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HomeMy WebLinkAboutCT 00-20; FOX MILLER PROPERTY; FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING; 2006-12-29c-1oo'--O FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING FOX MILLER PROPERTY CARLSBAD TRACT C.T. 00-20 DRAWING NO. 418-6A CARLSBAD, CALIFORNIA z JAN 122009 0 ENGINEERING DEPARTMENT CL W C') z PREPARED FOR H.G. FENTON COMPANY INCORPORATED SAN DIEGO, CALIFORNIA co Cl) cc DECEMBER 29, 2006 PROJECT NO. 07238-42-03 > GE000N INCORPORATED GEOTECHNICAL CONSULTANTS Project No. 07238-42-03 December 29, 2006 H.G. Fenton Company Incorporated 7577 Mission Valley Road, Suite 200 San Diego, California 92108 Attention: Mr. Allen M. Jones, AICP Subject: FOX MILLER PROPERTY CARLSBAD TRACT C.T. 00-20, DRAWING NO. 418-6A CARLSBAD, CALIFORNIA FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING Gentlemen: In accordance with your request, we have provided engineering observation and compaction testing services during the grading of the subject site (Index Map, Figure 1). Our services were provided during the period of January 26 through December 6, 2006. The scope of our services included the following: S Observing the grading operation including removal and compaction of loose surficial soils, undercutting the cut portion of known cut-fill transition building pads, preparation of the existing ground surface for fill placement, and placement of compacted fill. Performing in-place density tests in fill placed and compacted at the site. Performing laboratory tests to evaluate compaction, expansion, pH, resistivity, and soluble- sulfate characteristics of the soil conditions encountered during grading. Preparing an "As-Graded" Geologic Map. Preparing this final report of grading. GENERAL The grading contractor for the project was WR Connelly Incorporated. The project plans are entitled Grading Plans for: Fox - Miller Property, prepared by O'Day Consultants, with City of Carlsbad Engineer signature date of December 19, 2005 and Grading Plans for. Fox - Miller Property, red 6960 Flanders Drive,,., N. San Diego. California 92121-2974' IN Telephone (858) 558-690Q 0 Fox (858) 5584159 line set with pad and basin grading revision, prepared by O'Day Consultants with City of Carlsbad Engineer signature date of December 19, 2005. The project soils report is entitled Update Geotechnical Investigation, Carlsbad Tract CT-00-20, Carlsbad, California, prepared by Geocon Incorporated, dated April 22, 2004 (Project No. 07238-42-01). References to elevations and locations herein were based on surveyors' or grade-checkers' stakes in the field and/or interpolation from the referenced grading plans. Geocon Incorporated does not provide surveying services and, therefore, has no opinion regarding the accuracy of the as-graded elevations or surface geometry with respect to the approved grading plans or proper surface drainage. GRADING I Grading began with removal of brush and vegetation from the area to be graded. Topsoil was removed to firm, natural ground. Finish grades for known building pads and sheet-graded lots were completed as fill soils were placed and compacted to design elevations. Cut-fill transitions at finish I grade on known buildings pads were undercut (overexcavated) a minimum of 3 feet below the bottom of footings and replaced with properly compacted fill soil. I Prior to placing fill, the exposed ground surface was scarified, moisture conditioned, and compacted. In general, oversize materials (greater than 2 feet in size) were incorporated into the fill and kept at I least 10 feet below subgrade elevations on the lots. Rock greater than 12 inches in maximum dimension was placed at least 5 feet below finish grade. On-site soil fill material generally consists of sandy clay and sandy clay with fine gravel. The approximate location of geologic contacts is shown I on the As-Graded Geologic Maps, Figures 2 through 5 (map pockets). Geologic information shown on the As-Graded Geologic Maps was observed and mapped by Gregory F. Rzonca, CEG 1191. During the grading operation, compaction procedures were observed and in-place density tests were performed to evaluate the dry density of fill material. In-place density tests were performed in general I conformance with ASTM Test Method D 2922-01 (nuclear). Results of in-place dry density and moisture content tests are summarized on Table I. In general, in-place density test results indicate fill I soils have a dry density of at least 90 percent of the laboratory maximum dry density at the locations tested. The approximate locations of the in-place density tests have been plotted on a modified copy of the grading plans (see As-Graded Geologic Maps, Figures 2 through 5). Laboratory tests were performed on samples of material used for fill to evaluate moisture-density I relationships (optimum moisture content and maximum dry density, ASTM D 1557-02), expansion (ASTM D 4829-03), pH and resistivity (California Test No. 643), and water-soluble sulfate I I Project No. 07238-42-03 -2- December 29, 2006 1 I I characteristics (California Test No. 417). Results of the laboratory tests are summarized on Tables II through V. I Finish Grade Soil Conditions Observations and test results indicate sandy clay soils were placed within the upper approximately 3 feet of finish grade on the subject building pads. The prevailing soil conditions within the upper approximately 3 feet of rough pad grade on each lot are considered to have a low to medium expansion potential based on California Building Code (CBC) Table 18-1-B. Table III presents a summary of the indicated laboratory Expansion Index (El) test results. Water-soluble sulfate testing was conducted on samples of the on-site near surface materials to check whether the soils contain high enough sulfate concentrations that could damage normal portland cement concrete (PCC). Table IV summarizes the test results. The test results indicate a negligible to severe sulfate rating based on CBC Table 19-A-4. CBC guidelines should be followed in determining the type of concrete to be used as shown on Table A below. The presence of water-soluble sulfates is not a visually discernible characteristic; therefore, other soil samples from the site could yield different concentrations. Additionally, over time, landscaping activities (i.e., addition of fertilizers and other soil nutrients) may affect the concentration. Representative samples of the finish grade soils should be collected at the completion of fine grading and additional sulfate testing should be performed on actual samples of the materials that will be in contact with concrete. TABLE A REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS Sulfate Water-Soluble Cement Maximum Water Minimum Exposure Sulfate Percent Type to Cement Ratio Compressive by Weight by Weight Strength (psi) Negligible 0.00-0.10 -- -- -- Moderate 0.10-0.20 II 0.50 4,000 Severe 0.20-2.00 V 0.45 4,500 Very Severe >2.00 V 0.45 4,500 Laboratory Potential of Hydrogen (pH) and resistivity tests were performed on samples of on-site soil to evaluate whether the soils are potentially corrosive to buried metal. Table V summarizes the test results. The results indicate the soils sampled have a severely corrosive corrosion-potential rating. The corrosive nature of the soils should be considered in the design of buried metal pipes, and underground steel structures. Geocon Incorporated does not practice in the field of corrosion engineering; therefore, further evaluation by a corrosion engineer may be needed to incorporate the Project No. 07238-42-03 -3 - 'December 29, 2006 I I I I I I I necessary precautions to avoid premature corrosion of underground pipes and buried metal in direct contact with the soils. Additional sampling and testing for expansion index, soluble sulfate content, pH and resistivity of finish grade soils at building locations should be performed at the completion of fine grading. It should be noted that although rocks larger than 12-inch-diameter were not intentionally placed within the upper 10 feet of pad sheet grades, some larger rocks may exist at random locations. Additionally, cuts necessary for precise grades may decrease the depth to oversize (greater than 12 inches in diameter) rocks. Excavation of fill soils should generally be possible with moderate effort using conventional, heavy- duty equipment during grading and trenching operations. Excavations of very hard concretion beds in formational material will require heavy effort and may generate oversize rock that could require special handling and disposal. Subdrains Canyon subdrains were placed at the general locations shown on Figures 2 through 5. Subdrains were constructed in accordance with our recommendations and "as-built" for location by O'Day Consult an ts. I SOIL AND GEOLOGIC CONDITIONS The soil and geologic conditions encountered during grading were found to be similar to those I described in the project geotechnical report. Sedimentary rocks of the Point Loma Formation were exposed at the base of excavations during grading and underlie fill soil placed within the lots. The Point Loma Formation consists of dense to very dense massive to thinly laminated clayey siltstone I with sporadic interbeds of fine sandstone. Overexcavation of cut areas on Lots 2 and 3 resulted in a minimum of 3 feet of compacted fill below footing depths. Fills up to approximately 72 feet deep were placed at the site. Approximate undercut, maximum, and differential fill depths for each lot are I summarized on Table VI. I No soil or geologic conditions were observed during grading that would preclude the continued development of the property as planned. I I Project No. 07238-42-03 - 4 - December 29, 2006 I I I. CONCLUSIONS AND RECOMMENDATIONS 1.0 General 1.1 Based on observations and test results, it is the opinion of Geocon Incorporated that the I soil engineering and engineering geologic aspects of grading to which this report pertains have been performed in substantial conformance with the recommendations of the previously referenced approved geotechnical report. Soil and geologic conditions I encountered during grading that differ from those anticipated by the project soil report are not uncommon. Where such conditions required a significant modification to the recommendations of the project soil report, they have been described herein. 2.0 Future Grading 2.1 Additional grading performed at the site should be accomplished in conjunction with our observation and compaction testing services. Geocon Incorporated should review grading plans for any future grading prior to finalizing. Trench backfill should be compacted to a dry density of at least 90 percent of the laboratory maximum dry density, near to slightly above optimum moisture content. Geocon Incorporated should be notified at least 48 hours prior to commencing additional grading or backfill operations. 3.0 Foundations I 3.1 The foundation recommendations that follow are for two- to three-story, steel-framed with exterior glass facing or concrete tilt-up structures. The recommendations are based on low to medium expansive soils (El less than 90) within 3 feet of finish pad grade. Laboratory I testing will be required prior to foundation design and construction to confirm expansive soil properties of proposed building pads. Table VI presents As-Graded Lot/Building Pad Conditions for Lots 1 through 4. Determination of fill thickness and geometry was based I on interpretation of field conditions and review of the referenced grading plans. Once future pad elevations and building locations are known for Lots I and 4, recommendations, if needed, for remedial grading of building pads can be addressed. 3.2 Conventional continuous and/or isolated spread footings are suitable for support of the buildings proposed for the site. Continuous footings should be at least 12 inches wide and have a minimum embedment depth (below lowest adjacent grade) of 18 inches. Isolated I spread footings should be at least 2 feet by 2 feet wide and extend 18 inches below lowest adjacent grade. Because of fill differential thickness, footings (continuous and spread) for Lot 2 - Building Pad A and Lot 4 should have a minimum embedment depth of 24 inches. I Project No. 07238-42-03 - 5 - December 29, 2006 I 3.3 Continuous footings should be reinforced with a minimum of four No. 4 steel reinforcing bars, two placed near the top of the footing and two near, the bottom. Minimum reinforcement for Lot 2 - Building Pad A and Lot 4 should consist of four No. 5 steel reinforcing bars. The project structural engineer should design reinforcement for spread i footings. 3.4 Foundations proportioned as recommended above may be designed for an allowable soil I bearing pressure of 2,000 pounds per square foot (psf) dead plus live load. This bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of I 4,000 psf. 3.5 The allowable soil bearing recommendations presented above are for dead plus live loads only and may be increased by one third when considering transient loads such as those due to wind or seismic forces. 3.6 The use of isolated footings that are located beyond the perimeter of the building and I support structural elements connected to the building is not recommended for Lot 2 - Building Pad A and Lot 4. Where this condition cannot be avoided, the isolated footings should be connected to the building foundation system with grade beams. I . 3.7 Concrete slabs-on-grade should have a minimum thickness of 5 inches and be reinforced I with No. 3 bars spaced 18 inches on center in both directions. If building concrete slabs will be subjected to heavy loading from forklifts, mechanical equipment, or storage of supplies, consideration should be given to increasing slab thickness. The structural I engineer should be contacted to provide concrete slab-on-grade recommendations to accommodate loading requirements. 3.8 Concrete slabs-on-grade should be underlain by at least 4 inches of clean sand (Sand Equivalent greater than 30). Where moisture sensitive floor coverings or slab moisture is objectionable, a visqueen moisture inhibitor should be placed in the middle of the sand blanket. If a structural section is required beneath the slab to support forklift loading or to support cranes for lifting of tilt-up panels, Class 2 aggregate base should be used in lieu of clean sand beneath the slab. 3.9 The use of interior stiffening beams and connecting isolated footings and/or increasing the slab thickness should be considered at Lot 2 - Building Pad A and Lot 4 for structural slab design. In addition, consideration should be given to connecting patio slabs that exceed 5 Project No. 07238-42-03 - 6 - December 29, 2006 feet in width to the building foundation to reduce the potential for future separation to occur. 3.10 Exterior concrete flatwork not subject to vehicular traffic should be at least 4 inches thick and reinforced with 6x6-6/6 welded wire mesh as a minimum. Concrete flatwork should be provided with crack control joints to reduce and/or control shrinkage cracking. Control joint spacing should be provided by the structural engineer based upon the slab thickness and intended usage. Criteria of the American Concrete Institute (ACI) should be taken into consideration when establishing crack control spacing. Prior to placing, the subgrade should be compacted to at least 90 percent relative compaction at or slightly above optimum moisture content. Laboratory testing to assess Expansion Index of soil below exterior concrete flatwork areas should be performed at the completion of fine grading. Expansion index results in excess of medium would necessitate additional recommendations including modified exterior slab reinforcement and/or slab thickness. 3.11 No special subgrade presaturation is deemed necessary prior to placing concrete; however, the exposed foundation and slab subgrade soils should be sprinkled as necessary to maintain a moist condition as would be expected in any such concrete placement. 3.12 The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soils (if present), differential settlement of deep fills, or fills of varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of concrete-shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and the placement of crack-control joints at periodic intervals, particularly where re-entrant slab corners occur. 4.0 Retaining Walls and Lateral Loads 4.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2.0 to 1.0 (horizontal:vertical), an active soil pressure of 50 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index of less than 50. We recommend samples of stockpiled material to be used as retaining wall backfill be tested prior to placement to determine its suitability for use as wall backfill. Project No. 07238-42-03 - 7 - December 29, 2006 Where backfill materials do not conform to the above criteria, Geocon Incorporated should be consulted for additional recommendations. 4.2 Unrestrained walls are those that are allowed to rotate more than 0.001H (where H equals I the height of the retaining wall portion of the wall in feet) at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf should be added to the above active soil pressure. 4.3 Retaining walls should be provided with a drainage system adequate to prevent the buildup I of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes, etc.) is not recommended where the seepage could be a nuisance or otherwise adversely impact the I property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (Expansion Index less than 50) backfill material with no hydrostatic forces or imposed surcharge load. If conditions different than those described are I anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 4.4 In general, wall foundations having a minimum depth and width of 1 foot may be designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within 3 feet below I the base of the wall has an Expansion Index of less than 90. The proximity of the foundation to the top of a slope steeper than 3:1 (horizontal :vertical) could impact the I allowable soil bearing pressure; therefore, Geocon Incorporated should be consulted where such a condition is anticipated. 4.5 For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed natural soils. The allowable passive pressure assumes a horizontal surface extending away from the base of the wall at least 5 feet or three times the surface generating the passive pressure, whichever is greater. The upper I 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. An allowable friction coefficient of 0.4 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined I with the allowable passive earth pressure when determining resistance to lateral loads. I 4.6 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 8 feet. In the event walls higher than 8 feet or other types of walls (such as crib-type walls) are planned, Geocon I Incorporated should be consulted for additional recommendations. Project No. 07238-42-03 - 8 - December 29, 2006 5.0 Slope Maintenance 5.1 Slopes that are steeper than 3:1 (horizontal:vertical) may, under conditions that are both difficult to prevent and predict, be susceptible to near-surface (surficial) slope instability. The instability is typically limited to the outer 3 feet of a portion of the slope and usually does not directly impact the improvements on areas above or below the slope. The occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant contributing factor to surficial instability. It is therefore recommended to the maximum extent practical: (a) disturbed/loosened surficial soils be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. Although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility, and, therefore, it may be necessary to rebuild or repair a portion of the project's slopes in the future. 6.0 Site Drainage and Moisture Protection 6.1 Adequate drainage is critical to reduce the potential for differential soil movement, erosion, and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from structures and the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits which carry runoff away from the proposed structure. 6.2 Landscaping planters adjacent to paved areas are not recommended due to the potential for surface or irrigation water to infiltrate the pavement's subgrade and base course. We recommend that subdrains to collect excess irrigation water and transmit it to drainage structures, or impervious above-grade planter boxes be used. In addition, where landscaping is planned adjacent to pavement, we recommended construction of a cutoff wall along the edge of pavement that extends at least 12 inches below the base material. LIMITATIONS The conclusions and recommendations contained herein apply only to our work with respect to grading and represent conditions at the time of our observations between January 26 and December 6, 2006. Any subsequent grading should be done in conjunction with our observation and testing Project No. 07238-42-03 - 9 - December 29, 2006 3 GE 2553 services. As used herein, the term "observation" implies only that we observed the progress of the work with which we agreed to be involved. Our services did not include the evaluation or identification of the potential presence of hazardous or corrosive materials. Our conclusions and opinions as to whether the work essentially complies with the job specifications are based on our observations, experience and test results. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly at any time. We make no warranty, express or implied, except that our services were performed in accordance with engineering principles generally accepted at this time and location. We will accept no responsibility for any subsequent changes made to the site by others, the uncontrolled action of water, or the failure of others to properly repair damages caused by the uncontrolled action of water. The findings and recommendations of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years from the date of this report. Should you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Casey Lee Jensen 1,04ti, CE02320 IL I CLJ:RCM:anh (2) Addressee (2) Ventana Real Master, LLC Attention: Mr. Jeff Brusseau (2) J.T. Kruer & Company Attention: Mr. Chuck Knight No.2.o lilT ERflFIB MmJ1Hn I Project No. 07238-42-03 .10- December 29, 2006 I I I TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS I Elev. Plus Field Field Field Reqd. or 3/4" Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. I Test No. Date Location (ft) No. (°"°) (Pa) (%) (%) (%) 1 01/26/06 Lot4 128 3 0 100.6 17.1 92 90 2 01/27/06 Lot4 138 1 0 100.6 18.6 90 90 SZ 3 01/27/06 Salk Avenue 12+30 141 3 0 98.5 18.1 90 90 4 01/27/06 Salk Avenue ll+20 140 1 0 101.0 16.7 90 90 5 01/27/06 Lot4 139 2 0 103.9 17.0 92 90 6 01/27/06 Lot4 141 3 0 99.2 20.5 90 90 7 01/27/06 Lot4 141 1 0 101.2 19.2 91 90 8 01/30/06 Lot4 146 2 0 103.1 17.4 91 90 9 01/30/06 Lot4 153 2 0 102.8 18.5 91 90 10 01/30/06 Lot4 154 3 0 99.8 17.6 91 90 11 01/30/06 Lot4 158 1 0 101.2 18.5 91 90 12 01/30/06 Lot4 162 3 0 99.7 18.0 91 90 13 01/30/06 Salk Avenue ll+35 150 1 0 102.8 19.0 92 90 14 01/30/06 Salk Avenue l0+50 149 1 0 100.9 17.5 90 90 15 01/31/06 Salk Avenue -- 155 2 0 102.7 19.1 91 90 16 01/31/06 Salk Avenue ll+80 154 2 0 106.0 19.8 94 90 17 01/31/06 Lot4 160 1 0 100.9 18.2 90 90 18 01/31/06 Salk Avenue l2+00 157 1 0 102.4 20.6 92 90 SZ 19 01/31/06 Lot4 158 3 0 99.9 19.3 91 90 20 02/01/06 Lot4 169 2 0 102.3 17.4 91 90 21 02/01/06 Lot4 186 2 0 106.5 19.8 94 90 SZ 22 02/01/06 Lot4 166 3 0 98.3 17.6 90 90 23 02/01/06 Lot4 173 1 0 100.6 18.6 90 90 24 02/01/06 Lot4 181 1 0 102.1 17.8 91 90 SZ 25 02/01/06 Lot4 166 3 0 98.4 18.9 90 90 26 02/01/06 Lot4 185 1 0 101.4 16.0 91 90 27 02/01/06 Lot4 178 1 0 100.6 16.4 90 90 SZ 28 02/02/06 Lot 4 170 3 0 99.1 16.6 90 90 29 02/02/06 Lot 4 186 3 0 99.2 18.1 90 90 30 02/02/06 Salk Avenue 13+10 159 2 0 102.3 16.4 91 90 31 02/02/06 Salk Avenue 12+10 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 165 2 0 102.9 17.6 91 90 32 02/02/06 Salk Avenue 14+10 161 3 0 99.0 21.5 90 90 SZ 33 02/02/06 Salk Avenue 13+ 10 166 3 0 101.0 19.8 92 90 SZ 34 02/03/06 Lot 4 172 3 0 99.7 19.0 91 90 35 02/03/06 Salk Avenue 12+75 171 3 0 100.8 18.6 92 90 36 02/03/06 N Salk Avenue 14+60 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 170 3 0 101.5 18.0 93 90 37 02/03/06 Lot4 189 3 0 98.9 18.6 90 90 38 02/03/06 Lot4 179 3 0 99.7 17.7 91 90 39 02/03/06 Lot4 182 3 0 100.1 18.6 91 90 40 02/06/06 Lot4 226 3 0 99.6 16.8 91 90 41 02/06/06 Lot4 213 3 0 100.7 19.4 92 90 SZ 42 02/06/06 Lot 4 176 2 0 103.1 17.4 91 90 SZ 43 02/06/06 Lot 4 178 3 0 100.4 17.0 92 90 44 02/06/06 Lot 4 204 3 0 99.6 18.4 91 90 SZ 45 02/07/06 Salk Avenue 13+00 172 1 0 101.5 19.0 91 90 Project No. 07238-42-03 December 29, 2006 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4" Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pcf) (%) (%) (%) SZ 46 02/07/06 Lot 177 3 0 97.3 18.0 89 90 SZ 46A 02/07/06 Lot 177 3 0 100.3 17.6 91 90 47 02/07/06 Salk Avenue 10+10 162 2 0 102.3 15.6 91 90 SZ 48 02/07/06 Salk Avenue 13+90 174 3 0 98.9 19.3 90 90 SZ 49 02/07/06 Lot 181 3 0 99.7 18.0 91 90 SZ 50 02/07/06 Lot 184 2 0 101.9 16.2 90 90 SZ 51 02/07/06 Salk Avenue 14+50 180 3 0 98.5 17.0 90 90 52 02/07/06 Salk Avenue 11+45 175 2 0 103.3 17.8 91 90 SZ 53 02/07/06 Lot 183 2 0 102.6 16.3 91 90 54 02/08/06 Lot 240 2 0 103.9 19.2 92 90 55 02/08/06 Lot 4 226 2 0 104.7 17.3 93 90 56 02/08/06 Lot 192 5 0 111.3 16.2 98 90 SZ 57 02/08/06 Salk Avenue 14+00 188 3 0 99.9 18.1 91 90 58 02/08/06 Lot 200 2 0 105.9 18.2 94 90 59 02/08/06 Lot 206 2 0 102.3 18.2 91 90 60 02/08/06 Lot ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- 212 2 0 103.1 18.6 91 90 61 02/08/06 Lot 240 1 0 104.3 19.1 93 90 62 02/08/06 Lot 220 1 0 102.5 18.4 92 90 63 02/08/06 Lot 230 1 0 102.9 18.7 92 90 64 02/09/06 Lot 193 3 0 101.3 18.0 92 90 65 02/09/06 Salk Avenue 13+50 192 2 0 102.1 20.6 90 90 SZ 66 02/09/06 Lot 4 193 3 0 98.8 19.3 90 90 67 02/09/06 Lot 4 236 2 0 102.4 19.1 91 90 68 02/09/06 Lot 229 2 0 103.6 20.1 92 90 69 02/09/06 Lot 222 2 0 102.9 19.3 91 90 70 02/09/06 Lot ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 243 2 0 104.3 18.5 92 90 71 02/09/06 Lot 211 3 0 99.8 19.3 91 90 72 02/09/06 Lot 202 2 0 102.4 16.3 91 90 73 02/09/06 Lot 4 207 2 0 102.7 17.4 91 90 SZ 74 02/09/06 Lot 195 2 0 101.4 20.0 90 90 - 75 02/10/06 Lot 236 2 0 102.2 20.0 90 90 76 02/10/06 Lot 227 2 0 105.6 17.1 93 90 77 02/10/06 Lot 222 2 0 102.7 19.4 91 90 78 02/10/06 Lot 215 2 0 102.9 19.8 91 90 79 02/10/06 Lot 207 1 0 100.8 18.1 90 90 80 02/10/06 Lot 200 3 0 100.1 21.7 91 90 81 02/10/06 Lot 200 2 0 102.6 19.7 91 90 82 02/10/06 Lot 242 2 0 103.2 19.7 91 90 83 02/10/06 Lot 235 4 0 98.9 21.0 93 90 02/10/06 Lot 4 230 2 0 102.3 19.0 91 90 85 02/10/06 Lot 225 3 0 99.7 20.2 91 90 86 02/10/06 Lot 4 220 3 0 98.9 19.6 90 90 87 02/13/06 Lot 2; Joint Driveway 242 3 0 99.6 17.5 91 90 88 02/13/06 Lot 3; Joint Driveway 229 3 0 100.1 17.1 91 90 89 02/13/06 Lot 220 3 0 98.8 19.4 90 90 Project No. 07238-42-03 December 29, 2006 I I TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS I Elev. Plus Field Field Field Reqd. or 3/4" Dry Moist. Rel. Rd. Depth Curve Rock Dens. Cont. Comp. Comp. • Test No. Date Location (ft) No. ( o) (pcf) ( o) (0/0) (0/0) I 90 02/13/06 Lot 211 3 0 98.9 18.6 90 90 SZ 91 02/13/06 Lot 2 3 0 100.7 17.3 92 90 92 02/13/06 Lot 3; Joint Driveway 245 3 0 99.7 18.4 91 90 I 93 02/13/06 Lot 2; Joint Driveway 237 4 0 98.0 19.6 92 90 SZ 94 02/13/06 Lot 3 220 4 0 98.5 19.2 93 90 I SZ 95 96 02/13/06 Lot 3 02/13/06 Lot 2; Joint Driveway 252 247 4 4 0 0 97.0 98.2 19.9 21.1 91 92 90 90 SZ 97 02/14/06 Lot 211 4 0 97.5 20.0 92 90 SZ 98 02/14/06 Lot 195 3 0 99.9 17.5 91 90 I 99 02/14/06 Lot 4 201 4 0 97.5 23.6 92 90 100 02/14/06 Lot 225 3 0 98.3 19.5 90 90 101 02/14/06 Lot 217 3 0 100.2 17.2 91 90 I 102 02/14/06 Lot 210 3 0 99.6 16.5 91 90 103 02/14/06 Lot 231 3 0 100.9 22.4 92 90 104 02/14/06 Lot 227 2 0 1 03 .0 19.0 91 90 SZ 105 02/14/06 Lot 206 4 0 98.0 21.8 92 90 I SZ 106 02/14/06 Lot 4 205 4 0 98.2 23.0 92 90 107 02/15/06 Lot 4 208 4 0 97.0 20.4 91 90 I 108 109 02/15/06 Lot 02/15/06 Lot4 209 214 4 2 0 0 98.3 102.5 21.2 18.3 93 91 90 90 110 02/15/06 Lot 229 4 0 96.5 20.5 91 90 111 02/15/06 Lot 229 4 0 98.3 21.4 93 90 I 112 02/15/06 Lot 236 4 0 97.6 22.3 92 90 SZ 113 02/15/06 Lot 209 3 0 99.2 18.4 90 90 SZ 114 02/15/06 Lot 209 3 0 1 00. 5 20.3 92 90 115 02/15/06 Lot 218 3 0 100.2 21.3 91 90 I 116 02/15/06 Salk Avenue l0+30 160 4 0 97.6 20.2 92 90 117 02/15/06 Lot 239 4 0 96.5 24.6 91 90 I 118 119 02/16/06 Lot 02/16/06 Lot 231 221 4 3 0 0 96.6 100.9 22.4 18.4 91 92 90 90 120 02/16/06 Lot 221 3 0 100.2 19.6 91 90 121 02/16/06 Lot 218 2 0 102.4 19.8 91 90 122 02/16/06 Lot 215 5 0 106.7 19.9 94 90 123 02/16/06 Lot 219 2 0 102.1 18.7 90 90 124 02/16/06 Lot 4 228 4 0 96.3 23.9 91 90 125 02/16/06 Lot ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 250 3 0 100.4 18.9 92 90 I 126 02/16/06 Lot 238 4 0 96.7 19.3 91 90 127 02/16/06 Lot 216 4 0 97.7 20.4 92 90 128 02/16/06 Salk Avenue 20+10 200 4 90 venue 0 97.9 22.4 92 I SZ SZ -- 129 02/17/06 Salk Avenue 203 4 0 97.6 22.9 92 90 130 02/17/06 Lot 238 4 0 95.4 19.8 90 90 131 02/17/06 Lot 229 4 0 98.2 20.9 92 90 I 132 02/17/06 Salk Avenue 22+30 220 4 0 95.6 19.1 90 90 SZ 133 02/17/06 Salk Avenue 21+50 215 4 0 99.0 22.3 93 90 SZ 134 02/17/06 Lot 221 4 0 97.7 21.0 92 90 I Project No. 0723 8-42-03 December 29, 2006 1 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Test No. Date Location Elev. or Depth (ft) Curve NO. Plus 3/4" Rock (0/-) Field Dry Dens. (pcf) Field Moist. Cont. (0/6) Field Rel. Comp. (0/-) Reqd. Rel. Comp. (0/0) 135 02/17/06 Lot 2 254 4 0 99.8 20.5 94 90 136 02/17/06 Lot 237 4 0 97.8 20.2 92 90 137 02/17/06 Lot 223 3 0 100.5 17.8 92 90 138 02/17/06 Lot 230 3 0 100.9 18.5 92 90 SZ 139 02/17/06 Lot 221 3 0 100.5 18.9 92 90 140 02/17/06 Lot 220 4 0 98.2 19.6 92 90 141 02/21/06 Lot 251 1 0 100.7 21.2 90 90 142 02/21/06 Lot 241 1 0 101.3 18.9 91 90 143 02/21/06 Lot 232 1 0 100.4 21.0 90 90 144 02/21/06 Salk Avenue 21+90 224 1 0 102.7 18.9 92 90 SZ 145 02/21/06 Salk Avenue 20+70 217 1 0 100.9 20.8 90 90 146 02/21/06 Lot 3; Joint Driveway 229 1 0 101.2 19.2 91 90 SZ 147 02/21/06 Salk Avenue 19+50 216 4 0 98.6 19.9 93 90 148 02/21/06 Lot 250 4 0 95.2 20.2 90 90 149 02/21/06 Lot 243 4 0 96.4 21.8 91 90 150 02/21/06 Salk Avenue 22+60 234 4 0 97.8 20.2 92 90 SZ 151 02/21/06 Salk Avenue 22+00 225 4 0 95.8 20.5 90 90 SZ 152 02/22/06 Lot 223 4 0 95.6 20.7 90 90 SZ 153 02/22/06 Lot 222 4 0 95.2 22.3 90 90 SZ 154 02/22/06 Lot 222 4 0 97.7 21.8 92 90 155 02/22/06 Lot ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 223 3 0 101.2 20.4 92 90 156 02/22/06 Lot 226 3 0 98.3 17.9 90 90 157 02/22/06 Lot 238 3 0 100.9 22.6 92 90 158 02/22/06 Lot 4 232 3 0 99.6 20.3 91 90 159 02/22/06 Lot 227 2 0 103.2 16.9 91 90 160 02/22/06 Lot 227 2 0 102.9 17.2 91 90 161 02/23/06 Lot 4 231 3 0 100.5 18.2 92 90 162 02/23/06 Lot 230 3 0 101.0 19.2 92 90 163 02/23/06 Lot 232 3 0 101.2 18.1 92 90 164 02/23/06 Lot 229 3 0 99.8 20.0 91 90 165 02/23/06 Lot 229 3 0 100.2 20.6 91 90 166 02/23/06 Lot 4 229 5 0 102.4 20.6 90 90 167 02/23/06 Lot 236 3 0 99.6 19.0 91 90 168 02/23/06 Lot 236 3 0 100.2 18.6 91 90 169 02/23/06 Lot 236 5 0 105.9 17.0 93 90 170 02/23/06 Lot 234 3 0 101.2 19.4 92 90 SZ 171 02/24/06 Salk Avenue 20+50 230 4 0 95.6 19.3 90 90 SZ 172 02/24/06 Salk Avenue 19+00 2 4 0 96.8 21.0 91 90 SZ 173 02/24/06 Salk Avenue 20+00 232 4 0 96.6 20.5 91 90 SZ 174 02/24/06 Salk Avenue 22+20 234 4 0 95.4 19.5 90 90 175 02/24/06 Salk Avenue 19+35 230 2 0 103.1 17.2 91 90 176 02/24/06 Lot 267 4 0 98.5 19.5 93 90 177 02/24/06 Lot 260 1 0 102.1 16.6 91 90 178 02/24/06 Lot 255 4 0 95.3 19.9 90 90 179 02/24/06 Lot 3 232 1 0 100.6 17.2 90 90 Project No. 07238-42-03 December 29, 2006 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4" Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No Date Location (4\ '. / No. (O/\ 0) ( \ / (O/\ 0) (O/\ 0/ (0/ 0 180 02/24/06 Salk Avenue 20+70 232 5 0 104.1 17.6 92 90 SZ 181 02/27/06 Salk Avenue 22+00 238 2 0 102.6 16.5 91 90 182 02/27/06 Lot 2 245 3 0 100.9 19.5 92 90 183 02/27/06 Salk Avenue 22+20 241 3 0 99.7 18.6 91 90 184 02/27/06 Lot 237 3 0 100.8 19.2 92 ?.°............. 185 02/27/06 Salk Avenue 20+50 238 5 0 107.0 17.4 94 90 186 02/27/06 Salk Avenue 19+25 237 4 0 96.4 19.7 91 90 187 02/27/06 Lot 264 3 0 102.1 21.4 93 90 188 03/02/06 Salk Avenue 22+90 248 4 0 95.7 21.8 90 90 SZ 189 03/02/06 Salk Avenue 20+80 243 4 0 98.2 20.6 92 90 SZ 190 03/02/06 Salk Avenue 22+50 250 4 0 96.2 21.7 91 90 191 03/02/06 Lot 255 3 0 101.6 21.5 93 90 192 03/02/06 Lot 2 261 3 0 99.5 20.1 91 90 193 03/02/06 Lot 268 3 0 99.7 21.4 91 90 194 03/02/06 Lot 2 271 3 0 101.1 20.9 92 90 195 03/02/06 Lot 276 3 0 100.8 19.6 92 90 196 03/02/06 Lot 3 240 4 0 95.6 22.9 90 90 SZ 197 03/02/06 Salk Avenue 20+00 242 4 0 98.0 21.0 92 90 SZ 198 03/02/06 Salk Avenue 22+75 253 5 0 103.4 19.6 91 90 199 03/03/06 Lot 256 5 0 105.3 18.1 93 90 200 03/03/06 Lot 2 253 4 0 95.2 20.9 90 90 201 03/03/06 Lot 254 4 0 95.6 21.7 90 90 202 03/03/06 Salk Avenue 19+65 242 4 0 96.5 20.5 91 90 203 03/03/06 Salk Avenue 21+10 249 4 0 98.2 20.8 92 90 204 03/03/06 Salk Avenue 22+40 255 4 0 97.5 19.4 92 90 205 03/03/06 Lot 2 258 1 0 100.8 20.3 90 90 206 03/06/06 Lot 273 3 0 100.4 18.4 92 90 207 03/06/06 Lot 270 4 0 97.3 21.7 92 90 208 03/06/06 Lot 2 267 4 0 96.8 20.2 91 90 209 03/0-6/0-6--Lot-2 263 4 0 99.5 20.8 94 90 210 03/06/06 Lot 283 4 0 95.4 20.0 90 90 211 03/06/06 Lot 253 4 0 97.0 22.3 91 90 212 03/06/06 Lot 268 4 0 98.1 22.0 92 90 213 03/06/06 Lot 2 265 4 0 96.7 19.9 91 90 21.03/06/06 Lot 2 269 4 0 97.6 20.2 92 90 215 03/06/06 Lot ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 274 5 0 105.7 19.7 93 90 216 03/08/06 Lot 3; Joint Driveway 245 5 0 108.2 19.6 95 90 217 03/08/06 Lot 250 5 0 104.1 17.9 92 90 218 03/08/06 Lot 3 260 4 0 99.3 21.3 94 90 219 03/08/06 Lot 276 4 0 96.1 19.9 90 90 220 03/08/06 Lot ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 270 4 0 97.7 21.3 92 90 221 03/08/06 Lot 264 4 0 98.0 20.0 92 90 222 03/08/06 Lot 2 277 5 0 107.3 16.8 94 90 223 03/08/06 Lot 272 3 0 103.1 17.6 94 90 224 03/08/06 Lot 268 3 0 101.5 16.8 93 90 Project No. 07238-42-03 December 29, 2006 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4" Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (0/0) (pcf) (0/6) (0/-) (0/-) 225 03/08/06 Lot 268 3 0 100.1 17.3 91 90 226 03/08/06 Lot 281 4 0 98.0 21.6 92 90 227 03/08/06 Lot 2 272 3 0 100.3 18.9 91 90 228 03/08/06 Lot 2 268 3 0 99.1 19.7 90 90 229 03/08/06 Lot 282 3 0 103.5 19.6 94 90 230 03/08/06 Salk Avenue 22+10 260 3 0 100.2 19.1 91 90 231 03/09/06 Lot 268 4 0 98.6 19.5 93 90 232 03/09/06 Lot 2 267 4 0 96.8 20.3 91 90 233 03/09/06 Lot]; Driveway 259 3 0 101.2 18.6 92 90 234 03/09/06 Lot 1; Driveway 263 3 0 100.5 19.7 92 90 235 03/09/06 Lot 258 3 0 103.2 18.0 94 90 236 03/09/06 Lot 1 250 3 0 100.2 19.6 91 90 237 03/09/06 Lot 1 250 3 0 100.8 19.0 92 90 238 03/09/06 Lot 1 254 3 0 100.1 19.4 91 90 239 03/09/06 Lot 250 4 0 97.1 19.9 91 90 240 03/09/06 Lot 260 1 0 104.1 20.8 93 90 241 03/15/06 Lot 251 4 0 96.5 21.6 91 90 242 03/15/06 Lot 257 5 0 103.0 22.5 91 90 243 03/15/06 Lot 3 265 4 0 97.3 21.3 92 90 244 03/15/06 Lot2;JointDriveway 267 3 0 101.7 21.3 93 90 245 03/15/06 Lot 3 248 4 0 96.0 22.1 90 90 246 03/15/06 Lot 261 4 0 99.9 19.9 94 90 247 03/15/06 Lot 254 4 0 96.8 21.3 91 90 248 03/15/06 Lot 3 247 4 0 98.3 22.8 93 90 249 03/15/06 Lot 3 267 4 0 98.1 21.0 92 90 - 250 03/16/06 Lot 2 261 4 0 95.5 19.6 90 90 251 03/16/06 Lot 258 4 0 98.6 21.6 93 90 SZ 252 03/16/06 Lot 254 3 0 100.2 20.2 91 90 253 03/16/06 Lot 2 270 4 0 98.2 20.0 92 90 254 03/16/06 Lot 3 264 4 0 97.1 20.9 91 90 255 03/16/06 Lot 257 5 0 103.2 17.7 91 90 256 03/16/06 Lot 2; Joint Driveway 276 5 0 103.6 18.9 91 90 257 03/16/06 Lot 2 266 4 0 97.9 20.8 92 90 258 03/17/06 Lot 271 4 0 98.7 21.0 93 90 259 03/1-7/06--Lot-2; Joint Driveway 266 4 0 95.5 19.7 90 90 260 03/17/06 Lot 3 253 4 0 97.0 19.8 91 90 261 03/17/06 Lot 2 270 4 0 96.2 19.9 91 90 262 03/17/06 Lot 2 266 4 0 97.7 20.7 92 90 263 03/17/06 Lot 262 4 0 96.3 21.1 91 90 264 03/17/06 Lot 268 4 0 97.5 21.0 92 90 SZ 265 03/17/06 Lot 259 4 0 98.5 19.9 93 90 SZ 266 03/22/06 Lot 3 250 4 0 95.8 20.0 90 90 SZ 267 03/23/06 Lot 252 5 0 104.3 16.3 92 90 268 03/23/06 Lot 255 4 0 96.6 21.0 91 90 SZ 269 03/23/06 Lot 2; Stability Fill 294 4 0 99.8 21.6 94 90 Project No. 07238-42-03 December 29, 2006 I ii U Test No. TABLE SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field or 3/4" Dry Depth Curve Rock Dens. Date Location (ft) No. (%) (pCf) Field Moist. Cont. (%) Field Rel. Comp. (%) Reqd. Rel. Comp. (%) • 270 03/23/06 Lot 3 258 4 0 96.0 21.2 90 90 271 03/24/06 Lot 3; Joint Driveway 280 3 0 101.1 19.6 92 90 03/24/06 Lot 2; Joint Driveway 275 4 0 95.4 22.8 90 90 272 273 03/24/06 Lot 3 261 4 0 99.7 19.5 94 90 274 03/27/06 Lot 3 262 3 0 100.1 18.8 91 90 SZ 275 03/27/06 Lot 3; Stability Fill 286 4 0 99.6 23.0 94 90 SZ 276 03/27/06 El Camino Real 364+10 290 4 0 98.5 21.5 93 90 SZ 277 03/27/06 El Camino Real 362+80 295 4 0 96.7 20.5 91 90 SZ 278 03/27/06 El Camino Real 364+50 293 4 0 100.7 20.7 95 90 SZ 279 03/27/06 El Camino Real 362+30 300 4 0 98.5 20.7 93 90 SZ 280 03/27/06 El Camino Real 302 4 0 96.4 19.6 91 90 SZ 281 03/27/06 Lot 2; Stability Fill 306 4 0 95.2 21.3 90 90 SZ 282 03/27/06 Lot 2; Stability Fill 306 4 0 96.6 21.6 91 90 SZ 283 03/27/06 Lot 2; Stability Fill 305 4 0 98.9 20.5 93 90 284 03/28/06 Lot 3; Building C OX 264 4 0 99.1 20.1 93 90 03/28/06 Lot 3; Building C OX 263 4 0 95.9 19.9 90 90 285 286 03/28/06 Lot 3; Building C OX 264 4 0 100.2 20.3 94 90 287 03/28/06 Lot 3; Joint Driveway 282 4 0 95.8 21.6 90 90 288 289 03/28/06 Lot 3; Joint Driveway 03/30/06 Lot 3; Joint Driveway 279 290 4 4 0 0 97.3 97.6 20.3 22.9 92 92 90 90 290 03/30/06 Lot 3; Joint Driveway 288 4 0 98.9 21.8 93 90 291 03/30/06 Lot 3; Joint Driveway 282 4 0 95.6 22.6 90 90 292 03/30/06 Lot 3; Joint Driveway 297 4 0 97.4 19.7 92 90 SZ 293 03/31/06 Lot 2; Stability Fill 300 4 0 96.0 20.0 90 90 294 03/31/06 Lot 3; Building C OX 267 3 0 101.6 17.8 93 90 • 295 03/31/06 Lot 3; Building C OX 266 3 0 101.0 22.1 92 90 296 03/31/06 Lot 3; Building C OX 267 4 0 98.2 23.6 92 90 297 03/31/06 Lot 3; Building C OX 267 4 0 96.7 21.8 91 90 298 299 04/03/06 Lot 04/03/06 Lot 2 276 276 4 4 0 0 95.2 96.1 20.2 21.4 90 90 90 90 300 04/03/06 Lot 2 278 4 0 97.6 19.7 92 90 SZ 301 04/03/06 Lot 2 257 4 0 96.3 20.0 91 90 ST 302 04/04/06 Lot 218 3 0 101.2 16.7 92 90 ST 303 04/04/06 Lot 219 3 0 99.1 18.2 90 90 ST 304 04/04/06 Lot 225 3 0 99.4 18.3 91 90 305 04/04/06 Lot 2 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 261 4 0 96.5 22.5 91 90 SZ 306 04/04/06 Salk Avenue 23+15 268 4 0 97.2 21.6 92 90 307 04/04/06 Lot 2 262 4 0 97.3 22.6 92 90 ST 308 04/11/06 E Lot 2 290 5 0 103.7 17.5 91 90 ST 309 04/11/06 ELot2 293 4 0 96.9 21.9 91 90 ST 310 04/11/06 E Lot 2 297 3 0 102.1 18.7 93 90 ST 311 04/11/06 Lot 2; Stability Fill 302 4 0 99.0 19.1 93 90 ST 312 04/11/06 Lot 2; Stability Fill 303 4 0 98.0 18.8 92 90 ST 313 04/11/06 Lot 2; Stability Fill 298 4 0 100.2 19.1 94 90 314 04/12/06 Lot 2; Bldg B OX 277 3 0 100.2 22.1 91 90 Project No. 07238-42-03 December 29, 2006 I I I TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4' Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. ('/-) (pcf) ('/-) (0/6) (0/0) • 315 04/12/06 Lot 2; Bldg BOX 277 3 0 101.0 19.8 92 90 316 04/12/06 Lot 2; Bldg B OX 279 4 0 97.6 21.2 92 90 317 04/12/06 Lot 2; Bldg B OX 279 4 0 98.8 22.3 93 90 318 04/13/06 Lot 2; Bldg BOX 280 3 0 101.0 21.9 92 90 FO 319 04/13/06 Lot 3; Bldg COX 269 3 0 100.6 18.3 92 90 320 04/14/06 Lot 3; Bldg C OX 269 3 0 102.4 19.7 93 90 FG FG 321 04/14/06 Lot 3; Bldg C OX 269 3 0 102.9 17.2 94 90 FG 322 04/14/06 Lot 3; Bldg C OX 269 4 0 97.8 20.0 92 90 FG 323 04/14/06 Lot 3; Bldg C OX 269 4 0 99.0 17.3 93 90 324 04/14/06 Lot 2; Bldg BOX 279 4 0 100.8 22.0 95 90 325 04/14/06 Lot 2; Bldg B OX 282 5 0 104.2 18.5 92 90 326 04/14/06 Lot 2; Bldg BOX 282 4 0 98.0 21.1 92 90 327 04/14/06 Lot 2; Bldg A OX 278 4 0 95.7 22.6 90 90 328 04/17/06 Lot 2; Bldg AOX 281 4 0 97.3 21.0 92 90 329 04/17/06 Lot 2; Bldg A 281 3 0 100.5 21.2 92 90 330 04/17/06 Lot 2; Bldg A 281 3 0 100.8 20.1 92 90 331 04/18/06 Lot 2; Bldg AOX 277 4 0 98.3 22.6 93 90 332 04/18/06 Lot 2; Bldg A 282 3 0 100.7 19.9 92 90 333 334 04/18/06 Lot 2; Bldg AOX Unused sample number 283 3 0 0 0 100.2 0.0 20.1 0.0 91 90 0 335 04/19/06 Lot 270 4 0 97.8 21.9 92 90 336 04/19/06 Lot 2 272 4 0 98.9 22.3 93 90 337 04/19/06 Lot 2 269 4 0 96.4 19.4 91 90 338 04/19/06 Lot 2 274 4 0 96.4 20.4 91 90 339 04/19/06 Lot 273 5 0 106.6 18.6 94 90 04/19/06 Lot 272 4 0 98.2 21.0 92 90 FG 340 341 04/20/06 Lot 2; Bldg A 283 4 0 98.7 19.5 93 90 FG 342 04/20/06 Lot 2; Bldg A 283 4 0 98.2 19.8 92 90 FG 343 04/20/06 Lot 2; Bldg A 283 4 0 99.6 23.3 94 90 FG344 04/20/06 Lot 2; Bldg A 283 3 0 102.5 17.1 93 90 FG 345 04/20/06 Lot 2; Bldg A 283 3 0 101.2 20.0 92 90 346 04/20/06 Lot 273 4 0 98.2 21.4 92 90 347 04/20/06 Lot 2 273 3 0 99.3 20.8 91 90 348 04/20/06 Lot 274 4 0 96.5 21.6 91 90 349 04/20/06 Lot 2 273 4 0 98.3 21.3 93 90 350 04/20/06 Lot 2; Bldg B 284 4 0 97.9 21.7 92 90 FG FG 351 2 04/0/06 Lot2;BldgB 284 4 0 96.3 19.3 91 90 FG 352 04/20/06 Lot 2; Bldg B 284 4 0 99.3 19.9 94 90 FG 353 04/20/06 Lot 2; Bldg B 284 4 0 96.3 20.8 91 90 FG354 04/20/06 Lot 2; Bldg B 284 3 0 102.2 19.7 93 90 355 04/21/06 Lot 276 3 0 102.8 18.8 94 90 356 357 04/21/06 Lot 2 04/24/06 Lot 276 276 4 4 0 0 99.3 97.1 23.2 19.7 94 91 90 90 358 04/24/06 Lot 277 3 0 100.9 21.9 92 90 ST 359 04/24/06 Lot 2; Joint Driveway 293 4 0 99.6 18.9 94 90 Project No. 0723842-03 December 29, 2006 I I 1 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4' Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (OPt 0/ I (\ (O/\ 0) (O/\ 0) (0/ . 360 04/24/06 Lot 2 280 4 0 98.4 20.0 93 90 ST 361 04/25/06 Lot 261 4 0 97.7 18.0 92 90 362 04/25/06 Lot 3 259 5 0 104.9 15.8 92 90 ST ST 363 04/26/06 Lot 273 4 0 98.7 18.7 93 90 ST 364 04/26/06 Lot 270 4 0 98.9 21.8 93 90 365 04/27/06 Lot 2; Btwn Bldgs A & B 283 5 0 102.7 15.1 90 90 FG FG 366 04/27/06 Lot 2; E of Bldg A 282 4 0 98.5 19.0 93 90 FG 367 04/27/06 Lot 2;Nof Bldg A 281 4 0 101.4 19.1 95 90 368 04/28/06 Lot 1; Driveway 270 4 0 91.5 18.7 86 90 368A 05/01/06 Lot 1; Driveway 270 4 0 97.0 20.0 91 90 369 04/28/06 Lot 1; Driveway 265 5 0 105.0 18.3 92 90 ST 370 04/28/06 Lot 270 3 0 100.6 19.6 92 90 FG 371 04/28/06 Lot 2; W of Bldg B 281 3 0 100.6 21.2 92 90 FG 372 04/28/06 Lot 2; W of Bldg B 279 4 0 97.4 19.5 92 90 373 04/28/06 Salk Avenue (Park) 17+50 230 4 0 96.4 19.4 91 90 05/01/06 Lot 1 268 4 0 99.4 19.2 94 90 ST 374 375 05/02/06 Salk Avenue 22+25 259 4 0 99.1 19.9 93 90 ST 376 05/02/06 Salk Avenue 21+25 250 4 0 99.5 21.0 94 90 ST 377 378 05/02/06 Salk Avenue 20+25 05/02/06 Lot 1 240 260 4 5 0 0 95.7 102.8 21.4 18.8 90 90 90 90 FG 379 05/02/06 Lot 3; E of Bldg C 272 4 0 97.8 19.7 92 90 FG 380 05/02/06 Lot 3; E of Bldg C 268 4 0 95.8 21.2 90 90 FG 381 05/02/06 Lot 3; N of Bldg C 266 4 0 98.9 19.9 93 90 FG 382 05/02/06 Lot 3; W of Bldg C 267 4 0 99.6 18.8 94 90 383 05/02/06 Salk Avenue 10+00 15710104.620.1 .... 384 05/03/06 Salk Avenue 9+90 163 3 0 100.3 21.0 91 90 385 05/03/06 Salk Avenue; Utility Pad 11+40 167 3 0 99.5 20.3 91 90 386 05/04/06 Salk Avenue ll+10 168 4 0 96.4 21.5 91 90 SZ 387 05/04/06 Salk Avenue 10+60 161 4 0 95.7 20.2 90 90 388 05/04/06 Salk Avenue 178 4 0 98.4 21.2 93 90 389 05/04/06 Salk Avenue 10+40 167 4 0 97.9 20.1 92 90 ST 390 05/05/06 Lot 205 3 0 101.6 18.8 93 90 ST 391 05/05/06 Lot 198 4 0 98.9 21.8 93 90 ST 392 05/05/06 Lot 196 5 0 105.9 16.0 93 90 ST 393 05/05/06 Lot 195 3 0 99.8 15.2 91 90 05/05/06 Lot 1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 258 3 0 99.7 18.1 91 90 . SZ394 395 05/08/06 Salk Avenue 25+80 270 3 0 100.8 16.9 92 90 ST 396 05/08/06 Salk Avenue 13+15 187 4 0 97.7 22.5 92 90 ST 397 05/08/06 Salk Avenue 14+20 197 3 0 100.3 16.6 91 90 ST 398 05/08/06 Lot 1; Driveway ..26............... FG 399 05/09/06 Lot 247 3 0 100.7 17.1 92 90 FG FG 400 401 05/09/06 Lot 4 05/09/06 Lot 245 243 3 3 0 0 99.8 99.6 18.9 17.2 91 91 90 90 FG 402 05/09/06 Lot 243 3 0 100.2 19.1 91 90 ST 403 05/09/06 Lot 3; Driveway 287 3 0 99.8 19.2 91 90 Project No. 07238-42-03 December 29, 2006 I TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4" Dry Moist. Rel. Rd. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location No. (0/-) (pcf) (0/0) (0/0) (0/-) SZ 404 05/09/06 Lot 1 256 3 0 100.7 18.6 92 90 SZ 405 05/09/06 Lot 258 5 0 103.6 18.6 91 90 ST 406 05/10/06 Salk Avenue 21+40 229 3 0 100.7 17.6 92 90 ST 407 05/10/06 Salk Avenue 19+75 217 3 0 99.5 20.5 91 90 FG 408 05/11/06 Lot 1 262 3 0 100.9 15.9 92 90 FG 409 05/11/06 Lot 1 265 3 0 105.8 15.4 96 90 FG 410 05/11/06 Lot 266 3 0 107.5 17.6 98 90 411 07/31/06 Lot 258 4 0 98.1 19.7 92 90 412 07/31/06 Lot 1 261 5 0 105.9 15.9 93 90 ST 413 07/31/06 Lot 3; E Slope 262 4 0 95.6 21.4 90 90 414 08/02/06 Lot 1 262 3 0 101.5 17.5 93 90 415 08/02/06 Lot 234 3 0 101.6 19.1 93 90 416 08/02/06 Lot 237 3 0 98.7 19.4 90 90 417 08/22/06 El Camino Real 384+50 151 4 0 99.4 21.7 94 90 418 08/29/06 ElCaminoRea1384+90 149 5 0 110.2 16.5 97 90 419 08/29/06 El Camino Real 384+85 153 3 0 102.1 18.1 93 90 420 08/29/06 El Camino Real 384+20 161 3 0 98.7 17.8 90 90 421 08/30/06 El Camino Real 384+25 164 3 0 101.8 18.2 93 90 422 08/30/06 El Camino Real 383+00 173 3 0 102.1 17.5 93 90 423 08/30/06 El Camino Real 383+50 171 3 0 103.3 15.9 94 90 424 08/30/06 El Camino Real 382+00 179 3 0 99.1 19.7 90 90 425 09/07/06 El Camino Real 380+50 194 3 0 102.8 20.9 94 90 426 09/07/06 El Camino Real 381+50 184 3 0 102.1 20.8 93 90 427 09/08/06 El Camino Real 378+00 208 4 0 95.7 21.7 90 90 428 09/08/06 El Camino Real 377+00 216 3 0 101.5 18.4 93 90 429 09/12/06 Lot 245 4 0 98.2 19.7 92 90 430 09/12/06 Lot 243 3 0 100.2 16.7 91 90 431 09/14/06 El Camino Real 382+50 180 3 0 99.8 18.1 91 90 432 09/14/06 El Camino Real 384+75 163 4 0 96.7 19.9 91 90 433 09/22/06 El Camino Real 384+50 166 4 0 95.5 19.7 90 90 434 09/22/06 El Camino Real 382+50 181 4 0 96.2 19.2 91 90 435 09/22/06 El Camino Real 381+00 190 3 0 102.0 15.5 93 90 436 09/25/06 Lot 4 242 4 0 95.4 19.9 90 90 437 09/25/06 Lot 4 240 4 0 96.7 19.7 91 90 438 09/25/06 Lot 238 4 0 96.9 19.3 91 90 439 09/25/06 Lot ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 243 4 0 96.5 19.5 91 90 440 09/25/06 Lot 4 245 4 0 96.4 19.5 91 90 441 09/25/06 Lot 246 3 0 103.6 16.9 94 90 442 09/25/06 Lot 4 249 3 0 98.8 16.4 90 90 FO 443 09/27/06 Lot 4 238 3 0 103.6 16.1 94 90 FG 444 09/27/06 Lot 4 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 241 3 0 98.8 16.6 90 90 FG 445 09/27/06 Lot 245 3 0 102.7 20.1 94 90 FG 446 09/27/06 Lot 247 3 0 101.6 16.6 93 90 FG 447 09/27/06 Lot 245 3 0 103.3 19.6 94 90 FG 448 09/27/06 Lot 4 244 3 0 100.4 15.7 92 90 Project No. 07238-42-03 - December 29, 2006 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4" Dry Moist. Rel. Rel. Depth Cue Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (0/-) (pcf) (0/0) (0/0) (0/0) FG 449 09/27/06 Lot 4 247 3 0 98.7 16.2 90 90 FG 450 09/27/06 Lot 250 3 0 99.5 17.2 91 90 FG 451 11/07/06 Lot 248 3 0 102.2 17.6 93 90 FG 452 11/28/06 Lot 252 4 0 98.0 19.4 92 90 FG 453 11/28/06 Lot 248 4 0 99.5 19.2 94 90 FG 454 11/28/06 Lot 248 4 0 97.0 19.9 91 90 FG 455 11/28/06 Lot 245 4 0 96.5 19.3 91 90 FG 456 11/28/06 Lot 245 3 0 103.5 15.7 94 90 FG 457 11/28/06 Lot 244 5 0 108.7 17.0 96 90 FG 458 11/29/06 Lot 241 3 0 99.7 19.5 91 90 FG 459 11/29/06 Lot 241 3 0 99.7 15.4 91 90 FG 460 11/29/06 Lot 237 4 0 96.1 18.9 90 90 FG 461 12/06/06 Lot 1 265 3 0 100.3 18.7 91 90 FG 462 12/06/06 Lot 1 263 3 0 103.0 15.6 94 90 FG 463 12/06/06 Lot 1 261 3 0 102.6 16.1 94 90 Project No. 07238-42-03 December 29, 2006 TABLE I EXPLANATION OF CODED TERMS - TEST SUFFIX A, B, C,... : Retest of previous density test failure, following moisture conditioning and/or recompaction. - STRIKE-OUT Fill in area of density test failure was removed and replaced with properly compacted fill soil. - PREFIX CODE DESIGNATION FOR TEST NUMBERS FG - FINISH GRADE ST - SLOPE TEST SZ - SLOPE ZONE - CURVE NO. Corresponds to curve numbers listed in the summary of laboratory maximum dry density and optimum moisture content test results table for selected fill soil samples encountered during testing and observation. - ROCK CORRECTION For density tests with rock percentage greater than zero, laboratory maximum dry density and optimum moisture content were adjusted for rock content. For tests with rock content equal to zero, laboratory maximum dry density and optimum moisture content values are unadjusted. - TYPE OF TEST SC: Sand Cone Test (ASTM D1556) NU: Nuclear Density Test (ASTM D2922) OT: Other - ELEVATION/DEPTH Test elevations/depths have been rounded to the nearest whole foot. Project No. 07238-42-03 December 29, 2006 TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557 Maximum Optimum Sample Description Dry Density Moisture Expansion No. (pci) Content Index (% dry wt.) Dark yellowish brown, Sandy CLAY with 111.8 16.9 88 trace gravel 2 Black, Sandy CLAY with trace of gravel 113.0 16.0 -- 3 Olive, Sandy CLAY 109.7 16.3 -- 4 Brown, fine, Sandy CLAY 106.2 19.8 50 Yellowish brown, Sandy CLAY, with 113.7 15.9 29 _______ trace gravel TABLE III SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829 Sample No. Lot No. Moisture Content (%) Dry Density (pci) Expansion Index Classification* Before Test After Test El-IA 1 16.0 31.4 91.3 38 Low El-lB 1 15.6 32.7 92.7 67 Medium EI-2B-3 2 17.0 32.3 87.4 29 Low EI-2B-4 2 16.0 33.5 91.0 65 Medium EI-2A-5 2 15.9 33.2 91.2 38 Low EI-2A-6 2 15.7 33.8 91.4 66 Medium EI-3C-1 3 16.1 31.5 91.4 52 Medium EI-3C-2 1 3 15.8 33.0 91.4 65 Medium EI-4H 4 14.4 29.4 93.6 51 Medium EI-41 4 14.9 29.1 92.5 37 Low EI4J 4 13.3 29.4 96.6 67 Medium EI4K 4 14.0 28.5 93.1 35 Low EI-4L 4 13.7 30.7 93.6 61 Medium *Reference: CBC Table 18-1-B Project No. 07238-42-03 December 29, 2006 TABLE IV SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417 Sample No. Water-Soluble Sulfate Sulfate Exposure* El-lA 0.015 Negligible El-lB 0.180 Moderate EI-2B-3 0.192 Moderate EI-2B-4 0.255 Severe El-2A-5 0.147 Moderate EI-2A-6 0.420 Severe EI-3C-1 0.047 Negligible EI-3C-2 0.090 Negligible EI4H 0.318 Severe EI-41 0.189 Moderate EI4J 0.145 Moderate EI4K 0.063 Negligible EI4L 0.318 Severe * Reference: CBC Table 19-A-4 TABLE V SUMMARY OF LABORATORY POTENTIAL OF HYDROGEN (pH) AND RESISTIVITY TEST RESULTS CALIFORNIA TEST NO. 643 Sample No. pH Minimum Resistivity (ohm-centimeters) El-lA 7.8 453 El-lB 7.5 379 EI-213-3 7.7 284 EI-213-4 7.5 264 El-2A-5 7.4 277 EI-2A-6 7.4 257 EI-3C-1 7.7 433 El-3C-2 7.5 331 EI-41-1 7.7 372 EI-41 7.7 419 EI4J 7.9 412 EI-4K 7.8 487 EI4L 7.7 372 Project No. 07238-42-03 December 29, 2006 TABLE VI SUMMARY OF AS-GRADED LOT/BUILDING PAD CONDITIONS Approx. Approx. Approx. Pad Depth of Max. Depth Depth of Fill Lot No./Pad Condition Remarks Undercut of Fill Differential (feet) (feet) (feet) Lot 1 Transition Lot Sheet graded only, 0 14 14 no undercuts performed Lot 2/Pad A Transition Lot Undercut due to 9 51 43 cut/fill transition Lot 2/Pad B Transition Lot Undercut due to 9 9 0 cut/fill transition Lot 3/Pad C Transition Lot Undercut due to 6 19 13 cut/fill transition Depending on future Lot 4 Fill Lot building location 0 72 70 and elevation, undercuts may be required Project No. 07238-42-03 December 29, 2006 ! 2,jL _1JJJJ4JL - ~-c1 - -•.• LL. illhl1l. ,I,pp_._ ______ 1 Tr - II 11H fill - 1'- :•::: ___________ - -'- - * VICINITY - _-i--------------------------------rA:uii"T BENCHMARK: INDEX MA ---. CO T5 P.c - - -_- - __________ FOX - MILLER PROPERTY 1 _CITYoo 8OFCARLSBAD __- -- 010 00 P00 SI,,, aP0 .-0-0I UT, UcU —" PD PUT€fl 0R*P0C Na -. -- - •- 'N - - *•_ - .•..- -. -T - -" - 4'.