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CT 00-02; CALAVERA HILLS 2; REPORT OF ROUGH GRADING; 2006-01-27
Geotechnical • Coastal • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 (760) 438-3155 FAX (760) 931-0915 January 27, 2006 W.O. 3459-132-SC Calavera Hills II, LLC 2727 Hoover Avenue National City, California 91950 Attention: Mr. Don Mitchell Subject: Report of Rough Grading, Calavera Hills II, College Boulevard and Cannon Road Thoroughfare, District No. 4 (BUD), Carlsbad Tract 00-02, Drawing 390-9A, Carlsbad, San Diego County, California Dear Mr. Mitchell: This report presents a summary of the geotechnical testing and observation services provided by GeoSoils, Inc. (GSI) during the rough earthwork construction phase of development associated with the construction of the College Boulevard/Cannon Road Thoroughfare, between El Camino Real and Carlsbad Village Drive, in the City of Carlsbad, California. Earthwork commenced in November 2002, and was generally completed in December 2003. This report does not include utility and pavement construction testing and observations. A report of observation and testing services for such work is provided under separate cover. PURPOSE OF EARTHWORK The purpose of grading was to prepare suitable surface grades for the construction of portions of Cannon Road, between El Camino Real and College Boulevard, and College Boulevard, between Cannon Road and Carlsbad Village Drive. Cut-and-fill grading, and drill-and-shoot blasting techniques were utilized to attain the desired graded configurations. Cut areas of the roadways were overexcavated locally as determined by the client/contractor, in order to facilitate utility construction. Existing topsoils, colluvium, and near-surface alluvium were removed to suitable earth material (as defined in the approved report for the site) and recompacted. Relevant portions (Sheets 11 through 24) of the grading plan for this project, prepared by O'Day Consultants (2002), is included with this report as Plates 1 through 14. EARTH MATERIALS Subsurface geologic conditions exposed during the process of rough grading were observed by a representative of GSl. Earth materials onsite consist of dense gran itic/metavolcanic rock, sedimentary formational soils, and/or alluvium, mantled with a thin, discontinuous surficial veneer of topsoil/colluvium. The subsurface conditions exposed were generally as anticipated per our preliminary geotechnical reports (GSI, 2001 b and 2002i). GROUNDWATER Naturally occurring groundwater was encountered during rough grading within those portions of the roadway underlain with Quaternary alluvium (Map symbol Qal, see Plates 1 through 14), at depths generally less than 15 feet below the pre-construction grades. Earthwork construction in these areas of shallow groundwater was generally completed to depths where the moisture content of the soil was at least 85 percent of saturation. Regional groundwater should not affect the performance of the fill, provided that prudent surface and subsurface drainage practices are incorporated into the construction plans. Based on the fractured and dense nature of the granitic/metavolcanic bedrock, perched groundwater conditions may develop in the future due to rainfall, excess irrigation, homeowner altered drainage, or damaged utilities, and should be anticipated. Should manifestations of perched conditions (i.e., seepage) develop in the future, this office could assess the conditions and provide mitigative recommendations, as necessary. A discussion of subdrainage constructed during grading is presented in a later section of this report. EARTHWORK CONSTRUCTION Earthwork operations have been completed in general accordance with the City grading ordinance, recommendations provided by GSI (see the Appendix), and the guidelines provided in the field by this office. Observations during grading included removals, overexcavation, and subdrain construction along with general grading procedures and placement of compacted fills by the contractor. Calavera Hills II, LLC W.O. 3459-132-SC Calavera Hills II, College/Cannon BUD January 27, 2006 File:e:\wp9\3400\3459b2.ror GeoSoils, Inc. Page 2 Rough Grading Preparation of Existing Ground Deleterious material, such as concentrated organic matter and miscellaneous debris, were stripped from the surface and disposed of beyond the limits of grading for the subject area, prior to placing any fill. Loose surficial materials (i.e., existing topsoils and colluvium) were removed to expose competent bedrock, and/or earth material suitable for the support of compacted fill, in all areas to receive fill. Within alluvial areas, where the thickness, of alluvium to be left in place was generally greater than 15feetwick drains were installed in general accordance with GSl (2002d) and per the manufacturers guidelines. The purpose of the wick drains was to facilitate settlement of the alluvial soil left in place. Wick drains were approximately located within Cannon Road, Stations 125 to 128+60 , and Stations 152+12 to 161-, and College Boulevard, Stations 108+00 to 114. The general distribution of the wick drains is also shown on Plates 1, 4, 5, 6, 13, and 14. In order to facilitate the construction of underground utilities within portions of College Boulevard (primarily due to rock hardness and potential transitions between trench fill and bedrock), the street area was undercut to approximately 1 foot below the lowest utility invert elevation Undercut areas are generally located within plan cut areas of College Boulevard, between Stations 63 through 106 +50 , as determined solely by the client/contractor. In areas where conventional cut and fill grading techniques were not feasible due to rock hardness, drill-and-shoot blasting techniques were utilized. These techniques were used where dense, non-rippable rock occurred above an approximate depth equivalent to 1 foot below the lowest utility invert elevation. Blasting operations occurred within plan cut areas underlain by granhtic/metavolcanic bedrock, generally within College Boulevard, between Stations 63 and 106+50. ' Subsequent to completing removals, areas to receive compacted fill were scarified, moisture conditioned, and then compacted to attain a minimum relative compaction of 90 percent. These areas were then brought to grade with fill compacted to a minimum 90 percent relative compaction. All processing of original ground in areas to receive fill, shown on Plates 1 through 14, was observed by a representative of GSI. Calavera Hills H, LLC W.O. 3459-132-SC Calavera Hills II, College/Cannon BUD January 27, 2006 FiIe:e:\wp9\3400\3459b2.ror Page 3 GeoSoils, Inc. Fill Placement Fill consisted of onsite and import materials which were placed in thin lifts, approximately 4 to 8 inches in thickness, brought to at least optimum moisture content, and compacted to attain a minimum 90 percent relative compaction. Compaction test results of fills are presented in the attached Table 1. The preparation of some of these fill materials included processing of shot rock and oversize rock through a rock crusher. This process generally produced "4- to 5-inch minus" (in one direction) material, in general accordance with guidelines presented in GSI (2002c). Rock "disposal areas," containing oversize materials, were placed in the vicinity of Cannon Road, Stations 134 to 142, and College Boulevard, Stations 108to 115+00. These materials were routinely placed no closer than about 10 feet from finish street subgrade. Fill materials generated onsite, orwithinthe larger Calavera Hills development from either raw excavation or produced at the crusher site,-'have been placed in general accordance with recommendations presented in GSI (2002c). An additional criteria, developed for this project during grading, has included gradation testing (in general accordance with ASTM D-422) of stockpiled materials produced from the rock crusher (GSI, 2003d). This testing has been performed in order to evaluate the percentage of "fines" included in the stockpile material. For this project, "fines" are considered to be earth materials that are 3/4 inch in diameter, or finer. Suitable soil fills are considered to consist of earth materials generally with at least ±40 percent finer than 3/4 of an inch (GSI, 2002c and 2003d). Based on our testing and observation, a suitable material gradation appears to have been produced and utilized onsite. Canyon Subdrains Prior to placement of fill, a canyon subdrain, consisting of 6-inch diameter (Schedule 40) PVC pipe, was placed within canyon/natural drainage areas located in the general vicinity of College Boulevard, Station 96, which is part of a larger drain system that begins within Calavera Hills II, Village X to the west, and extends offsite to the east, beneath Calavera Hills II, Village W, to a outlet on the east side of Village W. Subdrain construction was performed in general accordance with GSI guidelines. The approximate location of the subdrain is shown on Plate 110. Wick Drains In order to facilitate the settlement of alluvial soils underlying compacted fill, wick drains were installed per manufacturers guidelines, and in general accordance with GSI (2002d). Wick drains were located within Cannon Road, Stations 125 to 128, and Stations 152- to 161, and College Boulevard, Stations 108 to 114-. The approximate limits of the wick drain installation are shown on Plates 1, 4, 5, 6, 13, and 14. Calavera Hills II, LLC W.O. 3459-132-SC Calavera Hills II, College/Cannon BUD January 27, 2006 File:e:\wp9\3400\3459b2.ror GeoSoils, Inc. Page 4 Slopes Planned Slopes Graded slopes constructed under the purview of this report should perform satisfactorily with respect to gross and surficial stability, provided that these slopes are properly maintained, and are subject to the normal prevailing semi-arid climatic conditions. Fill slopes, constructed under the purview of this report, were provided with a keyway excavated into suitable earth material in general accordance with GSI recommendations. Cut slopes were constructed using cut and fill grading techniques and/or blasting, and exposed dense igneous and/or metavolcanic rock. Temporary Slopes Temporary construction slopes may be constructed at a gradient of 1:1 (horizontal:vertical [h:v]), or flatter, in compacted fill, and 1/2:1 (h:v) in suitable bedrock material (provided adverse geologic structures are not present, as evaluated by GSI prior to workers entering trenches). Utility trenches may be excavated in accordance with guidelines presented in Title 8 of the California Code of Regulations for Excavation, Trenches, and Earthwork, with respect to Type B soil (compacted fill) and stable rock (bedrock). Construction materials and/or stockpiled soil should not be stored within 5 feet from the top of any temporary slope. Temporary/permanent provisions should be made to direct any potential runoff away from the top of temporary slopes. Natural Slopes Natural slopes should perform satisfactorily with respect to gross and surficial stability, provided they are subject to the normal prevailing semi-arid climatic conditions. An analysis of natural slope stability has been completed under separate cover (GSI, 1998a and 1998b). Field Testing Field density tests were performed using the sand-cone method (ASTM D-1 556) and nuclear (densometer) method (ASTM D-2922). Tests taken for the entire Calavera Hills project were taken in consecutive numerical order. Only tests within the subject street areas are presented in Table 1 at the end of this report. The approximate locations of field density tests are shown on the Field Density Test Location Maps, Plates 1 through 14, which utilize the 40-scale grading plans (Sheets 11 through 24), prepared by O'Day Consultants (2002), as a base map. Field density tests were taken at periodic intervals and random locations to check the compactive effort provided by the contractor. Based on the operations Calavera Hills II, LLC W.O. 3459-1312-SC Calavera Hills II, College/Cannon BUD January 27, 2006 File: e:\wp9\3400\3459b2.ror Page 5 GeoSoils, Inc. observed, test results presented herein are considered representative of the fills observed under the purview of this report. Visual classification of the soils in the field, as well as random laboratory testing, was the basis for determining which maximum dry density value to use for a given density test. Fills containing a high percentage of rock were periodically inspected using dozer pits in order to verify adequate moisture content and relative compaction. Testing and observations were performed on a full-time basis. LABORATORY TESTING Moisture-Density Relations The laboratory maximum dry density and optimum moisture content for each major soil type was determined according to test method ASTM D-1 557. The following table presents the test results: SOIL TYPE ! MAXIMUM DRY I DENSITY (pcf) OPTIMUM MOISTURE CONTENT (%) A - Dark Brown, Silty SAND 120.5 13.0 B - Light Brown, Silty SAND 128.0 10.0. C - Light Brown, Silty SAND 126.0 11.0 D - Light Gray, Silty SAND 125.5 10.5 E - Dark Brown, Silty GRAVEL 130.0 11.0 G - Brownish Gray, Gravelly Silt 131.0 10.0 I - Brown, Silty SAND w/Gravel (processed material) 134.0 8.5 J - Brownish Gray, Gravelly SAND w/SILT 134.0 8.0 Calavera Hills II, LLC W.O. 3459-B2-SC Calavera Hills II, College/Cannon BUD January 27, 2006 FiIe:e:\wp9\3400\3459b2.ror GeoSoils, Inc. Page 6 DEVELOPMENT CRITERIA Slope Deformation General Compacted fill slopes, designed using customary factors of safely for gross or surficial stability, and constructed in general accordance with the design specifications, should be expected to undergo some differential vertical heave, or settlement, in combination with differential lateral movement in the out-of-slope direction, after grading. This post-construction movement occurs in two forms: slope creep; and, lateral fill extension (LEE). Slope Creep Slope creep is caused by alternate wetting and drying of the fill soils which results in slow downslope movement. This type of movement is expected to occur throughout the life of the slope, and is anticipated to potentially affect improvements or structures (i.e., separations and/or cracking), placed near the top-of-slope, generally within a horizontal distance of approximately 15 feet, measured from the outer, deepest (bottom outside) edge of the improvement, to the face of slope. The actual width of the zone affected is generally dependant upon: 1) the height of the slope; 2) the amount of irrigation/rainfall the slope receives; and, 3) the type of materials comprising the slope. This movement generally results in rotation and differential settlement of improvements located within the creep zone. Suitable mitigative measures to reduce the potential for distress due to lateral deformation typically include: setback of improvements from the slope faces (per the Uniform Building Code [UBC] and/or California Building Code [CBC], International Conference of Building Officials [lCBO], 1997 and 2001); positive structural separations (i.e., joints) between improvements; and, stiffening and deepening of foundations. Per Section 1806.5.3 of the 1997 UBC, a horizontal setback (measured from the slope face to the outside bottom edge of the improvement) of H/3 is provided for structures, where H is the height of the fill slope in feet and H/3 need not be greater than 40 feet. Alternatively, in consideration of the discussion presented above, site conditions and Section 1806.5.6 of the 1997 UBC, H/3 generally need not be greater than 20 feet for the Calavera Hills II development. Lateral Fill Extension (LFE) LFE occurs due to deep wetting from irrigation and rainfall on slopes comprised of expansive materials. Based on the predominantly very low expansive character of onsite soils, the potential component of slope deformation due to LFE is considered minor, but may not be totally precluded. Although some movement should be expected, long-term movement from this source may be minimized, but not eliminated, by placing the fill Calavera Hills II, LLC W.O. 3459-82-SC Calavera Hills II, College/Cannon BUD January 27, 2006 File: e:\wp934OO\3459b2.ror Page 7 GeoSoils, Inc. throughout the slope region, wet of the fill's optimum moisture content. During grading of the site, GSl observed fill soil moisture contents during fill placement and compaction. Our observations indicate that the moisture content of the fill is generally above the soils optimum moisture content, in accordance with our recommendations. Summary It is generally not practical to attempt to eliminate the effects of either slope creep or LFE. Suitable mitigative measures to reduce the potential of lateral deformation typically include: setback of improvements from the slope faces (per the 1997 UBC and/or 2001 CBC); positive structural separations (i.e., joints) between improvements; stiffening; and, deepening of foundations. All of these measures are recommended for design of structures and improvements and minimizing the placement of "dry" fills. The ramifications of the above conditions, and recommendations for mitigation, should be provided to each owner, any interested parties, and/or any homeowners association. Slope Maintenance and Planting Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overly wet conditions. Positive surface drainage, away from slopes, should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Over-watering should be avoided as it can adversely affect site improvements and cause perched groundwater conditions. Graded slopes constructed utilizing onsite materials would be erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Compaction to the face of fill slopes would tend to minimize short-term erosion until vegetation is established. Plants selected for landscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Jute-type matting, or other fibrous covers, may aid in allowing the establishment of a sparse plant cover. Utilizing plants other than those recommended above will increase the potential for perched water, staining, mold, etc. to develop. A rodent control program to prevent burrowing should be implemented. Irrigation of natural (ungraded) slope areas is generally not recommended. These recommendations regarding plant type, irrigation practices, and rodent control should be provided to each homeowner. Over-steepening of slopes should be avoided during building construction activities and landscaping. Drainage Adequate surface drainage is a very important factor in reducing the likelihood of adverse performance of pavements, hardscape, and slopes. Surface drainage should be sufficient to prevent ponding of water, and especially near structures and tops of slopes. Surface drainage should be carefully taken into consideration during fine grading, landscaping, and construction. Therefore, care should be taken that future landscaping or construction Calavera Hills II, LLC W.O. 3459-132-SC Calavera Hills II, College/Cannon BUD January 27, 2006 Fi1e:e:\wp9\3400\3459b2.ror Page 8 GeoSoils, Inc. activities do not create adverse drainage conditions. Positive site drainage within streets and common areas should be provided and maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from improvements and not allowed to pond and/or seep into the ground. In general, the area within 3 feet around a structure should slope away from the structure (GSI, 2003d). We recommend that unpaved landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures. Drainage should be directed toward the Street or other approved area(s). Drainage devices should outlet a minimum of 3 feet from structures (GSI, 2003d) or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Erosion Control Cut and fill slopes will be subject to surficial erosion during and after grading. Onsite earth materials have a moderate to high erosion potential. Consideration should be given to providing hay bales and silt fences for the temporary control of surface water, from a geotechnical viewpoint. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect proposed site improvements. Graded slope areas should be planted with drought resistant vegetation. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint, leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided the recommendations contained in this report are incorporated into final design and construction, and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions, along zones of contrasting permeabilities, may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged, utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Calavera Hills II, LLC W.O. 3459-132-SC Calavera Hills II, College/Cannon BUD January 27, 2006 FiIee:\wp9\3400\3459b2.ror Page 9 GeoSoils, Inc. Site Improvements If in the future, any additional improvements (e.g., pavements, flatwork, utilities, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. This office should be notified in advance of any fill placement, grading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfllls. Additional Grading This office should be notified in advance of any fill placement, supplemental regrading of the site, or trench backfilling after rough grading has been completed. This includes completion of grading in the street and parking areas and utility trench and retaining wall backfills. Trenching Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and minimally conform to CAL-OSHA and local safety codes. Utility Trench Backfill All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. Observation, probing and testing should be provided to evaluate the desired results. Exterior trenches adjacent to, and within areas extending below a 1:1 plane projected from the outside bottom edge of any settlement sensitive improvement, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to evaluatethe desired results. All trench excavations should conform to CAL-OSHA and local safety codes. Calavera Hills II, LLC W.O. 3459-132-SC Calavera Hills It, College/Cannon BUD January 27, 2006 FiIe:e:\wp9\34003459b2.ror Page 10 GeoSoils, Inc. 4. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages: During grading/recertification. After excavation of buildingfootings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. Prior to pouring any slabs or flatwork, after p resoaki n g/presatu ration of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor barriers (i.e., visqueen, etc.). During retaining wall subdrain installation, prior to backfill placement. During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. During slope construction/repair. When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. When any developer or homeowner improvements, such as flatwork, walls, etc., are constructed. A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. Calavera Hills II, LLC W.O. 3459-132-SC Calavera Hills II, College/Cannon BUD January 27, 2006 File: e:\wp9\3400\3459b2.ror Page 11 GeoSoils, Inc. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, architect, landscape architect, wall designer, etc. should review the recommendations provided herein, incorporate these recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. PLAN REVIEW Any additional project plans generated for this project should be reviewed by this office, prior to construction, so that construction is in accordance with the conclusions and recommendations of this report. LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is express or implied. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSl is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this project. Calavera Hills II, LLC W.O. 3459-132-SC Calavera Hills II, College/Cannon BUD January 27, 2006 FiIe:e:\wp9\3400\3459b2.ror Page 12 GeoSoils, Inc. GeoSoils, I Respectfully s No.1934 l Certified Engineering Geoiogist Robert G. Crisma F ChL' Engineering Geologist, CEG 1934 JPF/DWS/jk/jh No. RCE 47857 rn CV- q David W. Skelly OF c IN '0 Civil Engineer, RCE 47 The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to call our office. Attachments: Table 1 - Field Density Test Results Appendix - References Plates 1 through 14 - Field Density Test Location Maps Distribution: (4) Addressee Calavera Hills II, LLC W.O. 3459-B2-SC Calavera Hills II, College/Cannon BUD January 27, 2006 Fi1e:e:\wp9\3400\3459b2.ror GeoSoils, Inc. Page 13 Table 1 FIELD DENSITY TEST RESULTS ::TEST NO DA1.E:. iELEV OR DEPTH (ft MC.ISTURE CONTENT (%) DR : DENSITY (pcf) ..RELI COMP (%) TE$T METHOD XX SOIL TYPE 2,946 1/10/03 College Blvd 75+30 322.0 13.6 121.9 93.8 ND E 247 1/10/03 College Blvd 74+00 323.0 11.0 123.0 94.6 ND E 248 1/10/03 College Blvd 74+80 325.0 11.2 120.8 92.9 ND E 249 1/10/03 College Blvd 73+50 332.0 11.8 118.8 91.4 ND E 250 1/10/03 College Blvd 72+80 336.0 11.9 121.6 93.5 ND E 251 1/10/03 College Blvd 73+20 335.0 12.0 120.5 92.7 ND E 252 1/10/03 College Blvd 76+50 310.0 11.1 122.2 94.0 SC E 253 1/13/03 College Blvd 74+70 307.0 11.2 120.1 92.4 ND E 254 1/13/03 College Blvd 75+30 311.0 11.0 121.8 93.7 ND E 255 1/13/03 College Blvd 74+90 309.0 11.0 125.6 96.6 ND E 257 1/13/03 Slope Bldg 10 268.0 11.8 119.3 91.8 ND E 267 1/14/03 College Blvd 76+90 311.0 11.9 121.7 93.6 ND E 268 1/14/03 College Blvd 79+00 314.0 11.8 122.3 94.1 ND E 269 1/14/03 College Blvd 75+50 317.0 12.0 120.3 92.5 ND E 274 1/15/03 College Blvd 74+00 309.0 10.9 121.6 92.8 ND G 275 1/15/03 College Blvd 73+50 313.0 11.8 122.7 93.7 ND G 276 1/15/03 College Blvd 74+30 316.0 11.2 125.0 95.4 ND G 278 1/15/03 College Blvd 76+30 312.0 12.2 122.0 93.1 ND C 279 1/15/03 College Blvd 76+00 313.0 12.8 120.8 92.2 ND C 280 1/15/03 College Blvd 76+00 316.0 11.8 120.6 92.1 ND C 297 1/17/03 College Bldg 77+50 305.0 11.9 123.0 93.9 SC C 298 1/17/03 College Bldg 77+30 304.0 11.2 124.3 94.9 ND C 299 1/17/03 College Bldg 78+00 302.0 11.0 122.4 93.4 ND C 397 1/27/03 Toe Slope Rear Lot 24 166.0 11.6 116.4 90.9 ND B 439 2/5/03 College Blvd 73+20 321.0 14.6 110.5 91.7 ND A 440 2/5/03 College Blvd 74+50 322.0 13.9 111.1 92.2 1 ND A 441 2/5/03 College Blvd 73+20 324.0 13.2 110.1 91.4 ND A 503 2/7/03 College Blvd 75+00 320.0 10.2 122.7 93.7 ND C 504 217/03 College Blvd 73+50 328.0 10.0 123.1 94.0 ND C 530 2/21/03 Canyon 96+85 170.0 13.6 109.4 90.8 ND A 532 2/21/03 College Blvd 96+50 175.0 13.1 108.7 90.2 ND A 539 2/27/03 Lot 15 165.0 12.4 114.5 90.9 SC C 545 2/28/03 Lot 15 172.0 13.2 114.5 90.9 ND C 547 2/28/03 Lot 15 174.0 11.7 115.8 91.9 SC C 600 3/3/03 College Blvd 99+80 170.0 10.8 118.1 92.3 ND B 601 3/3/03 College Blvd 96+70 177.0 11.9 117.3 93.1 ND C 602 3/3/03 College Blvd 98+50 170.0 12.2 115.4 91.6 ND C 603 3/3/03 College Blvd 96+10 180.0 12.1 114.9 91.2 ND C 604 3/3/03 College Blvd 98+50 173.0 11.9 117.8 93.5 ND C 605 3/3/03 College Blvd 97+90 180.0 12.1 114.9 91.1 ND C 606 3/3/03 College Blvd 99+00 172.0 13.6 115.7 91.8 ND C 607 3/3/03 College Blvd 98+40 177.0 12.0 113.7 90.2 ND C 608 3/3/03 College Blvd 99+00 184.0 11.7 118.2 93.8 Sc 609 3/4/03 Lot 117 175.0 12.1 120.0 91.6 ND AG 613 3/4/03 Basin Lot 14 178.0 10.8 119.7 91.4 ND Calavera Hills II, LLC W.O. 3459-B2-SC Calavera Hills II, College/Cannon January 2006 File: C:\excel\tables\3400\3459b2.ror Page 1 GeoSoils, Inc. Table 1 FIELD DENSITY TEST RESULTS F;ES1 NO :DATE:. TE51L0C.AT' EI1E.: OR DEPTH (ft) 1 IC ISTURE CONTENT (%) DENSITY (pci) COMP (%) .: tEST METHOD .S.C:IL TYPE 614 3/5/03 College Blvd 100+50 160.0 13.9 115.2 91.4 ND C 615 3/5/03 College Blvd 101+00 159.0 14.2 114.7 91.0 ND C 616* 3/5/03 College Blvd 100+20 165.0 10.1 104.2 82.7 ND C 616A 3/5/03 College Blvd 100+20 165.0 12.6 113.7 90.2 ND C 618 3/5/03 College Blvd 100+80 168.0 11.9 116.6 92.5 ND C 621 3/6/03 Lot 15 179.0 11.2 115.7 91.8 ND C 629 3/7/03 College Blvd 99+00 179.0 10.6 118.6 94.5 ND D 630 3/7/03 College Blvd 100+00 173.0 12.2 114.9 91.2 ND C 631 3/7/03 College Blvd 97+20 186.0 11.8 115.9 92.0 ND C 632 317/03 College Blvd 95+20 202.0 10.8 113.3 90.3 ND D 684 3/12/03 Choker, College Blvd 99+00 182.0 14.3. 108.7 90.2 ND A 685 3/12/03 College Blvd 100+85 170.0 14.1 109.5 90.9 NO A 963 5/1/03 Cannon Rd 162+50 60.0 13.9 109.7 91.0 ND A 969 5/1/03 College Blvd 117+00 64.0 14.3 109.1 90.5 SC A 972 5/2/03 Cannon Rd 162+75 63.0 14.9 112.3 93.2 SC A 963* 5/6/03 Cannon Rd 164+20 65.0 11.5 111.1 86.8 ND B 983A 5/6/03 Cannon Rd 164+20 65.0 11.6 116.2 90.8 ND B 984 5/6/03 Cannon Rd 164+40 62.0 10.2 115.8 90.5 ND B 985 5/6/03 College-Cannon Intersection 70.0 10.2 117.5 91.8 ND B 986 5/6/03 College Blvd 117+40 72.0 10.7 118.5 92.6 ND B 987 5/6/03 College Blvd 163+60 69.0 10.5 120.4 94.1 SC B 988 5/6/03 College-Cannon Intersection 67.0 10.1 116.5 91.0 ND B 989* 5/6/03 College Blvd 117+00 70.0 9.2 113.2 88.4 ND B 989A 5/6/03 College Blvd 117+00 70.0 11.1 115.8 90.5 ND B 990 5/6/03 Cannon Rd 163+00 70.0 10.0 115.5 90.2 SC B 991 5/7/03 College Blvd 112+90 75.0 14.2 111.2 92.3 ND A 992 5/7/03 College Blvd 11+20 79.0 13.1 110.3 91.5 ND A 993 5/7/03 College Blvd 116+10 71.0 10.0 116.0 90.6 SC B 994 5/7/03 Berm Cannon Rd 162+50 73.0 10.2 117.0 91.4 ND B 995 5/7/03 Berm Cannon Rd 163+40 75.0 10.4 116.4 90.9 ND B 1003 5/9/03 E. Choker, College Blvd 73+50 333.0 9.8 121.8 90.9 ND l 1004 5/9/03 E. Choker, College Blvd 76+00 319.0 8.6 123.0 91.8 ND 1005 5/9/03 E. Choker, College Blvd 72+90 339.0 8.8 122.2 91.2 ND 1006 5/9/03 E. Choker, College Blvd 77+00 314.0 9.9 123.8 92.4 ND 1114 5/28/03 Cannon Rd 152+75 58.0 11.9 116.0 90.6 ND B 1115 5/28/03 Cannon Rd 152+50 62.0 12.3 116.4 90.9 ND B 1116 5/28/03 Cannon Rd 152+60 60.0 10.9 116.7 91.2 SC B 1117 5/29/03 S. Slope Fill College Blvd 107+00 80.0 11.0 117.9 90.7 ND E 1118 5/29/03 S. Slope Fill College Blvd 107+90 83.0 11.1 118.2 90.9 ND E 1119 5/29/03 S. Slope Fill College Blvd 109+00 77.0 11.0 119.1 91.6 ND E 1120 5/29/03 S. Slope Fill College Blvd 110+90 78.0 12.6 117.7 90.5 ND E 1121 5/29/03 S. Slope Fill College Blvd 111+50 83.0 13.2 118.2 90.9 ND E 1122 5/29/03 S. Slope Fill College Blvd 112+90 80.0 12.4 119.3 91.8 ND E 1123 5/30/03 S. Side College Blvd 107+00 88.0 12.2 117.1 90.1 ND E 1124 5/30/03 1 S. Side College Blvd 108+50 90.0 11.0 119.5 91.9 ND E Calavera Hills II, LLC W.O. 3459-132-SC Calavera Hills II, College/Cannon January 2006 File: C:\excel\tables\3400\3459b2.ror Page 2 GeoSoIls, Inc. Table 1 FIELD DENSITY TEST RESULTS 1!ES1.: NO OR DEPTH (ft .RE. CONTENT (%) DENSITV (pcf) COMP (%) METHOD SOiL TYPE 1125 5/30/03 S. Side College Blvd 110+00 86.0 11.4 120.1 92.4 ND E 1126 5/30/03 S. Side College Blvd 111+00 87.0 11.0 118.3 91.0 ND E 1132 5/30/03 N. College Blvd 112+00 73.0 11.7 117.5 90.4 SC E 1133 5/30/03 N. College Blvd 110+20 75.0 12.8 119.2 91.7 ND E 1134 5/30/03 N. College Blvd 109+00 77.0 12.2 119.6 92.0 ND E 1216 6/9/03 N. Shoulder Cannon Rd 155+50 270.0 14.3 110.9 92.0 ND A 1217 6/9/03 N. Shoulder Cannon Rd 154+50 271.0 14.1 112.1 93.0 1 ND A 1218 6/9/03 N. Shoulder Cannon Rd 153+50 270.0 14.2 109.7 91.0 ND A 1219 6/10/03 Cannon Rd 150+00 262.0 13.5 109.7 91.0 ND A 1220 6/10/03 Cannon Rd 151+50 263.0 13.0 110.9 92.0 ND A 1221 6/10/03 Cannon Rd 149+00 264.0 : 13.1 112.1 . 93.0 ND A 1222 6/10/03 Cannon Rd 149+50 260.0 13.0 109.7 91.0 ND A 1223 6/9/03 College Blvd 106+60 119.0 11.9 116.0 90.6 ND B 1224* 6/9/03 College Blvd 107+80 105.0 10.0 106.1 82.9 ND B 1224A 6/9/03 College Blvd 107+80 105.0 10.6 118.5 92.6 ND B 1225 6/9/03 College Blvd 102+50 140.0 12.2 115.6 90.3 ND B 1226 6/9/03 College Blvd 105+00 129.0 10.9 117.1 91.5 ND B 1227 6/9/03 College Blvd 107+ 60 113.0 12.3 116.2 90.8 1 ND B 1228 6/9/03 College Blvd 104+00 142.0 10.8 115.5 90.2 ND B 1229 6/9/03 College Blvd 103+00 147.0 11.3 116.6 91.1 ND B 1230 6/9/03 College Blvd 110+60 80.0 11.9 123.8 96.7 ND B 1231 6/9/03 College Blvd 110+60 77.0 11.4 115.6 90.3 ND B 1232 6/9/03 College Blvd 110+60 82.0 11.0 118.3 92.4 ND B 1242 6/18/03 S. Slope Cannon Rd 158+00 371.0 13.2 112.1 93.0 ND A 124.3 6/18/03 S. Slope Cannon Rd 156+00 374.0 13.0 113.3 94.0 ND A 1244 6/18/03 N. Side College Blvd 113+00 79.0 14.8 108.7 90.2 ND A 1245 6/18/03 N. Side College Blvd 111+80 85.0 13.6 109.4 90.8 ND A 1247 6/18/03 College Blvd 111 +90 83.0 14.0 113.0 93.8 ND A 1248 6/18/03 College Blvd 113+30 81.0 13.9 110.9 92.0 ND A 1249 6/18/03 College Blvd 111+00 90.0 14.2 110.3 91.5 ND A 1250 6/18/03 . College Blvd 112+50 86.0 14.1 112.4 93.3 ND A 1251 6/18/03 College Blvd 111+50 93.0 13.7 111.7 92.7 ND A 1252 6/19/03 N. Side College Blvd 114+40 72.0 14.9 109.5 90.9 ND A 1253 6/19/03 N. Side College Blvd 113+20 75.0 13.6 109.7 91.0 SC A 1259 6/19/03 N. Side Access Rd 80.0 15.9 . 108.8 90.3 ND A 1261 6/20/03 College Blvd 112+50 389.0 13.0 112.1 93.0 ND A .1262 6/20/03 College Blvd 113+00 388.0 13.1 110.9 92.0 ND A 1263 6/20/03 N. Side College Blvd 111+00 (Access Rd) 83.0 14.9 111.7 92.7 1 ND A 1278 6/27/03 Cannon Rd 126+00 339.0 13.3 109.7 91.0 ND A 1279 6/27/03 Cannon Rd 127+00 340.0 13.0 110.9 92.0 ND A 1280 6/27/03 Cannon Rd 128+50 . 341.0 13.2 109.7 91.0 ND A 1306 6/30/03 Toe Slope E. College Blvd 64+50 362.0 12.3 113.8 90.3 ND C 1307 6/30/03 Toe Slope E. College Blvd 63+90 361.0 12.6 114.7 91.0 ND C 1308 6/30/03 Toe Slope E. College Blvd 64+00 365.0 13.0 114.4 90.8 SC C 1332 7/1/03 College Blvd 63+20 366.01 11.9 113.3 90.3 SC D Calavera Hills II, LLC W.O. 3459-132-SC Calavera Hills II, College/Cannon January 2006 File: C:\excel\tables\3400\3459b2ror Page 3 GeoSoils, Inc. Table 1 FIELD DENSITY TEST RESULTS NO !TES1.T CAT OR DEPTH (ft) :MCIS URE:,:D'RY'::'. CONTENT (%) DENSITY (pcf) .' REL : OMP (%) METHOD SIQlI,: TYPE 1333 7/1/03 College Blvd 64+80 367.0 11.8 114.0 90.8 ND D 1334* 7/1/03 College Blvd 63+50 369.0 12.2 109.1 86.9 ND D 1334A 7/1/03 College Blvd 63+50 369.0 10.9 113.1 90.1 ND 0 1335 6/30/03 Cannon Rd 126+00 340.0 13.0 112.1 93.0 ND A 1336 6/30/03 Cannon Rd 127+00 341.0 13.1 109.7 91.0 ND A 1337 6/30/03 Cannon Rd 128+00 343.0 13.0 110.9 92.0 ND A 1338 6/30/03 Cannon Rd 127+50 342.0 13.2 112.1 93.0 ND A 1339 6/30/03 Cannon Rd 126+50 340.0 13.0 109.7 91.0 ND A 1373 7/3/03 College Blvd 63+60 371.0 11.3 118.3 91.0 - ND E 1374 7/3/03 Colelge Blvd 64+50 372.0 11.3 121.8 93.7 ND E 1375 7/3/03 College Blvd 64+70 374.0 11.8 122.5 94.2 ND E 1376 7/3/03 College Blvd 63+90 375.0 12.2 ' 120.9 93.0 ND E 1379 7/3/03 S. Cannon Rd 126+50 44.0 14.0 110.7 91.9 SC A 1380 7/3/03 S. Cannon Rd 128+00 42.0 14.0 111.6 92.6 SC A 1381 7/3/03 S. Cannon Rd 127+50 46.0 14.6 111.5 92.5 SC A 1382 7/9/03 Cannon Rd 149+00 268.0 13.1 112.1 93.0 ND A 1383 7/9/03' Cannon Rd 150+50 266.0 13.2 110.9 92.0 ND A 1384 7/9/03 Cannon Rd 152+50 266.0 13.0 112.1 93.0 ND A 1385 7/9/03 Cannon Rd 154+00 267.0 13.0 109.7 91.0 ND A 1391 7/16/03 College Blvd 71+80 346.0 9.9 124.5 92.9 ND I 1392 7/16/03 College Blvd 70+10 356.0 10.8 125.2 93.4 ND I 1393 7/16/03 College Blvd 68+00 364.0 10.2 125.4 93.6 ND I 1394 7/21/03 College Blvd 72+40 339.0 10.9 125.8 93.9 ND I 1395 7/21/03 College Blvd 69+30 360.0 ' 11.4 126.8 94.6 ND 1396 7/21/03 College Blvd 65+80 371.0 11.2 124.2 92.7 ND I 1398 7/21/03 College Blvd 71+00 352.0 12.0 124.5 92.9 ND 1399 7/21/03 College Blvd 69+00 363.0 11.8 127.0 94.8 ND I 1400 7/21/03 College Blvd 66+75 367.0 11.9 123.4 92.1 ND 1407 7/23/03 Cannon Rd 158+50 69.0 14.9 114.2 94.8 ND A 1408 7/23/03 Cannon Rd 156+50 71.0 13.2 112.4 93.3 ND A 1409 7/23/03 Cannon Rd 154+50 73.0 13.6 114.7 95.2 ND A 1410 7/23/03 Cannon Rd 148+00 73.0 ' 14.4 111.7 92.7 ND A 1411 7/23/03 Cannon Rd 145+30 65.0 13.2 111.9 92.9 ND A 1412 7/23/03 Cannon Rd 141+10 61.0 13.6 109.8 91.1 SC A 1413 7/23/03 Cannon Rd 142+00 50.0 14.1 108.8 90.3 ND A 1414 7/23/03 Cannon Rd 141+10 58.0 14.5 109.5 90.9 SC A 1415 7.123/03 Cannon Rd 141+10 54.0 14.3 111.5 92.5 SC A 1418 7/24/03 Cannon Rd 148+50 66.0 13.2 109.5 90.9 ND A 1419 7/24/03 Cannon Rd 149+50 60.0 14.9 110.4 91.6 ND A 1420 7/24/03 Cannon Rd 150+30 64.0 13.9 111.7 92.7 ND A 1421 7/24/03 Cannon Rd 149+60 67.0 14.7 111.0 92.1 ND A 1422 7/25/03 College Blvd 64+60 375.0 12.4 124.2 92.7 ' ND l 1423 7/25/03 College Blvd 66+50 372.0 11.2 122.6 91.5 ND I 1424 7/25/03 E. College Blvd 68+50 366.0 11.5 126.8 94.6 ND ' 1426 7/25/03 E. College Blvd 72+00 348.0 10.8 121.0 90.3 ND I Calavera Hills II, LLC W.O. 3459-B2-SC Calavera Hills II, College/Cannon January 2006 File: C:\excel\tables\3400\3459b2.ror Page 4 GeoSoils, Inc. Table 1 FIELD DENSITY TEST RESULTS T:EST. NO ;.DATE I TEST.LO , I;EiEV OR DEPTH (ft\ MCJSJLJRE. CONTENT (%) DENSITY (pcf) ..•IRE.L:: COMP (%) EST: METHOD ______ :SOI!L TYPE 1427 7/29/03 N. Choker, Cannon Rd 150+50 73.0 14.7 112.1 93.0 ND A 1428 7/29/03 N. Choker, Cannon Rd 149+50 74.0 14.8 110.9 92.0 ND A 1429 7/29/03 N. Choker, Cannon Rd 148+00 71.0 14.9 110.9 92.0 ND A 1430 7/29/03 N. Choker, Cannon Rd 146+50 69.0 14.6 112.1 93.0 ND A 1431 7/29/03 N. Choker, Cannon Rd 145+60 68.0 14.7 110.9 92.0 ND A 1432 7/30/03 N. Side Choker, Cannon Rd 144+00 56.0 15.8 110.1 91.3 ND A 1433 7/30/03 N. Side Choker, Cannon Rd 142+00 54.0 16.8 109.3 90.7 ND A 1434 7/31/03 S. Side Choker, Cannon Rd 142+00 54.0 15.9 110.0 91.2 ND A 1435 7/31/03 S. Side Choker, Cannon Rd 141 +00 53.0 16.1 109.1 90.5 ND A 1436 7/31/03 S. Side Choker, Cannon Rd 144+00 56.0 16.6 108.6 90.1 ND A 1437 7/31/03 S. Side Choker, Cannon Rd 143+00 55.0 15.8 109.8 91.1 ND A 1438 8/4/03 College Blvd 77+20 310.0 9.8 121.8 90.9 ND I 1439 8/4/03 College Blvd 76+10 320.0 9.3 124.2 92.7 ND I 1440 8/4/03 College Blvd 75+30 326.0 10.2 122.1 91.1 ND I 1441 8/4/03 Cannon Rd 132+00 40.0 15.8 121.0 90.3 ND I 1442 8/4/03 Cannon Rd 77+40 313.0 10.1 120.9 90.2 ND I 1443 817/03 Cannon Rd 144+00 60.0 14.9 111.7 92.7 ND A 1444 8/7/03 Cannon Rd 142+00 61.0 13.2 112.7 93.5 ND A 1445 8/7/03 Cannon Rd 140+00 56.0 14.6 110.6 91.8 ND A 1446 8/7/03 Cannon Rd 139+40 (Center) 49.0 13.6 114.2 94.8 SC A 1447 8/7/03 S. Choker, Cannon Rd 143+50 63.0 15.8 109.8 91.1 ND A 1448 8/7/03 S. Choker, Cannon Rd 141+30 62.0 14.2 110.6 91.8 ND A 1449 8/7/03 Cannon Rd 137+70 (Center) 45.0 14.4 112.3 93.2 ND A 1450 8/8/03 Cannon Rd 136+30 44.0 14.2 109.7 91.0 ND A 1451 8/8/03 Cannon Rd 137+00 50.0 15.0 111.6 92.6 SC A 1457 8/13/03 S. Choker, Cannon Rd 138+00 52.0 14.9 112.5 93.4 ND A 1458 8/13/03 Cannon Rd 137+00 (Access Rd) 50.0 13.0 111.6 92.6 ND A 1459 8/13/03 Cannon Rd 138+75 55.0 13.2 117.9 92.1 ND B 1460 8/13/03 N. Choker, Cannon Rd 138+50 54.0 10.9 118.4 92.5 ND B 1461 8/13/03 N. Choker, Cannon Rd 140+00 56.0 12.2 116.6 91.1 ND B 1472 8/15/03 N. Cannon Rd 136+20 47.0 10.2 116.9 91.3 ND B 1473 8/15/03 S. Cannon Rd 136+10 46.0 10.6 118.4 92.5 ND B 1474 8/15/03 S. Cannon Rd 137+00 53.0 11.3 116.6 91.1 ND B 1475 8/15/03 Cannon Rd 136+00 50.0 12.0 119.9 93.7 ND B 1476 8/15/03 Cannon Rd 136+50 52.0 10.8 117.8 92.0 ND B 1477 8/15/03 Cannon Rd 134+50 45.0 11.1 119.6 93.4 SC B 1478 8/15/03 N. Cannon Rd 135+00 49.0 10.9 118.5 92.6 ND B 1487 8/19/03 E. College Blvd 78+60 296.0 10.6 124.5 92.9 ND I 1488 8/19/03 W. College Blvd 78+00 305.0 11.2 126.8 94.6 ND 1489 8/19/03 Drive B North 11+00 308.0 10.4 125.8 93.9 ND I 1490 8/19/03 E. College Blvd 78+40 303.0 10.0 125.2 93.4 ND I 1491 8/19/03 South 11+20 305.0 11.2 127.6 95.2 ND I 1492 8/19/03 Drive B 11 +50 307.0 11.0 127.0 94.8 ND I 1493 8/20/03 Rear Lot 22 200.0 11.8 120.3 91.8 ND G 1498 1 8/20/03 Rear Lots 23-24 193.0 10.9 118.2 90.2 ND G Calavera Hills II, LLC W.O. 3459-B2-SC Calavera Hills II, College/Cannon January 2006 File: C:\excel\tables\3400\3459b2.ror Page 5 GeoSoils, Inc. Table 1 FIELD DENSITY TEST RESULTS NO OR DEPTH (tt) lA(:..J.S1!JR CONTENT DENSITY COMP METHOD P Li TYPE 1563 9/8/03 Fs Slope Rear Bldg 3 347.0 10.2 118.7 92.7 ND B 1572 9/8/03 Front Lot 95 234.0 8.6 124.4 92.8 ND i 1576 9/9/03 College Blvd 90+00 239.0 8.8 124.4 92.8 ND I 1577 9/9/03 College Blvd 91+50 224.0 9.7 122.1 91.1 ND 1578 9/9/03 College Blvd 93+90 213.0 9.2 122.5 91.4 ND P 1612 9/16/03 East College Blvd 89+00 247.0 11.5 121.6 92.8 ND G 1613 9/16/03 East College Blvd 91+00 233.0 12.2 122.5 93.5 ND G 1614 9/16/03 East College Blvd 93+00 219.0 10.8 122.7 93.7 ND G 1615 9/16/03 East College Blvd 95+00 205.0 10.9 121.0 92.4 ND G 1625 9/18/03 Lot 19 235.0 9.3 122.9 91.7 Sc J 1627 9/18/03 Lot 93-94 237.0 9.9 124.0 92.5 Sc J 1655 9/23/03 College Blvd 85+80 259.0 9.9 128.4 95.8 ND J 1656 9/23/03 College Blvd 84+50 270.0 10.2 128.9 96.2 ND J 1657 9/23/03 College Blvd 87+00 255.0 9.6 130.5 97.4 ND J 1658 9/23/03 College Blvd 84+00 272.0 8.7 127.0 94.8 ND J 1659 9/23/03 College Blvd 86+00 262.0 9.2 126.1 94.1 ND J 1660 9/23/03 N. Choker, Cannon Rd 133+50 47.0 14.6 110.9 92.0 Sc A 1661 9/23/03 N. Choker, Cannon Rd 132+00 46.0 14.1 110.6 91.8 ND A 1662 9/23/03 N. Choker, Cannon Rd 130+75 46.0 13.9 109.8 91.1 ND A 1663 9/23/03 N. Choker, Cannon Rd 131+75 49.0 13.7 111.5 92.5 ND A 1664 9/23/03 N. Choker, Cannon Rd 134+50 51.0 15.0 110.5 91.7 ND A 1665 9/23/03 N. Choker, Cannon Rd 132+60 19.0 14.9 109.4 90.8 Sc A 1675 9/24/03 S. Cannon Rd 143+50- Finish Slope 59.0 14.2 113.0 93.8 ND A 1676 9/24/03 S. Cannon Rd 142+50 - Finish Slope 60.0 15.1 112.3 93.2 ND A 1677 9/24/03 S. Cannon Rd 141+20 - Finish Slope 53.0 14.0 114.4 94.9 ND A 1678 9/24/03 S. Cannon Rd 139+50 - Finish Slope 51.0 13.7 111.6 92.6 ND A 1679 9/24/03 S. Cannon Rd 138+50 - Finish Slope 53.0 13.6 111.5 92.5 Sc A 1680 9/24/03 N. Cannon Rd 139+00 - Finish Slope 48.0 13.0 113.4 94.1 ND A 1681 9/24/03 N. Cannon Rd 141+00 - Finish Slope 54.0 13.7 112.9 93.7 ND A 1682 9/24/03 N. Cannon Rd 142+00 - Finish Slope 56.0 13.2 112.3 93.2 ND A 1690 9/25/03 College Blvd 94+00 216.0 9.3 125.3 93.5 ND J 1691 9/25/03 College Blvd 96+10 200.0 8.6 124.1 92.6 ND J 1692 9/25/03 College Blvd 87+30 258.0 8.7 123.4 92.1 ND J 1693 9/25/03 College Blvd 90+00 241.0 8.1 121.9 91.0 ND J 1694 9/26/03 College Blvd 84+90 273.0 9.4 125.8 93.9 ND J 1695 9/26/03 College Blvd 88+50 254.0 8.7 127.0 94.8 ND J 1696 9/26/03 College Blvd 92+00 230.0 8.9 126.2 94.2 ND J 1701 9/26/03 E. College Blvd 106+50- Finish Slope 86.0 10.1 118.4 92.5 ND B 1702 9/26/03 E. College Blvd 106+50- Finish Slope 101.0 10.0 120.1 93.8 ND B 1703 9/26/03 E. College Blvd 107+50- Finish Slope 75.0 10.0 116.6 911 ND B 1704 9/26/03 E. College Blvd 107+75- Finish Slope 93.0 11.6 116.0 90.6 ND B 1705 9/26/03 E. College Blvd 108+00 - Finish Slope 110.0 10.5 116.4 90.9 ND B 1706 9/26/03 E. College Blvd 109+50 - Finish Slope 95.0 10.8 116.7 91.2 ND B 1716 9/29/03 S. Cannon Blvd 133+00 47.0 8.2 128.1 95.6 ND J 1717 9/29/03 S. Cannon Blvd 131 +00 45.0 8.5 126.4 94.3 ND J L Calavera Hills II, LLC Calavera Hills II, College/Cannon File: C:\excel\tables\3400\3459b2.ror GeoSoils, Inc. W.O. 3459-B2-SC January 2006 Page 6 Table 1 FIELD DENSITY TEST RESULTS -E TEST NO AR OR DEPTH (It' tJ!OiSTLJIE CONTENT (%) DENSITY (pcf) .REL COMP (%) METHOD SOlL TYPE 1718 9/29/03 S. Cannon Blvd 130+10 44.0 8.7 126.2 94.2 ND J 1719 9/30/03 E. College Blvd111+10- Finish Slope 94.0 13.6 108.7 90,2 ND A 1720 9/30/03 E. College Blvd 111+50- Finish Slope 70.0 13.0 110.5 91.7 ND A 1721 9/30/03 E. College Blvd 112+50- Finish Slope 75.0 13.5 110.0 91.3 ND A 1722 9/30/03 N. Cannon Rd 137+50 - Finish Slope 53.0 14.2 113.0 93.8 ND A 1723 9/30/03 N. Cannon Rd 136+50- Finish Slope 50.0 13.1 111.9 92.9 ND A 1724 9/30/03 N. Cannon Rd 135+50 - Finish Slope 46.0 13.6 112.1 93.0 ND A 1762 10/13/03 Lot 59 259.0 9.1 124.1 92.6 ND J 1764 10/14/03 N. Cannon Rd 128+80 39.0 10.3 122.3 91.3 ND J 1765 10/14/03 S. Cannon Rd 128+80 38.0 9.7 128.4 95.8 ND J 1766 10/14/03 S. Cannon Rd 128+80 40.0 99. 124.1 92.6 ND 1767 10/14/03 N. Cannon Rd 129+10 42.0 8.9 123.4 92.1 ND J 1768 10/14/03 S. Cannon Rd 128+95 44.0 9.5 126.8 94.6 ND J 1769 10/14/03 N. Cannon Rd 129+50 46.0 9.8 125.8 93.9 ND J 1770 10/14/03 S. Cannon Rd 129+20 48.0 9.4 124.2 92.7 ND J 1771 10/15/03 N. Cannon Rd Driveway 132+50 51.0 9.6 121.7 90.8 ND J 1772 10/15/03 N. Cannon Rd Driveway 132+50 56.0 9.1 123.1 91.9 ND J 1773 10/15/03 N. Cannon Rd Driveway 132+50 58.0 10.8 122.3 91.3 ND J 1774 10/15/03 N. Cannon Rd Driveway 132+50 61.0 10.2 125.6 93.7 ND J 1775 10/15/03 S. Choker, Cannon Rd 132+00 47.0 9.1 127.0 94.8 ND J 1776 10/15/03 W. College Blvd 81+40 290.0 10.5 128.5 95.9 ND J 1777 10/15/03 E. College Blvd 79+50 295.0 9.8 128.9 96.2 ND J 1778 10/15/03 E. College Blvd 81+10 291.0 9.1 122.3 91.3 ND J 1779 10/15/03 W. College Blvd 79+00 296.0 9.3 121.5 90.7 ND J 1780 10/15/03 W. College Blvd 80+25 295.0 9.7 126.0 94.0 ND J 1781 10/16/03 S. Cannon Rd 136+40 - Finish Slope 49.0 9.8 123.0 91.8 ND J 1782 10/16/03 S. Cannon Rd 134+80 - Finish Slope 50.0 10.3 124.1 92.6 ND J 1783 10/16/03 S. Cannon Rd 133+00 - Finish Slope 46.0 9.6 121.0 90.3 ND J 1784 10/16/03 S. Cannon Rd 131+50 - Finish Slope 44.0 9.7 122.1 91.1 ND J 1785 10/16/03. S. Cannon Rd 136+00 - Finish Slope 53.0 10.4 126.2 94.2 ND J 1786 10/16/03 S. Cannon Rd 130+00- Finish Slope 46.0 9.1 122.7 91.6 ND J 1787 10/16/03 S. Cannon Rd 128+00 - Finish Slope 45.0 10.9 125.8 93.9 ND J 1788 10/16/03 S. Cannon Rd 127+50 - Finish Slope 40.0 11.2 125.6 93.7 ND J 1789 10/20/03 E. College Blvd 80+50 298.0 10.5 125.7 93.8 ND J 1790 10/20/03 E. College Blvd 79+00 299.0 11.3 127.6 95.2 ND J 1791 10/20/03 W. College Blvd 79+50 302.0 10.2 126.9 94.7 ND J 1792 10/20/03 E. College Blvd 79+90 300.0 9.7 126.6 94.5 ND J 1816 10/22/03 E. College Blvd 114+00 80.0 9.5 129.7 96.8 ND J 1817 10/23/03 E. Choker, College Blvd 106+50 128.0 9.3 128.4 95.8 1 ND J 1818 10/23/03 E Choker, College Blvd 108+00 120.0 10.6 128.9 96.2 ND J 1819 10/23/03 E Choker, College Blvd 109+75 • 108.0 9.1 124.8 93.1 ND J 1820 10/23/03 E Choker, College Blvd 111 +00 100.0 9.6 125.6 93.7 ND J 1821 10/23/03 E Choker, College Blvd 112+50 91.0 9.2 126.6 94.5 ND J 1822 10/23/03 E Choker, College Blvd 114+40 82.0 9.0 124.2 92.7 ND J 1823 10/23/03 S. Choker, Cannon Rd 161 +00 69.0 14.3 122.5 91.4 ND J Calavera Hills II, LLC W.O. 3459-B2-SC Calavera Hills II, College/Cannon January 2006 File: C:\excel\tables\3400\3459b2.ror Page 7 GeoSoils, Inc. Table 1 FIELD DENSITY TEST RESULTS 1824 10/23/03 N. Choker, Cannon Rd 160+00 67.0. 13.6 123.1 1 91.9 ND J 1852 11/4/03 E Choker, College Blvd 104+50 139.0 8.9 125.7 93.8 ND J 1853 11/4/03 E. Choker, College Blvd 109+50 106.0 11.3 124.2 92.7 ND J 1854 11/4/03 W. Choker, College Blvd 112+50 90.0 12.6 123.4 92.1 ND J 1855 11/4/03 W. Choker, College Blvd 115+95 74.0 9.2 128.5 95.9 ND J 1856 11/4/03 W. Choker, College Blvd 115+00 77.0 10.7 122.1 91.1 ND J 1865 11/7/03 W. Choker, College Blvd 101 +50 162.0 9.1 126.8 94.6 ND J 1866 11/7/03 W. Choker, College Blvd 103+50 150.0 8.6 127.6 95.2 ND J 1867 11/7/03 W. Choker, College Blvd 105+75 130.0 8.7 129.6 96.7 ND J 1868 11/7/03 E. Choker, College Blvd 102+40 157.0 8.8 126.2 94.2 ND J 1869 11/7/03 E. Choker, College Blvd 104+40 139.0 9.9 127.4 95.1 ND J 1870 11/7/03 W. Choker, College Blvd 107+00 125.0 . 8.2 122.3 91.3 ND J 1906 11/25/03 W. Choker, College Blvd 108+25 116.0 8.9 124.4 92.8 ND J 1907 11/25/03 W. Choker, College Blvd 110+00 106.0 9.1 122.7 91.6 ND J 1908 11/25/03 W. Choker, College Blvd 111+90 94.0 8.2 122.9 91.7 ND J 1909 11/25/03 W. Choker, College Blvd 114+00 82.0 8.7 124.9 93.2 ND J 1930 12/9/03 College Blvd 99+00 182.0 8.9 125.0 93.2 ND J 1931 12/9/03 College Blvd 100+20 172.0 8.6 124.1 92.6 ND J 1932 12/9/03 College Blvd 102+00 160.0 9.0 123.8 92.3 ND J 1933 12/9/03 College Blvd 104+50 144.0 8.4 124.6 92.9 ND J 1934 12/9/03 College Blvd 106+50 127.0 9.2 121.9 91.0 ND J 1935 12/9/03 College Blvd 108+00 115.0 8.7 121.6 90.7 ND J 1936 12/9/03 College Blvd 109+00 109.0 9.0 121.8 90.8 ND J 1937 12/11/03 College Blvd 84+20 280.0 8.7 124.0 92.5 ND J 1938 12/11/03 College Blvd 85+20 274.0 9.4 122.8 . 91.6 ND J 1939 12/12/03 College Blvd 114+80 82.0 9.0 . 122.0 91.0 ND J LEGEND: * = Failed Test A = Retest ND = Nuclear Densometer SC = Sand Cone Calavera Hills II, LLC W.O. 3459-B2-SC Calavera Hills II, College/Cannon January 2006 File: C:\excel\tables\3400\3459b2.ror Page 8 GeoSoils, Inc. APPENDIX REFERENCES California Building Standards Commission, 2001, California building code, California Code of Regulations, Title 24, Part 2, Volume 2, Adopted November 1, 2002. GeoSoils, Inc., 2005, Update phase I environmental site assessment, East Village of Robertson Ranch, Carlsbad, San Diego County, California 92008, W.O. E3098.5-SC, dated August 15. ,2004, Development criteria for Calavera Hills II, City of Carlsbad, San Diego County, California, W.O. 3459-B1-SC, dated March 29. 2003a, Supplemental slope stability analyses, Robertson Ranch - Parcel 1, College Boulevard, Stations 108 and 114+10, City of Carlsbad, San Diego County, California, W.O. [4019-SC, dated November 10. 2003b, Report for removal and placement of pesticide affected soil during construction of a segment of College Boulevard, Robertson Ranch, Parcel 1, City of Carlsbad, San Diego County, California 92008, APN 168-050-47, DEH file no. H02725-001, W.O. [4019-SC, dated November 5. 2003c, Interim compaction report of rough grading for Robertson Ranch, Parcel 1, College Boulevard, Stations 108 to 114+50 , City of Carlsbad, San Diego County, California, dated September 26. 2003d, Memorandum: general discussion of fill quality, Calavera Hills II, Carlsbad, California, W.O. 3459-132-SC, dated May 20. 2002a, Work plan for mitigation of toxaphene affected soils, Robertson Ranch, Parcel 1, APN 168-050-47, City of Carlsbad, San Diego County, California 92008, DEH File No. H02725-001, W.O. E3098-4-SC, dated December 5. 2002b, Revised mitigative recommendations for removal and placement of toxaphene affected soil during grading, Robertson Ranch, Parcel 1, City of Carlsbad, San Diego County, California 92008, APN 168-050-47, DEH file no. H02725-001, W.O. E3098-3, dated October 28. 2002c, Review of grading and trench backfill recommendations, Calavera Hills II, Carlsbad tract 00-02, Drawing 390-90, City of Carlsbad, San Diego County, California, W.O. 2863-A-SC, dated August 16. GeoSoils, Inc. 2002d, Geotechnical recommendations for the use of "Wick Drains," Canon Road (Stations 152 to 163), College Avenue (Stations 108 to 116), and "Disposal Areas" (Robertson Ranch, Planning Areas ba, 13a and 16b), City of Carlsbad, San Diego County, California, dated July 24. 2002e, Agricultural chemical residue survey to delineate limits of soil removal, Robertson Ranch, parcel 1, City of Carlsbad, San Diego County, California, 92008, DEH file no. H02725-001, W.O. E3098-3-SC, dated June 28. 2002f, Sampling for toxaphene, Robertson Ranch, Parcel 1, City of Carlsbad, San Diego County, California 92008, DEH file no. H02725-001, W.O. E3098-3-SC, dated May 24. 2002g, Detailed agricultural chemical residue survey, Robertson Ranch, Parcel 1, City of Carlsbad San Diego County, California 92008, DEH file no. H02725-001, W.O. [3098-3-SC, dated April 26. 2002h, Work plan for detailed chemical residue survey, Robertson Ranch Parcel 1, City of Carlsbad, San Diego County, California 92008, DEH File No. H02725-001, W.O. E3098-3-SC, dated February 25. 2002i, Geotechnical evaluation of the Robertson Ranch Property, City of Carlsbad, San Diego County, California, W.O. 3098-Al-SC, dated January 29. 2001 a, Alluvial settlement potential in the vicinity of a planned box culvert and existing sewer line, Intersection of College Boulevard and Cannon Road, Calavera Hills, District No. 4 (B&TD), City of Carlsbad, California, W.O. 2863-A-SC, dated March 7. 2001 b, Preliminary geotechnical evaluation, Calavera Hills II, College Boulevard and Cannon Road Thoroughfare, District No. 4 (B&TD), City of Carlsbad, California, W.O. 2863-A-SC, dated January 24. 2001c, Request for assistance, Robertson Ranch - Parcel 1, a portion of APN's 168-040-30, 168-050-17 and 208-010-32, City of Carlsbad, County of San Diego, California, W.O. E3098-2-SC, dated December 6. 2001 d, Limited agricultural chemical residue survey, Robertson Ranch-Parcel 1, City of Carlsbad, San Diego County, California 92008, W.O. E3098-2-SC, dated December 4. 2001 e, Phase I environmental site assessment, Robertson Ranch - Parcel 1, City of Carlsbad, San Diego County, California 92008, W.O. E3098-1 -SC, dated August 6. Calavera Hills II, LLC Appendix File: e:wp9\env\e304O\e3O459b2.ror Page 2 GeoSoils, Inc. 1998a, Preliminary review of slope stability, Calavera Hills, Villages "Q" and "Ta, City of Carlsbad, California, W.O. 2393-B-SC, dated February 16. 1998b, Review of slope stability, Calavera Hills, Villages "Q" and "T," City of Carlsbad, California, W.O. 2393-B-SC, dated June 24. International Conference of Building Officials, 2001, California building code, California code of regulations title 24, part 2, volume 1 and 2. 1997, Uniform building code: Whittier, California, vol. 1, 2, and 3. O'Day Consultants, 2002, Grading plans for College Boulevard and Cannon Road, Sheets 11 through 24, Job No. 9820, Carlsbad Tract C.T. 00-02, Drawing No. 390-9A, dated July 23, 25, and August 5. Calavera Hills II, LLC Appendix File: e:\wp9\env\e3040\e30459b2.ror Page 3 GeoSoils, Inc. kTi]ILr.f P 7IAT[siA1;I' 0 S 0 rit; VIA 'zi FF. SHELl I CITY OF CA1LSJ3AD IL N RD. ______ _____ ______________________________________ ______ _____ ______ _____ 11 ENGINEERING DEPARTMENT 80 6R4D/NC PLANS IVR fl1'MP1WAPV. A 11 HOME MEM E EME on a ~111 m~mms Ems mmm~~ MEN E M SEE! EMEME 1110111110 MEMO 11 MOMME 0 MEN 0 MOMMOM w 0 Boman 11MOMME1101111110 11111011 ommom MOMME 0 Ellin M82011110 MMSM on 011111 MEMO EME MOMM ME M J~Mnmmnmm SEEM OEM no mi M M 0 ME OEM on 0 OEM SEE ME ME BEEB111111111 M no no 0 0 SIEMENS OEM 0 Emo~mmmmmm=nmm 1111101111110111 11111011111011111 me IN IN MEE BENINESE E ~~l M111101111100111 OEM Im No on 11MIM EMI MEE OEM 0 11 SOMME ME MEE on 0 11 ME ir 1111111 MM ONO rm MEN am Emilio malml Sam M MEMM M Bonn IBM ME Ems ME ME MEN ME wommom OMEN MIUMMEMSEMEEMMOM E M iffi-pou'-- IN I!M! _00-unn I1 MEOMMOM MM - on KENN on a ON muffloom"M oil, mumms Elm ME mom ME 0- ff 0 ME EMBE1110111111111 On 1 0 0 MENE MEN SEE ME no 0101 BEEBE MEMO ME En ONE 1.0.10 40 IIUILiPAiIi!H!hIU MINIMMMIMINS '- Is ft CENTERLINE DATA NO DELTA/BEARING RADIUS LENGTH 1 L,-4030'11 1400.00' 989.67' MOTEL' EEC IRCWIC DATA FiLES ARE FOR RtJL/t'ENCE CWL YAM) ARE NOT TO BE USED FOR HORIZCWTAL OR fRIICAL SUM Y CW1R1 C0IO7N110US ACt)3S MI/ST BE PROk790 TO £%'/S17NQ HOUSE AND NURSERY PUBLIC STREET R/G1i'T Of WAY PER DCC. REC. _ NOTES 80 CD STORM DRAIN EASEMENT PER DCC. REC. SCALE 1" = 40' (T) 60' PR/VA iF ROAD EASEMENT RECORDED APRIL 1. 1258 IN' BOOK 7016 PAGE 536 CT OffiCIAL RECORDS —. Qal () WA 1E?? EASEMENT TO CYIW RECORDED JANUARY 4, 1963 AS fiLE No. 185 CE) RECYCLED WAlER AND WASIEWATE.R EASEMENT TO THE C/il)' OF CARLSBAD & CMKV PER DCC. 1998-0805496 RECORDED DECEMBER P1, 1998 () FLOODWAY AREAS IN ZCNE AE PER MAP 06073C0768 F PIANEL 768 TO BE 'N REWSED. SEE C100I110NAL LL IlL!? OF MAP REWSYOA( PER RE7ENl70N BASiN B& CF THE CITY CF CARLSBAD MAS1ER DRAINAGE PLAN 06073C0768 F PANEL 768 TO BE REWSED. SEE CONDI11OMAL LETTER CT SPEC/AL FLOOD HAZARD AREAS INUNDATED BY 100--)EAR FLOOD PER MAP 78 • '\ MAP REWS/ON PER RE1ENulON BASIN BE CT THE CiTY OF CARLSBAD MASTER DRAINAGE PLAN. - 7 SECTION!)-!) - 10 4 AC PA "ENT OfR—EA7S11NOGRO1JND - 4ACCRECATEBASE UNLESS Plate 2 of 14 OTHERIWSE RECOMMENDED BY SOILS ENGINEER See Plate I for legend — —..----. - -,--.-----___.__ AZ CY / ALL LOCATIONS ARE APPROXIMATE N.' CA NA 4LE 1'= 10' / -T iI RIVERSIDE CO. GSoUs,Inç. ORANGE CO / SAN DIEGO Co FIELD DENSITY TEST LOCATION MAP Plate 2 vn. 3459-B2-SC DATE 2/06 SCALE 10=40' SHEET CITY OF CARLSBAD SHEETS 12 ENGINEERINGDEPARTMENT 80 CR4D/N9 PLANE /VA: CANNON RD. cV__z'-021 APPROVED LLOYD B. FRJBBS RCE23889EXPIRES12-31-05 CITY ENGINEERDATE DATE I INITIAL ENGINEER OF WORK CHKD BY: if I_DATE _INITIAL _DAlE _INFflAL I DWN BY: PROJECT NO.jDRAW NO. REVISION DESCRIPTION I_i _____I OTHER APPROVAL CI1Y APPROVAL I RVWD BY: _______ ,1 0002 I_J9O94 ©2003 O'Day Consultants, Inc. L BENCHMARK: DESCRIPTION: STANDARD 41-10 STREET CENTERLINE KZL MONUMENT LOCATION: CENTERLINE OF Li CAM/NO REAL AT EWOINEER'S STA 776 45492 PER RS 1800-1 RECORD FROM: COUNTY 8DVC/1 LEJfZS (Na COUNTY I7?1 CWTROL DATA) ELEVATION: 68.479 DAT1J/i. MGI'!) OF 1929 G:\SDSK\PRQJ\981020\flWG\CALAVERA\9820GI2D 7-31-2002 900:39 au XREFS: 9820mrn: 98201P01: 9820AUTh 9820A''RO: 9820G: 9820cistr. 9820GRD: 98207ut1 'A'tATIJAV:ID I 4 0 0 0 , MN 1AMINTI, I S I IME1100110MIMMINEMEI SSM IIIIIflIEi WO iIIIiII!!ME MINIM 101011011001010 0 I!iI1iI1I OEM ME.0 SEMEN MEMO MAN ME 0 0110== BE ME NOME! II!IflN! MINN 1070 FROM MIMMEMEME OM ~MOIIMMIMIM ME SEE 1010 0110011010101001 010100101 NOME 1101 MIME! V .0 M1 M1 Isis mom ME F 4 p MINE M w =1151 r-, r1j 1~. 01 _111181 0 11010 291 81111FIl Elio 0 100M ELI EON MEMO 11010101 ME 00 ME MEN MEMEMINIM no 010101 MOM ME 01 NOME 0101101001 NOW MEMO MEMO SEE SEE MEN SEE OEM MEMO MEN MM EN M miss - mmonom 00 (I tfr lamas MME MEMO OEM 0 IMEMEMMOMMINE IMMINOM ME mom IN 1111M ~ no N no MINE NOMINEE ON OEM OEM WEEME MESSOM *OMMIMEMMIEffiffiffil ME Milo ME MM0M1M1M OEM 101021011010 MEMO 010101110 IffilffiffiffiEffilm on nil 0 MEE SEEM MEMEMEM 11001 MEMO 0:0 OEM =E=ELEEMMM 0110101101001 1001010001 im=EEEMM MOMM OEM HIM LmEaMIN loom in 101001 SOMISMOMIS in MEE 010110110 IMMMEEMM 1M =000000 IBM 00 ommommommommom ME MINE mom MOOMINS MIMIMEMEI (F CENTERLINE DATA (1i0 DELTA/BEARING RADIUS LENGTH 1 N81J3'1J'E 64889' Qaf = == =- X L168 f 115 F-1 ___ FCRSORM 4 DAWN_ SEE DW'\39O- Lq r 1381 -1413 110 I II - X-1677 I' _ Qlaf fliora' __ ELECIRONIC DATA FiLES ARE FOR RLFtJ?ENCE CWL Y AND ARE NOT TO BE USS) FOR HC4?/ZCWTAL OR 10777CAL SURIfY CONNOL I • • 0' 10' 40' : IIlFl 80' SCALE r = 40' Q T'-j 14 :\ I •\ I NOTE () SPEC/AL 11000 HAZARD AREAS INUNDATED BY 100-)EAR 17.00V PER MAP 06073C0768 F PANEL 768 TO BE REWSED. SEE CONDI11ONAL LE77ER OF MAP REW9'ON PER RETEN17ON MS/N BB OF THE C/fl' OF CARLSBAD MASTER DRAINAGE PLAN. Plate 3 of 14 ALL LOCATIONS ARE APPROXIMATE Q bInCa 4 f,r InemnAl Qal \ FOR /AIPROVEMENTS SEE DWC. 390-9 /: T( • RIVERSIDE CO. oo1s,Iià. ORANGE CO SAN DIEGO CO FIELD DENSITY TEST LOCATION MAP Plate 3 w.o. 3459—B2—SC DATE 2/06 SCALE 1"=40' 17 ••• \• '\\ •\ LAM dANNt 5t4LE 1= 40' OFESS, co ó, NO. 60223 Anj EXP. 6/30/04 \Civil-41 ©2003 O'Day Consultants, Inc. 0 4 -DESIGNED BY: KH. DATE: MAR. 2000 "AS - BUILT " _ PROJECT MGR.: KH JOB NO.: 98-1020 CONSULT NTS P.E.EXP. _____ DATTE 271Y0 Laker Avenue West Civil Engineering ENGINEER or WORK Suite 100 Planning REVIEWED BY: Cart1Sad, California 92008 Processing 760-931-7700 Surveying Fox: 760-931-8680 DATE: KEflH W. IW1SEN RCE 60223 INSPECTOR DATIE BENCHMARK: DESCRIPTION: STANDARD M-10 STREET CEN1ERLINE I*ZL MONUMENT LOCATION: CENTERLINE OF EL CAM/NO REAL AT ENC/NEER'S STA liON 45492 PER RS 1800-1 RECORD FROM: COUNTY BENCY/ LEiELS (NO. COUNTY lfV CONTROL DATA) ELEVATION: 68.479 DATUM. NO t'!) OF 1929 [SHEET CITY OF CARLSBAD SHEETS 13 ENGINEERING DEPARTMENT 80 GRADING PLANS FOR CANNON RD. C7 N.'J—O2 ___ __ __________________ ______ ___ __ APPROVED LLOYD B. HUBBS RCE 23889 EXPIRES 12-31-05 CITY ENGINEER DATE _______ DWN BY PROJECT NO. DRAWING NO. RVWD BY: ______ CHKD BY: C. i 00-02 3909A DATE IN REVISION DESCRIPTION DATE INITIAL - DATE • INItIAL ENGINEER OF WORK OTHER APPROVAL CITY APPROVAL C: \SDSK\PROJ\981020\DWC\CALAVERA\9820G13DWG 9-25-2002 11:12:36 cm XREFS: 9820MAP: 9820701: 98200; 9820ASTR; 98200RD; 9820AUTL; 9820APR0 riiivi ri * we II S AP 4 * TV S F1rITi uff Y#F V'IA'isla': 1 I I I Emu WMEEMMEMMEMS BMW- MIMI NEEMEMEMEMEM no MEMSEEMEMEMMEEMS W3 TEEM SWAB OEM EMEEMEEMEEMEM MEMEEMME 0 wo M E WOMMEMN ME Offl SEEIEEE no M ME NEMESES_ um SEMEN M 31 on Ems MUM 121.10M SEES SOMMOME EMMOMME SEE ME a 0 MESERIMMEMMUSEE an IN NEESE IN 0 Es SESAMES EMSEMSOME Eon - IN ME M Ema EMEEMEMMEMMES 0 ONE mom Ems wnww~ SEE BE 0 M ONE on IN ME ME ME- offism MEOW =71AMEEMMEMINME MESSES Ifs! ,A1JI1 APJY 7Ub'-'LIEW-']I ATM _r Qa I MA TCHL INE 116+50-00 __fl... .. .............. 8 \ / ICKD S /i4e1 / .i. ni--vuaI CENTERLINE DA TA (1j DELTA/BEARING RADIUS LENGTH 1 N5375'!PE 423.99' 2 N 3757'32' W 16250' wau PD? DR 9ç95(Q $;,/, _ '42\\ isLcLosL: / ' 'cA 4I 'r I ADJJSTED TO -MAD Jjf I (I) STORM DRAIN EASEMENT PER DX REC / \ L_ 7/,' xiaf/ 1 J I XO8 '\ \ ' E F ,Z (1) 60' PRIV41E ROAD EASEMENT RECORDED APRIL 1, 1958 IN BOCW 7016, PACE 536 CE OFFiCIAL RECORDS "I / / /J / / j 4 / 5r flf J90-9 S71 \ -- - /7 CD WA 1ER EASEMENT TO C410V RECORDED JANUARY 4, 1963 AS FiLE No t852 /'>\ /y'AV • 4/ //iwf RR j. Z= - - CD RECYCLED WA lFi? AM) WASTEWA 1E7? EASEMENT TO )71E CITY OF CARLSBAD ; —E' s itw .•k MD PER DOG. 1998-0805496 RECORDED DECEMBER 11, 1998. fAS EAEP Ap af WIC 0, 10, 40' Rf W-TD. Sff CONDMONAL L= OF AMP Rf W.90N PfR RMPM -- r - . RECANND. SCALE CD / / . . . . . . 0607JCW68 F PANEL 768 TO BE REWSED. 3E CONDI11ONAL li I/ti? OF I . ,,.•.• , i'J /: 66 r i ..• .. . ._. .. 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