameters at least as large as specified and the excavations extended at least to the depths indicated on the Foundation Plans. ❑ The excavations for the cast-in-place belled piers listed below were bottomed on material for which the bearing values recommended in the foundation report are applicable. The excavations were at least as large as specified on the Foundation Plans. The driven piles listed below were observed to be driven to the specified lengths and/or driving resistances to obtain the supporting capacities recommended in the foundation report. Based upon observations, it is our opinion that the foundation recommendations presented in the report of the foundation investigation, Job No. dated (are)Aare not) applicable to the conditions observed. Foundation Plans by dated were used as a reference for our observations. NOTE: 1. The observations reported above do not constitute an approval of foundation location, footing size or depth, reinforcement, or foundation design. 2. Loose, soft, or disturbed soils must be removed prior to placement of reinforcement or concrete. 3. The opinions and recommendations presented in this report were based upon our observa- tions and are presented in accordance with generally accepted professional engineering practice. We make no other warranty, either express or implied. BY: 7420 Trade St. San Diego, Ca. 92121 • (858) 549-7222 • FAX: (858) 549-1604 ;Soo„ZaM „o0 rip 4 M I GE ^ T[C n M |CA— EXPLORATION, INC, . SOIL& FOUNDATION ENGINEERING GROUNDWATER ENGINEERING GEOLOGY FIELD REPORT ON OBSERVATION OF FOUNDATIONS DATE: ' ~ TIME: CLIENT : / � � ` � �)/- � ` �/�m` j(}B N{} PROJECT NAME: PROJECT —` � / ~f �77 The footing excavations listed below were bottomed on material for which the bearing values c—� recommended in the foundation report are applicable. The cast-in-place drilled friction piles listed below penetrated material for which the F--1 allowable supporting capacities recommended in the foundation report are applicable. The piles were excavated to diameters at least as large as specified and the excavations extended at least tothe depths indicated on the Foundation Plans. �—1 The excavations for the cast-in-place belled piers listed below were bottomed on material for L_� which the bearing values recommended in the foundation report are applicable. The excavations were ut least as large as specified onthe Foundation Plans. The driven piles listed below were observed to be driven to the specified lengths and/or driving resistances to obtain the supporting capacities recommended in the foundation report. Based upon observations, it is our opinion h the n recommendations ty] in h report of the foundation investigation, job n*H) applicable conditions observed. Foundation ' dated �y/~ ! dated ' were useHasa reference for our observations. � ' ' ' ' -' �o TE: 1. The//o�o,s e�rvado/n�s rp/p'u'rie/ 'd-"'Gov�e 6o/'n,o t' +c`n,n-`s fi_(u/te��a"n�^a pp�r nv u|' of foundation`+|o, 'c"a�ti�u n^ 'hnotinQ size or depth, reinforcement, or foundation design. 2. Loose, *oft, or disturbed soils must be removed prior to placement of reinforcement or . concrete. . 3. The opinions and recommendations presented in this report were based upon our observa- tions� and are presented in accordance with generally accepted professional engineering � practice. We make no other vvan >|an� either express or implied, s BY: — '���----�-- Pik, mo Flo/ 7420 Trade SL San Di8gO, C8. 92121 w /858\ 549-7222 9 FAX: (868) 548-1804 IrirlEii GEOTECHNICAL EXPLORATION, INC, SOIL& FOUNDATION ENGINEERING GROUNDWATER • ENGINEERING GEOLOGY FIELD REPORT ON OBSERVATION OF FOUNDATIONS DATE: TIME: CLIENT : - JOB NO. j PROJECT NAME: PROJECT ADDRESS: 1 - The footing excavations listed below were bottomed on material for which the bearing values LLJ recommended in the foundation report are applicable. The cast-in-place drilled friction piles listed below penetrated material for which the ❑ allowable supporting capacities recommended in the foundation report are applicable. The piles were excavated to diameters at least as large as specified and the excavations extended at least to the depths indicated on the Foundation Plans. The excavations for the cast-in-place belled piers listed below were bottomed on material for ❑ which the bearing values recommended in the foundation report are applicable. The excavations were at least as large as specified on the Foundation Plans. The driven piles listed below were observed to be driven to the specified lengths and/or ❑ driving resistances to obtain the supporting capacities recommended in the foundation report. Based upon observations, it is our opinion that the foundation recommendations presented in the report of the foundation investigation, Job No. dated - (are)/(-arie ra 0 applicable to the conditions observed. Foundation Plans by dated were used as a reference for our observations. A NOTE: 1. The observations reported above do not constitute an approval of foundation location, footing size or depth, reinforcement, or foundation design. 2. Loose, soft, or disturbed soils must be removed prior to placement of reinforcement or concrete. 3. The opinions and recommendations presented in this report were based upon our observa- tions and are presented in accordance with generally accepted professional engineering practice. We make no other warranty, either express or implied. BY: r { SPI r 7420 Trade St. San Diego, Ca. 92121 • (858) 549-7222 • FAX: (858) 549-1604 M99CS001128M 1/00 CITY OF ENCINITAS — ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: 'TELEPHONE: Pre- C cln r 0 eJC)-,-.n 5ee ���'�%i�./e°r� 7}ie7 71191o,7 n -77 •�"�� ����'c�� /V'u/ fUL��-i mac.. ��U Jrc/ �W J�/ctci/ /�,,�c� c �.',�►� Yf C27 7 15/ ti/S �ZT � �zso.� C: 7U F'xrshi �czl S,Z r�cr� .-fives v Ati j7✓/� once— h ye �p�►o�/nn�;�%t' !-��r Qh fig., , �e wr / >- C�v.r rS 7W�a�'T 4 ff-p �- � / ��c.l�S-kci' / IiY�L f-•e'in v.I _ Q� tnS�c�' eiyrov��/lT7 ct, �t 07 �f�✓- m �j <elci f C� � ^ u`? '� ' f37 a - Lo' wtl M14429 CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: 'TELEPHONE: -ec s e 9 --/0.-,L7-7 �_xl�,,�ie�er.�t� n c��►�z:��c Sv Z� c"u ire_ - rte. 9-12--0'7 x`ik-e Clr7e ve-j P.Lc- 3 ;rcf �p 1.3-pc... Ac 5 z) OGv nJS - _�9_(�7 �tx�7'7�•f: 1A.1 ' dG S,'6z'•Inrtt r�V PML- /77C-77- ZS Off- y r P/G t/ &W-co-r /ry S nL--r Zc*-X- z .p� . 7tv �JvL 7r�e 2 u rc U� J4 L�LG i -1--HK C KI- ZCz:- rd Nol34r.JC. 6 c- �ur�rn r�1�7� 7)2 t� c� ..1 s;- i"y"I c N a�S Alv Ac-'nv,• oAj ems© A47`- f 2 t Cc;7-►s fi a tv�►i , i-r �� /�� et>l r L 7W k , eol -701b Sal o.,�. 7b ele.0 rawl 4. m14429ir� L�hIL�/N �-°- c.�� D�c,1� O, C {ihZl. C I T Y OF. E N C I N I T A S ENGINEERING SERVICES DEPARTMENT 505 S . VULCAN AVE. ENCINITAS, CA 92024 GRADING PERMIT PERMIT NO. : 364GI PARCEL NO. 259-131-2700 PLAN NO. : 0364GI JOB SITE ADDRESS: 115 PRINCE HOUSE LN. CASE NO. : 04049 / CDP APPLICANT NAME JOE & MARTHA CORDOVA MAILING ADDRESS : 115 .. PRINCEHOUSE IN. PHONE NO. : 760-944-6984 CITY: ENCINITAS STATE: CA ZIP: 92024- CONTRACTOR : FRED CINQUTANO CONSTRUCTION PHONE NO. : 760-535-2275 LICENSE NO. : 789124 LICENSE TYPE: B ENGINEER : DAVID ASHCROFT PH E O. : 858-259-4711 PERMIT ISSUE D 2/07 PERMIT PERMIT ISSUED B INS OR: TODD BAUMBACH ------------ ---------- T FEES & DEPOSITS 1 . PERMIT FEE . 00 2 . GIS MAP FEE . 00 3 . INSPECTION FEE 3 , 590 . 27 4 . INSPECTION DEPOSIT: . 00 5 . NPDES INSPT FEE 718 . 05 ' 6 . SECURITY DEPOSIT 71, 836 . 00 7 . FLOOD CONTROL FEE 285 . 60 8 . TRAFFIC FEE . 00 9 . IN-LIEU UNDERGRND : . 00 10 . IN-LIEU IMPROVMT . 00 ll . PLAN CHECK FEE . 00 12 . PLAN CHECK DEPOSIT: . 00 ----- ---- --- ------------- DESCRIPTION OF WORK --------- ---------- - ------ ----- PERMIT ISSUED TO VERIFY PERFORMANCE OF GRADING AND DRAINAGE PER APPROVED PLAN 364-G. OWNER/CONTRACTOR TO MAINTAIN TRAFFIC CONTROL PER W.A.T.C.H. STANDARDS OR CITY APPROVED TRAFFIC CONTROL PLAN. LETTER DATED 6/25/07 APPLIES . ---- INSPECTION ---------------- DATE -------- INSPECTOR' S SIGNATURE INITIAL INSPECTION 7-5-07 COMPACTION REPORT RECEIVED z44 ENGINEER CERT. RECEIVED K ROUGH GRADING INSPECTION -/O -0/ a FINAL INSPECTION - -------------------------- I HEREBY ACKNOWLEDGE �� /�� JN AND STATE THAT THE INFORMATION IS CORREC' � < l CITY ORDINANCES AND STATE LAWS REGULATING EXCAVi / VISIONS AND CONDITIONS OF ANY PERMIT ISSUED a( < f ATURE E SIGNED i P INT NAME � ..9 �EPHONE NUMBER CIRCLE ONE: OWNE_� 1,�,r,iv 3 . ULMER PLEASE COMPLETE THIS INFORMATION. THE ORIGINAL OF THIS DOCUMENT RECORDING REQUESTED BY: WAS RECORDED ON JUN 23,2008 DOCUMENT NUMBER 2008-0335911 Jose P. Cordova GREGORY J. SMITH,COUNTY RECORDER SAN DIEGO COUNTY RECORDER'S OFFICE TIME: 1:06 PM AND WHEN RECORDED MAIL TO: Jose P. and Martha Cordova 115 Princehouse Lane Encinitas, CA 92024 THIS SPACE FOR RECORDERS USE ONLY Burdened Property: APN 259-131-59 Benefited Property: APN 259-131-27 EASEMENT GRANT DEED THE UNDERSIGNED GRANTOR DECLARES: DOCUMENTORY TRANSFER TAX IS $0.00 (NONE), Grant of Easement Only FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, JOSE P. CORDOVA and MARTHA CORDOVA, Husband and Wife as Joint Tenents, HEREBY GRANTS TO JOSE P. CORDOVA and MARTHA CORDOVA, Husband and Wife as Joint Tenents, AN EASEMENT encumbering real property in the City of Encinitas, County of San Diego, State of California, described as: AN EASEMENT FOR INGRESS AND EGRESS AND ROAD PURPOSES AND APPURTENANCES THERETO, OVER, UNDER,ALONG AND ACROSS THAT PORTION OF Parcel 1 of Parcel Map No. 18758, in the City of Encinitas, County of San Diego, State of California, filed in the office of the County Recorder of San Diego County, July 23, 2001, described on Exhibit A and Exhibit B as Parcel C. Exhibits A and B attached hereto and made part thereof. 1. Grantor and Grantees hereby represent and agree that the rights granted herein shall constitute the sole rights of the Grantees, and their heirs, successors or assigns, in the Easement, and shall benefit the property described as Parcel A in the said Exhibits A and B. 2. Grantor and Grantees hereby represent and agree that the rights granted herein shall constitute the sole rights of the Grantees, and their heirs, successors or assigns, in the Easement, and shall burden the property described as Parcel B in the said Exhibits A and B. GRANTED BY: se P. Cordova Date JjMaa. Cordova D to ALL PURPOSE ACKNOWLEDGEMENT STATE OF CALIFORNIA } COUNTY OF_ 04\ �� } On G ' t 'C7 before me, (Insert name and title of the officer) personally appeared 10 qN, t4C C� who proved to me on the basis of satisfactory evidence to be the person(s)whose name(s) is/are subscribec 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. certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph Is true and correct. WITNESS my hand and official seal. OFFICIAL SEAL A. O'LOUGHLIN "NOTARY PUBLIC-CALIFORNIA CC COMM.NO. 1696249 SAN DIEGO COUNTY MY COMM.EXP.OCT.12,2010 Signature ` (This area for offlclal notarial seal) Rec.rorm#R11(12/05/07) wwwMW o wwwwn Mw wwwPi4AM Al MIMOMM O�M Mw 4W"MM M 1110lw1Y A M w wlwom M wwwor All WNW INW ws M1MwD ■EMllle A wR.11l►111w M0�A wl wre CII onw11111Ww17�01 wnwIw% A 7M f110ICf wwwT n Mwwwwe w wwww wml wiw�ww a01�L1M wwm w>•Mw1I ow wwMww mm""m war ' Is LINE TABLE I` LINE LENGTH BEARING L1 44.06 N85°12'17'W -' L2 42.19 N88°31'43'W L 1 J i ' U L3 36.06 S05'14'16'W i — —— Z2 „ L4 59.01 S46°28'31- 0! w IZ Ir vM O r, MI - O Z °i z APN 259 - 131 01 O (� r N - N — o, 50.00' Lu 7- , 1 ICI r�•` �I I 1� (�I APN 259 131 - 27 t I M ;I� iv uj PARCEL A N "' �, < I I POB$�W "C" Z° Z o (o 6M7-5'- o I N 8'0 CD Lo O� -- 658.2 _ i 5.17' 50.00' r- ' � N.$E53'1 "W N880 3'1011W oN N - I N I APPROX. S'LY LINE A 1/2 OF SW 1/4 OF 00 L=18.69' NW 1/4 OF NW 1/4.01;SEC. 14 ,W 212.79 L2 - L1 '° D=01°15'29" APN 259 x:)31 - 59 R=851.00' -<�. ; Co PARCEL C N25°07'57"W Io 0 53.79' PARCEL B (SEE DETAIL N I� 00 1 N88°53'34"W r� 1', ` K286.70' ; SHEET 2) 2.7 —— — , —— , ---s _ 615.66' N88053'34"W 658.42' \ (N89°55'40"E 657.65' ROS 8347) N / 658.62' _ N88°53'57"W 1 \ LEGEND DESCRIPTION ' EXISTING EASEMENT LINE SYMBOL \ EXISTING PROPERTY LINE Z— UNDERLYING PROPERTY LINE PROPOSED EASEMENT LINE SCALE 1 " =100' ENGINEERING EXHIBIT A - CORDOVA EASEMENT CONSULTING Easement Plat SHEET GROUP 417 S.Hi�iimarl0l,��K2025y Princehouse Lane P:858.259.4711 P:858259.5]J2—14 rvC f-,')2015 w=CO«L— Encinitas. CA 92024 a�r�a eoau�n ■sous a�war r�er+o�ae a ena roaeu a��� e e.spar asr w mar�aiur����aau�aaw aanar rr��ear�w aov I I � I EASEMENT FOR LANDSCAPE AND I IRRIGATION PURPOSES AND I APPUTENANCES AS RECORDED IN FILE I I NO. 2003-0303982 O.R., MARCH 19,2003 I I AND EASEMENT FOR LANDSCAPE, I HARDSCAPE AND IRRIGATION PURPOSES I AND APPURTENANCES AS RECORDED I APRIL 23, 2007 IN FILE NO. 2007-0273825 0Lu 41 I I O.R. M 1 12' EASEMENT GRANTED TO SDG8,E I I FOR UTILITY PURPOSES AS RECD z I Lq I JAN. 19, 1937 IN BK 610 PG 190 O.R. I 1 I w I - I 21 N I I I z I i - 1 I I I ► PARCEL A I I ' I 8' EASEMENT I I FOR UTILITY I PURPOSES I I I I I I wF-/. I N88 025'08"W P.O.B "C" ��� N88P53'10"W I PARCEL C 122.36'89°58'12"E -1 0 X2.17 - - 100.18' 1 I 5.17' Z � 1 N01 029'32"E PARCEL B SCALE 1 " =20' ENGINEERING EXHIBIT A - CORDOVA EASEMENT CONSULTING Easement Plat GROUP aJ7 s. � z 259.57�72 ,wou..�^�'.9,m.�s PrincenOUSe Lane P:85815fm 8 Encinitas. CA 9202A 2 EXHIBIT B Parcel A Parcel 1: The South Half of the North Half of the Southwest Quarter of the Northwest Quarter of the Northwest Quarter of Section 14, Township 13 South, Range 4 West, San Bernardino Meridian, in the City of Encinitas, County of San Diego, State of California, according to United States Government Survey, approved April 19, 1881, Excepting therefrom the South 40.5 feet thereof. Also Excepting therefrom the Easterly 50 feet thereof . Excepting therefrom one-half of all minerals and/or oil which may be mined, developed or produced on said land, reserved in the Deed from Maude U. Princehouse, recorded October 14, 1940 in Book 1079, Page 213 of Official Records. Parcel 2: An easement 8 feet in width for the purpose of underground pipes for water, electricity and gas and other utilities and also for overhead electricity and telephone wires over that portion of the South Half of the North Half of the Southwest Quarter of the Northwest Quarter of the Northwest Quarter of Section 14, Township 13 South, Range 4 West, San Bernardino Base and Meridian, in the County of San Diego, State of California, according to United States Government Survey approved April 19, 1881, which lies Easterly of a line which is parallel with and 50 feet Westerly of the Easterly line of said South Half of the North Half of the Southwest Quarter. Said 50 feet being measured along the Northerly line of said South Half of the North Half; Excepting therefrom the South 40.5 feet. The Southerly line of said 8 foot easement being a line which is parallel with and 70 feet South at right angles from the Northerly line of the property described above. Said easement terminating on the East and West in the Easterly and Westerly lines of said property. Parcel 3: An easement and right of way for road purposes over and across the West 20 feet of that portion of the Southwest Quarter of the Northwest Quarter of the Northwest Quarter of Section 14, Township 13 South, Range 4 West, lying Northerly of the Northeasterly line of County Road Survey 458, and lying Southerly of Parcel 1 above described. Assessor's Parcel No: 259-131-27 Parcel B Those portions of Parcels 1 and 2 of Parcel Map No. 18758, in the City of Encinitas, County of San Diego, State of California, filed in the office of the County Recorder of San Diego County, July 23, 2001, described as follows: Beginning at the North Westerly corner of said Parcel 1; Thence Along the Northerly line thereof South 88°25'08" East, 608.15 to an angle point therein; Thence South 1029'32"West, 5.17 feet; Thence South 88 05310" East, 50.00 feet to the Northeasterly corner thereof; Thence along the Easterly line thereof South 1 029'32"West, 68.12 feet to a point on said Easterly line distant thereon North 1029'32" East, 134.45 feet from the Southeasterly corner of Said Parcel 2; Thence leaving said line North 85 012'17"West, 44.06 Feet; Thence North 88°31'43"West, 42.19 feet; Thence South 80°14'12"West, 212.79 feet; Thence South 5°14'16"West, 36.06 feet; Thence South 46°28'31"West, 59.01 feet to a point on the Southerly line of Said Parcel 1; Thence along said line North 88 053'34" West, 286.70 Feet to the Southwesterly line thereof;Thence along said line North 25 007'57"West, Engineering Consulting Group Page 1 of 2 53.79 feet to the beginning of a tangent 851.00 foot radius curve concave Southwesterly; Thence along the arc of said curve 18.69 feet through a central angle of 1015'29"; Thence North 1°33146" East, 127.86 feet to the Point Of Beginning. Parcel C An easement for ingress and egress and road purposes and appurtenances thereto, over, under, along and across that portion of Parcel B above described, described as follows: Commencing at the most southwesterly corner of the above described Parcel A, Thence along the southerly line thereof North 88°25'08"West, 608.15 feet, to the Point of Beginning, also lying on the most easterly line of said Parcel A bearing North 01029'32" East and being 116.41 feet in length; Thence South 01 029'32"West, 5.17 feet; Thence South 89 058'12"West, 100.18 feet; Thence North 88°53'10"West, 22.17 feet; Thence North 01°06'50" East, 8.17 feet; Thence North 88 025'08"West, 122.36 feet to the point of beginning. Engineering Consulting Group Page 2 of 2 City ONGINEERING SER VICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering September 13, 2007 Traffic Engineering Attn: Wells Fargo Bank, N. A. 276 N. El Camino Real Encinitas, California 92024 RE: Joe and Martha Cordova 115 Prince House Lane APN 259-131-27 Grading Permit 364-GI Partial release of security Permit 364-GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved rough grade. Therefore, 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# 8785889810 in the amount of$ 53,854.00. 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. Sincerely, ebra Geish y L ach Engineering Technician Subdivision Engineering inance Manager Financial Services CC: Jay Lembach, Finance Manager Joe and Martha Cordova 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 City G(ENGINEERING SER VICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Rep lenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering September 17, 2008 Attn: Wells Fargo Bank, N. A. 276 N. El Camino Real Encinitas, California 92024 RE: Joe and Martha Cordova 115 Prince House Lane APN 259-131-27 Grading Permit 364-GI Final release of security Permit 364-GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved the grading. Therefore, release of the remaining 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# 8785889802 in the amount of$ 17,982.00. 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. Sincerely, Debra Geish y Le Bach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Joe and Martha Cordova 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 ENGINEERING SERVICES DEPARTMENT City Of Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering September 11, 2008 Attn: G.S. Levine Insurance Services, Inc. 10505 Sorrento Valley Road Suite 200 San Diego, California 92121 RE: San Diego Hebrew Homes— Seacrest Village CDP 04-059 APN 256-340-34 Improvement permit 9459-I Final release of security Permit 9459-I authorized installation of public road and drainage improvements, all needed to build the described project. The Field Operations Division has approved the one-year warranty inspection. Therefore, release of the remaining security deposit is merited. Performance Bond 661117905, (in the original amount of$105,573.00), reduced by 75% to $26,393.25, 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 Geishart y Le bach Engineering Technician Finance Manager Subdivision Engineering Financial Services Cc: Jay Lembach,FinanceManager San Diego Hebrew Homes 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 - ENGINEERING SERVICES DEPARTMENT <, CZtyof Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering August 22, 2007 Attn: G.S. Levine Insurance Services, Inc. 10505 Sorrento Valley Road Suite 200 San Diego, California 92121 RE: San Diego Hebrew Homes— Seacrest Village CDP 04-059 APN 256-340-34 Improvement permit 9459-1 Final release of security Permit 9459-1 authorized installation of public road and'drainage improvements, all needed to build the described project. The Field Operations Division has approved the improvements and finaled the project. Therefore, release of 75% of the security deposit is merited. The remaining 25% will be kept for the one-year warranty inspection. Performance Bond 661117905, in the amount of$105,573.00, can hereby be reduced by 75% to $26,393.25. The document original will be kept until it is fully exonerated and the one-year warranty inspection is approved. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geish* Lembach Engineering Technician inance Manager Subdivision Engineering Financial Services Cc: Jay Lembach,FinanceManager San Diego Hebrew Homes Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 14 recycled paper ENGINEERING SERVICES DEPARTMENT CZt�/Of Capital Improvement Projects t District Support Services Encinitas Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering August 22, 2007 Attn: G.S. Levine Insurance Services, Inc. 10505 Sorrento Valley Road Suite 200 San Diego, California 92121 RE: San Diego Hebrew Homes—Seacrest Village CDP 04-059 APN 256-340-34 Grading permit 9459-G Final release of security Permit 9459-G authorized earthwork, storm drainage, and erosion control, all needed to build the described project. The Field Operations Division has approved the grading and finaled the project. Therefore, release of the security deposit is merited. Performance Bond 661117904, in the amount of$435,632.00, 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. Sincerely, Debra Gei art L ach Engineering Technician inance Manager Subdivision Engineering Financial Services Cc: Jay Lembach,FinanceManager San Diego Hebrew Homes 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 Recording Requested by: ( a !W-4 il'�)C�,VILNI City of Encinitas t AN aPP(Jz4 20ob E N 1 N J H )r16-023i2OH When Recorded, Mail to: �,)i 1,j I y r q City Clerk F City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 For the benefit of the City SEWER EASEMENT Assessor' s Parcel Project No. CS 520 No. 256-340-34 AND PORTIONS OF 256-340-38, 40 W.O. DCS 520 (04-059 CDP) SEACREST HOLDINGS CORPORATION hereinafter designated Grantor (s) . owner (s) of the hereinafter described lands, for a valuable consideration, do (es) hereby GRANT and CONVEY to the City of Encinitas, a Municipal Corporation (Encinitas Sanitation District) herein designated Grantee, a perpetual easement and right-of-way upon, through, under, over and across the hereinafter described real property for the installation, construction, operation, maintenance, repair, replacement, and reconstruction of SEWER pipe lines and/or mains, manholes, sewer lateral pipe lines, and all structures incidental thereto, together with the perpetual right to remove buildings, structures, trees, bushes, undergrowth, flowers, and any other obstructions interfering with the use of said easement and right-of-way by Grantee, its successors or assigns and in addition thereto, to remove soil and other materials within said right-of-way and to use the same in such manner and at such locations as said Grantee may deem proper, needful or necessary in the construction, reconstruction and maintenance of said sewer lines or structures incidental thereto. To have and to hold said easement and right-of-way unto itself and unto its successors and assigns forever, together with the right to convey said easement, or any portion of said easement, to other public agencies . The real property referred to herein and made subject to said easement and right-of-way by this grant is situated in the County of San Diego, State of California, and is particularly described as follows : See Exhibit "All and Exhibit "B" attached hereto and made a part hereof by this reference. The Grantors may, at their own risk, use the surface of the above described real property in a manner that will not interfere with or be detrimental to the use of said easement and right-of-way by Grantee, its successors and assigns, provided no trees shall be planted or grown thereon. The Grantors hereby covenant and agree for themselves, their heirs, successors and assigns, that there shall not be constructed or maintained upon the above described real property or within said easement and right.-of-way any building or structure of any nature or kind that will interfere with the use of said easement and right-of-way by Grantee, its successors or assigns, or that will interfere with the ingress or egress along said easement by said Grantee, its successors or assigns. The Grantee hereby covenants and agrees for itself, its successors and assigns, not to prevent the Grantors, their successors or assigns, from crossing over said real property and agrees that the Grantors, their heirs, successors and assigns, may enjoy the continued use of the surface of said real property herein described, subject to the conditions above stated; and the Grantee hereby covenants and agrees that after the installation of any pipe line by it in any excavation made by it in the above described easement and right-of-way it will backfill any such excavation made by it so as to fill said excavation as nearly as practicable to the level of the surrounding ground, and will replace any oiled, asphalt or concrete surface with like material and will replace any fence removed by it . Executed this day of 200( OWNER: By. SEACREST H LDINGS CORPORATION PAM FERRIS - PRESIDENT / By Pa#V\ [Signature of OWNER must be notarized. Attach the appropriate acknowledgement . ] GOVERNMENT CODE SECTION 27281 This is to certify that the interest in real property conveyed by deed or grant to the City of Encinitas, a Municipal Corporation (Encinitas Sanitation District) , is, hereby accepted by the undersigned agent on behalf of the City of Encinitas, a Municipal Corporation (Encinitas Sanitation District) pursuant to authority by Resolution of the Board adopted on March 20, 1979 and the grantee consents to recordation thereof by its duly authorized officer. Dated: A ;Z By. il 2.- Peter Cota-Robles, P.E. City Engineer City of Encinitas EXHIBIT "A" LEGAL DESCRIPTION SEWER EASEMENT THAT PORTION OF THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 10, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO BASE AND MERIDIAN, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, INCLUDED IN THAT LAND DESCRIBED IN DEEDS TO SAN DIEGO HEBREW HOME FOR THE AGED, RECORDED JULY 7, 1987 AS FILE NO. 87-376757 AND JULY 2, 1982 AS FILE NO. 82-207301 AND THAT LAND DESCRIBED IN DEED TO FRANCIS E. MOJONNIER AND JOYCE F. MOJONNIER, RECORDED AUGUST 27, 1982 AS FILE NO. 82- 266430, ALL OF OFFICIAL RECORDS OF THE COUNTY OF SAN DIEGO, TOGETHER WITH ALL OF PARCEL 1 AND A PORTION OF PARCEL 3 OF PARCEL MAP NO. 18693, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, RECORDED MAY 4 2001 AS FILE NO. 2001-0282736, OFFICIAL RECORDS OF SAN DIEGO COUNTY, AS DESCRIBED AS LOT 1 IN THAT CERTIFICATE OF COMPLIANCE RECORDED MARCH 28, 2002 AS FILE NO. 2002-0260530 OF OFFICIAL RECORDS, ALL DESCRIBED AS FOLLOWS: COMMENCING AT THE MOST NORTHWESTERLY CORNER OF SAID LOT 1 AS DESCRIBED IN CERTIFICATE OF COMPLIANCE RECORDED MARCH 28, 2002 AS FILE NO. 2002-0260530, SAID CORNER BEING THE INTERSECTION OF THE EASTERLY LINE OF SAXONY ROAD AND THE NORTHERLY LINE OF SAID LOT 1; THENCE SOUTHWESTERLY ALONG SAID EASTERLY LINE OF SAXONY ROAD SOUTH 1 047'42" WEST 23.98'; THENCE CONTINUING ALONG SAID EASTERLY LINE OF SAXONY ROAD NORTH 89 015'10" WEST 6.00'; THENCE CONTINUING ALONG SAID EASTERLY LINE SOUTH 1°47'42"WEST A DISTANCE OF 326.50'; THENCE CONTINUING ALONG SAID EASTERLY LINE OF SAXONY ROAD SOUTH 89 020'49" EAST A DISTANCE OF 5.00' TO THE TRUE POINT OF BEGINNING; SAID POINT LYING ON THE SOUTHERLY LINE OF SAXONY LANE AS DESCRIBED IN DOCUMENT NUMBER 86- 616159 RECORDED DECEMBER 30, 1986; THENCE EASTERLY ALONG SAID SOUTHERLY LINE OF SAXONY LANE SOUTH 89 020'49" EAST A DISTANCE OF 568.94'; THENCE SOUTH 00 039'11"WEST 7.50'; THENCE NORTH 89°20'49"WEST 569.09' TO THE EASTERLY LINE OF SAID SAXONY ROAD; THENCE NORTH 1°47'42" EAST ALONG SAID EASTERLY LINE OF SAXONY ROAD A DISTANCE OF 7.50' TO THE TRUE POINT OF BEGINNING. SAID PARCEL CONTAINS 0.098 ACRES. F AA D M I N\34 3\L D 1381.DO C 1 i EXH IB I T "Bi. I P.O.C. S1°47'42"W 23.98' N89a 15' 10"W 6.00' I 0 0 h o L07- I Pert r,J,C, i Y-15CO D-E-D lOAfr--1 rf-J rlrC0f-YDrD JL1ArtCrJ 2B, 2002 AS rrll r Q 25, 2002 AS F-JL- JVO, 2002-0260630 JVO, 2002-0200530 40' WIDE ESMT TO THE COUNTY OF SAN DIEGO FOR ROAD AND PUBLIC U77UTY AND b Z INCIDENTAL PURPOSES RECC, DECEMBER 30, O �C 1986, FILE NO. 86-616159 89020'49"E 5.00' _SAXON Y LANE _ _ _ S890 20'49-v E 568.94' �— TP.O.B. — — — N89020'49"W 569.09' �o 7.50' W I S00°39' 11"W 7.50' N ESMT TO THE Cl T l J 7' l PrFl C,J,C, OF ENC/NITAS FOR rt r CO,--YD-,r--D ]VIAR OVY PUBLIC HIGHWAY, I 28, 2002 AS rlL- REC. APRIL 14, 2 I I 1988, FILE NO. NO, 2002-0260630 i 88-172860 I LEGEND I i i = INO/CA 7FS EASEMENT TO I ENCINI TAS SANI TA 77ON DISTRICT I DEDICA 7FD HEREWITH - 0.098 AC P.O.C. = POINT OF COMMENCEMENT T.P.O.B. = 7RUE POINT OF BEGINNING ENCINITAS ENGINEER OF WORK: SANITATION DISTRICT �oFESSi A POR77ON OF LOT M1 AS DESCRIBED SIUART PEACE RCE 127232 No. 27232 i IN CER77nCA TE OF COMPLIANCE ! Exp. 3-31-07 RECORDED MARCH 28, 2002 AS FILE MAP PREPARED BY: STUART ENGNEER/NG NO, 2002-0260530, OF O.R. ADDRESS 7525 ME7ROPOlUTAN DR., SU17E .308 `� ��P 256-340-34 SAN D1£GO, CA 92108 97F OF CA`�F0, TAX ASSESSOR'S PARCEL NO. JOB NO. I._D. PHONE NO. 619-296-1010 FAX NO. 619-296-9276 SHEET DRAWING NO. EMAIL speace®stuartengineering.com EASEMENT DOCUMENT NO. CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT fit State of California h . a, County of �� ss. � fi fia A4 -�- On "`� 13, -0OG, before me, VL�/N�Fb'�2 ��GC-L�ti2 Date Name and Title of Officer e. ( g.,"Jane Doe,Notary Public') personally appeared _/,4A4 A& S Name(s)of Signer(s) ❑ personally known to me i� proved to me on the basis of satisfactory evidence to be the person frs) whose nameW is/are �1 subscribed to the within instrument and acknowledged to me that Wshe/tk►ey executed the same in Ws/her/their authorized t JENNIFER I. BAUER capacity(iast; and that by p+ /her/their P Commission # 1381385 signature(a�-on the instrument the person(%, or Z Notary Public - California ; the entity upon behalf of which the person( ! Z San Diego County acted, executed the instrument. My Comm.Expires Oct 24,2006 h WITNESS my hand and official seal. - `_ Place Notary Seal Above 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: S>°G.J�✓ f e �,.. Document Date: 11o6 Number of Pages: Asa! Signer(s)Other Than Named Above: Capacity(ies) Claimed by Signer r� Signer's Name: ❑ Individual Top of thumb here ?� ❑ Corporate Officer—Title(s): ❑ Partner—❑ Limited ❑ General ❑ Attorney in Fact ❑ Trustee O Guardian or Conservator ❑ Other: Signer Is Representing: I D 1997 National Notary Association•9350 De Solo Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402 Prod.No.5907 Reorder:Call Toll-Free 1-800-876-6827 Recording Requested by: City of Encinitas HILT L ) ' ,�"N N NUW'.L11H 2UOu. When Recorded, Mail to: N I E N F C, L-r '3 0 F i C City Clerk T V,E 3,32 F-r,1 City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 For the benefit of the City SEWER EASEMENT WGUMENTARY TRANSFER TAX $ Assessor' s Parcel Project No. ES 520 No. .256-340-34 AND PORTIONS OF 256-340-38, 40 W.O. DES 520 (04-059 CDP) SEACREST HOLDINGS CORPORATION hereinafter designated Grantor (s) . owner (s) of the hereinafter described lands, for a valuable consideration, do (es) hereby GRANT and CONVEY to the City of Encinitas, a Municipal Corporation (Encinitas Sanitation District) herein designated Grantee, a perpetual easement and right-of-way upon, through, under, over and across the hereinafter described real property for the installation, construction, operation, maintenance, repair, replacement, and reconstruction of SEWER pipe lines and/or mains, manholes, sewer lateral pipe lines, and all structures incidental thereto, together with the perpetual right to remove buildings, structures, trees, bushes, undergrowth, flowers, and any other obstructions interfering with the use of said easement and right-of-way by Grantee, its successors or assigns and in addition thereto, to remove soil and other materials within said right-of-way and to use the same in such manner and at such locations as said Grantee may deem proper, needful or necessary in the construction, reconstruction and maintenance of said sewer lines or structures incidental thereto. To have and to hold said easement and right-of-way unto itself and unto its successors and assigns forever, together with the right to convey said easement, or any portion of said easement, to other public agencies . The real property referred to herein and made subject to said easement and right-of-way by this grant is situated in the County of San Diego, State of California, and is particularly described as follows : See Exhibit "All and Exhibit "B" attached hereto and made a part hereof by this reference . The Grantors may, at their own risk, use the surface of the above described real property in a manner that will not interfere with or be detrimental to the use of said easement and right-of-way by Grantee, its successors and assigns, provided no trees shall be planted or grown thereon. The Grantors hereby covenant and agree for themselves, their heirs, successors and assigns, that there shall not be constructed or maintained upon the above described real property or within said easement and right-of-way any building or structure of any nature or kind that will interfere with the use of said easement and right-of-way by Grantee, its successors or assigns, or that will interfere with the ingress or egress along said easement by said Grantee, its successors or assigns. The Grantee hereby covenants and agrees for itself, its successors and assigns, not to prevent the Grantors, their successors or assigns, from crossing over said real property and agrees that the Grantors, their heirs, successors and assigns, may enjoy the continued use of the surface of said real property herein described, subject to the conditions above stated; and the Grantee hereby covenants and agrees that after the installation of any pipe line by it in any excavation made by it in the above described easement and right-of-way it will backfill any such excavation made by it so as to fill said excavation as nearly as practicable to the level of the surrounding ground, and will replace any oiled, asphalt or concrete surface with like material and will replace any fence removed by it . Executed this day of 2o0� OWNER: By. SEACREST HOLDINGS CORPORATION PAM FERRIS - PRESIDENT / CEO By: [Signature of OWNER must be notarized. Attach the appropriate acknowledgement . ] GOVERNMENT CODE SECTION 27281 This is to certify that the interest in real property conveyed by deed or grant to the City of Encinitas, a Municipal Corporation (Encinitas Sanitation District) , is hereby accepted by the undersigned agent on behalf of the City of Encinitas, a Municipal Corporation (Encinitas Sanitation District) pursuant to authority by Resolution of the Board adopted on March 20, 1979 and the grantee consents to recordation thereof by its duly authorized officer. Dated: 4al/5"/p4 By: aL Peter Cota-Robles, P.E. City Engineer City of Encinitas EXHIBIT "A" LEGAL DESCRIPTION SEWER EASEMENT THAT PORTION OF THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 10, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO BASE AND MERIDIAN, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, INCLUDED IN THAT LAND DESCRIBED IN DEEDS TO SAN DIEGO HEBREW HOME FOR THE AGED, RECORDED JULY 7, 1987 AS FILE NO. 87-376757 AND JULY 2, 1982 AS FILE NO. 82-207301 AND THAT LAND DESCRIBED IN DEED TO FRANCIS E. MOJONNIER AND JOYCE F. MOJONNIER, RECORDED AUGUST 27, 1982 AS FILE NO. 82- 266430, ALL OF OFFICIAL RECORDS OF THE COUNTY OF SAN DIEGO, TOGETHER WITH ALL OF PARCEL 1 AND A PORTION OF PARCEL 3 OF PARCEL MAP NO. 18693, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, RECORDED MAY 4 2001 AS FILE NO. 2001-0282736, OFFICIAL RECORDS OF SAN DIEGO COUNTY, AS DESCRIBED AS LOT 1 IN THAT CERTIFICATE OF COMPLIANCE RECORDED MARCH 28, 2002 AS FILE NO. 2002-0260530 OF OFFICIAL RECORDS, ALL DESCRIBED AS FOLLOWS: COMMENCING AT THE MOST NORTHWESTERLY CORNER OF SAID LOT 1 AS DESCRIBED IN CERTIFICATE OF COMPLIANCE RECORDED MARCH 28, 2002 AS FILE NO. 2002-0260530, SAID CORNER BEING THE INTERSECTION OF THE EASTERLY LINE OF SAXONY ROAD AND THE NORTHERLY LINE OF SAID LOT 1; THENCE SOUTHWESTERLY ALONG SAID EASTERLY LINE OF SAXONY ROAD SOUTH 1°47'42" WEST A DISTANCE OF 23.98'; THENCE CONTINUING ALONG SAID EASTERLY LINE OF SAXONY ROAD NORTH 89 015'10"WEST A DISTANCE OF 6.00'; THENCE CONTINUING ALONG SAID EASTERLY LINE SOUTH 1 047'42" WEST A DISTANCE OF 321.55' TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID EASTERLY LINE SOUTH 1 047'42" WEST A DISTANCE OF 4.95'; THENCE CONTINUING ALONG SAID EASTERLY LINE SOUTH 89 020'49" EAST A DISTANCE OF 5.00'; THENCE CONTINUING ALONG SAID EASTERLY LINE SOUTH 1 047'42"WEST A DISTANCE OF 10.05'; THENCE LEAVING SAID EASTERLY LINE OF SAXONY ROAD SOUTH 89 020'49" EAST A DISTANCE OF 569.64'; THENCE NORTH 00°39'11" EAST A DISTANCE OF15.00'; THENCE NORTH 89 020'49" WEST 574.35' TO THE EASTERLY LINE OF SAXONY ROAD AND THE TRUE POINT OF BEGINNING. SAID PARCEL CONTAINS 0.197 ACRES. F:WDMIN\343\LD1381.DOC 1 EXH IBIT "B'' S10 47'42" W 23.98' o Q! N890 15' 10" W 6.00' RIB I Q oc, r �r r- � ��r� C,J i �I L J o� p r j,11 D�D 11r1Ar3�rl kl r � 2DC� AJ �rIL �J pJr� J,�, r 2�02�026053 to LJ7 no, in r;-rOriDED ]VIA- -1 j N X002 AS rJL THE COUNTY OF SAN 13 NJ, �UD��C2BJ� O 40' WIDE ESMT TO DIEGO FOR ROAD AND REC.I DECEMBER 30, Q, 3 INCIDENTAL PURPOSES d j 1986, FlLE NO. 86-616159 - Lu ►.I _ --_- --- �- TP.o.e. —Y LANE —___---- --------- ------ a �I _------ ---- - SAXON .--------_ _——— - ---- r-'�E 569.64 20 49 15.00 N0039' I I E 15.6 of { o � 1,rJ7 ESMT. TO THE CITY rl J JrID�D ll/IArI rrj 3 j OF ENCINI TAS FOR � r r r PUBLIC HIGHWAY, 2-6, 2002 REC. APRIL 14, 'NO, 2002-02560630 1988, FlLE NO. j 88-1 7286 0 LEk Q d EASEMENT C GRANTED T(,lNITAS SAN/TA; I DISTRICT -97 AC i P.O.C. = POINT OF COMMENIT j I T.P.0.B• = TRUE POINT OF VING E AS - (STRICT SANITA :NT ENGINEER OF WORK: 19 9pFESSIpNq AS DESCRIBED p RT lF A POR110N 0OMPLIANCE IN CERMCA, (p'f'd b 2 2002 AS FILE N, 27 3 07 RECORDED M8 RCE 127232 Exp, 3 STUART PEACE * - No. ,�oB No. MAP PREPARED By' SMART ENGINEERING ���� TAX ASSESS SHEET DRAWING ADDRESS 7525 METROPOIJTAN DR., SUITE 308 9TF pF CAS-�F� T D p, 1 OF 1 SAN DIEGO, CA 92108 PHONE NO. 619-296-1010 FAX NO. 619-296-9276 EASEMENT EMAIL speaceostuartengineering.com 2006 9 : 05 AM Wednesday June 14 , 586 COGO Lowest pt #� 0 Highest pt # ` File Name: 343CRD •�P Coordinate . 343-04-00 __--------- Job # SEACREST VILLAGE40 Description' in point descr. : - EASTING__--_____ NORTHING # -of _charsBEARING DISTANCETO____-----'--- FROM TYPE ------------------ --'-- DISTRICT (3-4) T SUMMARY GRANTED TO ENCINITAS SANITATION LO 105 244404 . 210 15 , SEWER EASEMENT 211 964697 . 244403 .459 212 964673 .137 244397 .460 23 . 98 206 964673 .215 244387 .388 INV S 1-47-42 W W 6 . 00 586 964351 . 823 244387 .233 211 INV N 89-15-10 W 321 .55 205 964346 . 876 244392 .232 206 INV S 1-47 42 W 4 . 95 216 964346 . 819 244391 . 917 586 INV NNV S 89-20-49-42 W 10 ' 05 584 964330 .281 244961 . 691 205 216 INV S 89_20-49 E 515 . 00 585 964345 .28 826 244387 .379 E 586 964351 • 244387 . 224 N 0-39-11 584 INVV N 89-20-49 W 57 4 . 95 205 964673 . 219 244397 . 585 INV S 1-47 42 E 326 . 50 20 586 42 212 964673 .140 244404 . 201 205 S 89_15-10 E 23 . 98 211 964697 .105 244404 .210 206 V N 1_47-42 E 211 INV 0 01 CLOSING LINE E CE TRAVERSED S 70-55-05 1891 • 950 DISTp,N 200761 . 864 PRECISION es Feet 0 .1966 8563 . 99 Square AREA- ___ - 9 . 05 AM --- Wednesday June 14 , 2006 Coordinates stored CACI FORNI ALL State California Rp0 r of AcKNON/ County of EOGM on C< 46 ss perso Date -y Wally appeared before me Name and Titl > j. eorpgicer !' (e.g � . ONames)of SPgner(s)/Vane(s) Nota y public) persOnal/y kn r- ev/den Proved to nee°on tth�� sub be the Person asps of satin facto scribe rson actor ac o d .G ho N c m�N/F ��E the n S/edged to the w�hinse name • otor ssio� 1387385 R ca ame me that instru ($) /s/� Y (?,,blic . parity in be/sh meat and ��Ycor')r'�'egoCo°1tornio thenature��) and /her/tp r eXectjt plreS� 24,Y acted, upon the lnstr that by authori. ed pon behalf Sher/tp� ' ted executed the i whicthe person WlT/�i nstru the ), or Pace Notary Se .ve /) Th algb E`S`S mY ha meet. person k °Ugh the/,7 fo„coati d and Official Q and CDU/° Dn bei°y,/s Sea/. Description fraud r req,,,- 0, r/O ,gnat re of No D e or Type of'Do u a ache ��c4/en/remo a/anQ�jana - �a�u l Pubtic ' oCV ment Date. ante--,- hment ofrhas fo�,n�o a°�ot re/y/n9 on t 9ner(s)ether Th s hey dOQUment�Q'0” nr an Na pacity�ies) Ci medAbove: . s Name Number of ; aimed b Vividual y S19ner 6/ ' orporate inner G�icer )rney to Limited Tit/e(s): lee Fact 0 General dian or Conservator rop of thU ' cob her ,epresenting: e clatpn.9-350 g3go De Solo qve,P o Box 2402. - Ch ._ atswor-).Cq 91313-2402 � Prod N° 5907 Reorder:Cal!Toll-`8po 876,6g2� t E,xr ti� _� -� Gregory egor c Y J• Smith � AUNTY v CCO2"` ASSESSOR/RECp OF SAN DjEGO �UCw,nrp, R Df ER/CpUNTI, CLERK RECD - R/CO �. Y CLE 600 Pac,fic Hi h �S OFFICE P.O.Box 121750* g way,Room 260 San Die Tel.(619 238- go,CA 92112- - - -- ---- - -- 8158*Fax(619)557-415550 wN�+•sdarcc.com ASSESS --- 1600 Pacific ASSESSOR,S BATCH#: 176597420060620 san Diego,Highway,Room 103 Tel.(619)236-3771»"X(619)5 Pax(619)557-4056 DOCUMENT#'S: 2006-0436101 RECORDING DATE; JUN 20,2006 3:32 PM TOTAL DUE: --- 0.00 SERVICES gV * Tax Bill LABLE AT OFFICE LO Address Changes CATIONS * Records and Certified SERVICES Birth/Marcia Copies: W w dare omN LINE AT * Fictitious B ge/Death/Real Estate * Forms and Applications Bu Names(DBAs Frequent] * Marriage Licenses and Ceremonies Y Asked * Assessor P * Grantor/Grantee Index bons(FgQs� * Pro Parcel Maps * Fictitious Property Ownership Business Names Index * Property Sales (DBAs) * Property Records * Property Values * Weddings on the Web * Docu * On-Line Purchases ment Recordings(Except in Assessor Parcel Maps Kearny Mesa Pro P Property Characteristics Recorded Documents BRANCH OFFICES AV WLABLE Saturdays at the SE HULA VISTA Monday through Mesa Office 9m TOO P•mR.� YOU Third Avenue EL CAJON 00 a'm.-3:00 6'19�CA 91910-2646 200 South Ma P•m. 498-2277 E]Cajon,CA Magnolia Ave. 40 9550-3316 5225�A nt M Ea Blvd S (619 0 an D�Bgg�505 6226-1211 334 via era C SOS 150 San Marcos,CA 92078-2638 (760)940-6858 EXH/B/T V i P.O.C. Di Sl 0 47'42" W 23.98' 01 N890 15' 10"W 6.00' �I o W Q L JT 2 rrFt C,0,0, vev, LOT I 01.0,0, FI-coFID-D lVIAFICH Ft�rOFIDrD JyIAFI rrI 2B, 2002 A-3, rr-i 2 2002 A rrll JVO, 2002-02,60-630 JVO, 2002-02,60630 ° 'I " 40' WJDE ESMT TO THE COUNTY OF SAN `ri j DIEGO FOR ROAD AND PUBLIC U71LI TY AND o INCIDENTAL PURPOSES REC. DECEMBER 30, 1986, FILE NO. 86-616159 N �,j TP.O.B. o I _ _�__-------____--- ANE _____ SAXON Y L --- ---- -- S89°20 4- �Y569.64x -- -- - i0o, 15.00o NOo 39' 11 E 15 o � 3 i ESMT. TO THE aTY 1 OT I P L✓Fl C,J,r, OF ENCINITAS FOR FIB COFyD r D lVIAFI r rl j PUBLIC HIGHWAY, 2B, 2002 A J F7-1 -,r-- j REC. APRIL 14, NO, 2002-0J00-6C0 o I 1988, FILE NO. 88-172860 I LEGEND I I C = INDICA TES SEWER EASEMENT j GRANTED TO ENCINITAS SANI TA710N j D/S7RICT - 0.197 AC I P.0.C. = POINT OF COMMENCEMENT I T P.0.B. = TRUE POINT OF BEGINNING ENCINITAS ENGINEER OF WORK: SANITATION DISTRICT OFESS/p A POR77ON OF LOT 1 AS - DESCRIBED � '�b z IN CER77RCA 7F OF COMPLIANCE STUART PEACE ROE 127232 No* 27232 �" RECORDED MARCH 28, 2002 AS FILE � Exp. 3-31-07 MAP PREPARED BY. STUART ENGINEERING ADDRESS 7525 ME7ROPQUTAN DR., SU17E 308 256-340-34 SAN DIEGO, CA 92108 9TF OF CA�� TAX ASSESSOR'S PARCEL NO. JOB NO. I.D. PHONE NO. 619-296-1010 FAX NO. 619-296-9276 SHEET DRAWING NO. EMAIL speace®sfuorfengineering.com EASEMENT DOCUMENT NO.� � �