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Home My WebLink AboutCT 11-04; QUARRY CREEK; FINAL REPORT OF TESTING & OBSERVATION DURING GRADING; 2013-04-04&..fllro FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING QUARRY CREEK CARLSBAD, CALIFORNIA PREPARED FOR HANSON AGGREGATES PACIFIC SOUTHWEST INC. SAN DIEGO, CALIFORNIA APRIL 4, 2013 PROJECT NO. 07135-42-02 GEOCON INCORPORATED GEOTECHNICAL • ENVIRONMENTAL. M AT E R I A L S Project No. 07135-42-02 April 4, 2013 Hanson Aggregates Pacific Southwest, Inc. Post Office Box 639069' San Diego, California 92163-9069 Attention: Mr. Marvin Howell Subject: FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING QUARRY CREEK CARLSBAD, CALIFORNIA Dear Mr. Howell: In accordance with your request, we have provided compaction testing and observation services during reclamation grading of the subject site. The majority of the site is located in the city of Carlsbad. The northeastern corner of the site is within Oceanside city limits. Our services were performed during the period of July 12, 2011, and December 5, 2012. The scope of our services included the following: Observing the grading operation, including the removal and/or processing of loose topsoil, alluvium, colluvium and undocumented fill soil. Observing the construction of the FEMA levee along the north side of Buena Vista Creek. Observing the construction of drop structures and rock revetment slopes along and in Buena Vista Creek. Performing in-place density tests in fill placed and compacted at the site. Performing laboratory tests to aid in evaluating the compaction characteristics of various soil types encountered and/or used for fill. Preparing an "As Graded" Geologic Map. Preparing this final report of grading. 6960 Flanders Drive • San Diego, California 92121-2974 0 Telephone 858.558.6900 0 Fax 858.558.6159 GENERAL The grading contractor for the project was Varner Construction Incorporated of Riverside, California. The project plans were prepared by Chang Consultants and are titled Grading Plans for South Coast Materials Quarry, with the City approval dated June 23, 2011. The project soils report is titled Update Geotechnical Investigation Amended Reclamation Plan, Quarry Creek Refined Alternative 3, Carlsbad, California, prepared by Geocon Incorporated, dated September 10, 2009, (Project No. 07135-42-01). The grading operation was a part of the reclamation plan for Quarry Creek Aggregate production plant. The main, purpose of grading was to remediate undocumented fill and tailings associated to previous mining and aggregate production activities. In addition to removal and recompaction of the unsuitable soils, several drop structures were constructed with the Buena Vista Creek drainage and a FEMA Levee and berm slopes were constructed along the north bank of Buena Vista Creek. References to elevations and locations herein were based on surveyor's or grade checker's 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 The purpose of mass grading operation was to remediate unsuitable soils, resulting from mining and aggregate production and to fulfill the requirement for reclamation of the site. Subsequent grading will be required to create building pads and associated infrastructures. Grading began with the removal of brush and vegetation from the area to be graded. Topsoils, alluvium, colluvium and undocumented fill were removed to firm natural ground or to previously compacted fill soils. Where groundwater was present, the excavations extended to. within 2 to 3 feet of the groundwater table. Undocumented fill was left in-place in several areas on the property. Areas of undocumented fill that were not removed are shown on the as-graded geologic map (Figure 1, 'map pocket). In the northwest/central portion of the site, undocumented fill extended below the groundwater and was therefore left in-place. Based on our observations during reclamation grading and potholes performed, we expect less than 3 to 5 feet of fill was left below groundwater. Alluvial soil was also left in-place below the groundwater in this location. In our opinion the presence of the undocumented fill and alluvium below the groundwater will not impact future development. Project No. 0713 5-42-02 -2- -- April 4, 2013 Undocumented fill was also left in place in the northwestern slope, in the northeastern portion of the property beyond the reclamation grading limit and within the existing access road from Haymar Drive. The majority of this undocumented fill will be removed during future grading of areas outside of the reclamation grading limits. Undocumented fill was also left in-place within the existing hillside slope along the north side of Buena Vista Creek along the FEMA Levee. This fill could not be removed due to sensitive land along the creek. Where undocumented fill could not be removed, a slot cut excavation with an excavator was made to remove undocumented fill below the toe of the grouted rip-rap to expose formational bedrock. The slot cut excavation was then filled with 2- to 4-ton' rip-rap that was grouted in-place. The remainder of the southern levee berm was constructed by placing V2-ton rip-rap grouted in place at approximately 1.5:1 (horizontal to vertical) slope inclination and covering the rip-rap with compacted fill to create .a 2:1 final berm slope. The berm slope was then covered with an erosion control Pyramat. As part of the levee construction 2:1 cut and fill slopes were constructed along the north side of the levee berm extending down to the sheet graded pad. Within Buena Vista Creek drainage several grouted and non-grouted rip-rap drop structures were constructed. Additionally, at the west and east ends of the site buried revetment areas comprised of rip rap were constructed. Prior to placing fill, the exposed ground surface in soil areas was scarified, moisture conditioned, and compacted. Fill soils derived from on-site excavations and import sources were then placed and compacted in layers until the design elevations were attained. In general, the fill materials consist of silty to clayey, fine- to coarse-grained sand and sandy to silty clay. Rock and soil-rock fills were placed during grading. Relatively large rocks (2 foot plus) were incorporated into the fill by placing in windrows and covering with sandy soil and flooded to fill voids. Larger rocks were also placed individually and soil fill was compacted around the rock. The rocks were spaced with sufficient space to allow for the passage of compaction equipment. Soil-rock fills generally consisting of rock less than 2-f6ot diameter were also placed at various areas across the site. In these areas layers of soil-rock were spread out in the fill area and sufficient sbil placed and mixed with the rock to enable proper compaction. In some locations where the remedial excavation bottom was saturated and yielding, clean rock was placed to stabilize the bottom and provide a suitable surface for fill placement. Concrete was incorporated into the fill within the southwest portion of the property generally abutting the buried revetment area. The concrete generally consisted of broken slabs with varying dimensions. Protruding rebar was cut and exported. The concrete slabs were placed generally level in the fill area and covered with sandy soil. The soil was flooded to fill voids between individual concrete slabs. A Project No. 07135-42-02 -3- April 4, 2013 soil cover was then placed over the concrete and compacted. Care was taken to not nest the concrete slabs. Several layers Of concrete placement occurred. Generally, at least 1-foot of soil cover was placed and compacted between successive layers. Oversize rock (generally rock larger than 1-foot diameter) was kept 10 feet below finish grade across the majority of the site. However, within the southwest portion of the site the rock hold down was 7 feet below finish grade. Oversize rock was also kept at least 1 foot below proposed sewer inverts. Portions of the site were left approximately 2 to 6 inches below the sheet grade elevations shown on the reclamation plan. Near the southeast corner of the site an area of native bedrock was left 1 to approximately 4 feet above sheet grade elevations, as approved by the city. The approximate area of the rock is shown on the as-graded map. Additionally, the storm drain that crossed-the hard rock was re-routed. During grading operations, Geocon Incorporated observed compaction procedures and performed in-place density tests to evaluate the dry density and moisture content of the fill soil. We performed in-place density tests in general conformance with the current versions of ASTM Test Method D 6938, Standard Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear Methods. The results of the in-place dry density and moisture content tests are summarized in Table I. In general, the in-place density test results indicate that the fill soil has a relative compaction of at least 90 percent at the locations tested. The approximate locations of the in-place density tests are shown on As-Graded Geologic Map, Figure 1 (map pocket). Where the fill soils being tested for in-place density contained particles larger than 3/4 inch, rock corrections were made to the laboratory maximum dry density and optimum moisture content using methods suggested by AASHTO T224-86. The values of maximum dry density and optimum moisture content presented on Table I reflect the corrections. Laboratory tests were performed on samples of material used for fill to evaluate moisture-density relationships, optimum moisture content and maximum dry density (ASTM D-1557), and expansion (ASTM D-4829) characteristics. The results of the laboratory tests are summarized in Tables II and III. Settlement Monitoring A settlement monument was placed at the approximate location shown on Figure 1. The monument consisted of a steel plate with an approximately 4 foot long 24nch diameter steel pipe with a cap. The plate was set into the ground approximately 2 to 3 feet and buried, with the top of the monument extending above the ground surface and protected with a PVC sleeve. The top of the monument was surveyed for elevation. The table below shows the survey results over the monitoring period. No Project No. 07135-42-02 -4 - April 4, 2013 movement was measured over the monitoring period. It is our opinion that settlement of the underlying alluvium as a result of the fill placement has essentially ceased. Monument Number Date of Reading Elevation (feet) Change From Initial Reading (feet) 10/19/12 107.70 -- 11/2/12 107.68 0.02 11/19/12 107.68 0.02 12/5/12 107.70 0 Slopes In general, cut and fill slopes created during reclamation grading have planned inclinations of 2:1 (horizontal to vertical) or flatter, with maximum heights of approximately 60 feet. The fill slopes were either over-filled and cut back or were track-walked with a bulldozer during grading. Existing slopes located at the northeast corner of the site are steeper than 2:1. These slopes are beyond the current limits . of reclamation grading and will need to be addressed during the future phases of development. All slopes should be planted, drained, and maintained to reduce erosion. Slope irrigation should be kept to a minimum to just support the vegetative cover. Surface drainage should not be allowed to flow over the top of the slope. Su bd rains Several subdrains were installed at the south central portion of the site within the north facing bank of the creek.. These drains were installed in an attempt to mitigate excessive groundwater seepage observed during grading. The drains consisted of 4-inch perforated PVC pipe surrounded in gravel and wrapped in filter fabric. The drains were outlet to the creek channel. Several parallel rows of drains were installed at the approximate location shown on Figure 1. An existing subdrain from the adjacent property was encountered during grading along the eastern property margin in the southeast corner of the site. The drain was connected and extended to the creek drainage area. The subdrain was "as built" for location and elevation by Verner Construction and shown on the As Graded Geologic Map (Figure 1). Finish Grade Soil Conditions Observations and laboratory test results indicate the on-site soil placed as compacted fill is considered to be both "non-expansive" and "expansive" (expansion index [El] of 20 or less and greater than 20, Project No. 07135-42-02 . -5 - - April 4, 2013 respectively) as defined by 2010 California Building Code (CBC) Section 1803.5.3. A summary of the laboratory expansion index test results is presented on Table III. We performed laboratory tests on samples of the site soils to evaluate the percentage of water-soluble sulfate content. The test results are presented in Table IV and indicate that the on-site materials at the locations tested have a "negligible" to "severe" sulfate exposure to concrete structures as defined by 2010 CBC Section 1904.3 and ACI 318-08 Sections 4.2 and 4.3. The following table presents a summary of concrete requirements set forth by 2010 CBC Section 1904.3 and ACI 318. 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. REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS Water-Soluble Maximum Minimum Sulfate Exposure Sulfate Cement Water to Exposure Class Percent Type Cement Ratio Compressive by Weight by Weight Strength (psi) Negligible SO 0.00-0.10 -- -- 2,500 Moderate SI 0.10-0.20 II 0.50 4,000 Severe S2 0.20-2.00 V 0.45 4,500 Very Severe S3 > 2.00 V+Pozzolan 0.45 4,500 or Slag Geocon Incorporated does not practice corrosion engineering. Therefore, if improvements that could be susceptible to corrosion are planned, further evaluation by a corrosion engineer may be needed. It should be noted that although rocks larger than 8 inches were not intentionally* placed within the upper 3 feet of finish grade, some rocks up to approximately 1 foot in dimension may exist. SOIL AND GEOLOGIC CONDITIONS The soil and geologic conditions encountered during grading were found to be similar to those described in the project geotechnical report. The grading was performed in accordance with recommendations provided in the project soils report. The site is underlain by compacted fills with thicknesses ranging from less than 3 feet to approximately 40 feet across the property. The fill overlies native volcanic bedrock, Santiago Formation, Terrace Deposits, undocumented fill, and alluvium. The As-Graded Geologic Map depicts the general geologic conditions observed. No soil or Project No. 07135-42-02 -6- April 4, 2013 geologic conditions were observed during grading which would preclude the continued development of the property as planned. CONCLUSIONS AND RECOMMENDATIONS 1.0 General 1.1 Based on observations and test results, it is the opinion of Geocon Incorporated that the grading to which this report pertains has been performed in substantial conformance with the recommendations of the previously referenced project soil report. Soil and geologic conditions 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. 1.2 Geocon Incorporated opines that the soil engineering and engineering geologic aspects of the grading are in compliance with, the approved geotechnical report and the grading plans, Drawing No. 470-5A(City of Carlsbad) and G 11-00002 (City of Oceanside). 1.3 No soil or geologic conditions were observed during grading that would preclude the continued development of the property as planned. Based on test results and field observations, it is the opinion of Geocon incorporated that the fill soils observed and tested as part of the grading operation were generally compacted to a dry density of at least 90 percent of the laboratory maximum dry density near to slightly above optimum moisture content. 2.0 Future Grading 2.1 Any additional grading performed at the site should be accomplished in conjunction with our observation and compaction testing services. Grading plans for any future grading should be reviewed by Geocon Incorporated prior to finalizing. All trench backfill in excess of one-foot thick should be compacted to at least 90 percent relative compaction. This office should be notified at least 48 hours prior to commencing additional grading or backfill operations. 3.0 Slope Maintenance 3.1 Slopes that are steeper than 3:1 (horizontal:vertical) may, under conditions which are both 'difficult to prevent and predict, be susceptible to near surface (surficial) slope instability. The instability is typically limited to the outer three feet of a portion of the slope and usually does not directly impact the improvements, on the pad areas above or below the Project No. 07135-42-02 - 7 - . April 4, 2013 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 that, 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. It should be noted that 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. 4.0 Site Drainage and Moisture Protection 4.1 Adequate site 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 in accordance with 2010 CBC 1804.3 or other applicable standards. In addition, surface drainage should be directed away from the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed structure. 4.2 Underground utilities should be leak free. Utility and irrigation lines should be checked periodically for leaks for early detection of water infiltration and detected leaks should be repaired promptly. Detrimental soil movement could occur if water is allowed to infiltrate the soil for a prolonged period of time. 4.3 If detention basins, bioswales, retention basins, water infiltration or low impact development (LID) devices are being considered, Geocon Incorporated should be retained to provide recommendations pertaining to the geotechnical aspects of possible impacts and design. Distress may be caused to planned improvements and properties located hydrologically downstream. The distress depends on the amount of water to be detained, its residence time, soil permeability, and other factors. We have not performed a hydrogeology study at the site. Downstream properties may be subjected to seeps, springs, slope instability, raised groundwater, movement of foundations and slabs, or other impacts as a result of water infiltration. Project No. 07135-42-02 -8 - April 4, 2013 4.4 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 drains 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 the pavement, we recommended construction of a cutoff wall along the edge of the pavement that extends at least 6 inches below the bottom of the base material. LIMITATIONS The conclusions and recommendations contained herein apply only to our work with respect to grading, and represent conditions at the date of our final observation December 5, 2012. Any subsequent grading should bedone in conjunction with our observation and testing 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 makeno 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, by the uncontrolled action of water, or by 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. Project No. 07135-42-02 -9- April 4, 2013 AS :RCM:dmc If 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 (2/del) Addressee (1) Chang Consultants Attention: Mr. Wayne Chang (1) J. T. Kruer and Company Attention: Mr. Jonathan Kruer C 3: ney C. 6E 2533 ESS/o OF C , 0 EE :i Project No. 07135-42-02 -10 - April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus - Field Field Field Req'd. or 3/4" Adj. Adj. Dry Moist. Rel. Rel. Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp. Test No. Date Location (1k) No. (%) (pci) (%) (pci) (%) (%) (%) 1 07/12/11 E Side . 98 1 10 138.6 6.0 125.2 10.4 90 90 2 07/12/11 E Side . 97 1 10 138.6 6.0 126.2 10.6 91 90 3 07/12/11 E Side 98 1 0 136:1 6.6 122.9 10.0 90 90 4 07/13/11. E Side 100 1 10 138.6 6.0 125.5 9.5 91 90 5 07/13/11 E Side . 103 1 20 141.1 5.4 129.4 7.1 92 90 6 07/13/11 E Side 106 1 10 138.6 6.0 125.7 6.4 91 90 7 07/14/11 E Side 99 1 10 138.6 6.0 125.8 7.6 91 90 8 07/14/11 E Side 111 1 40 146.5 4.2 133.0 4.8 - 91 90 9 07/14/11 ESide 114 1 30 143.7 4:8 131.9 7.1 92 90 10 07/15/11 E Side- 102 1 10 138.6 6.0 125.4 10.4 90 90 11 07/15/11 E Side . 94 1 10 138.6 6.0 124.8 8.5 90 90 12 07/15/11 E Side 103 3 30 125.7 10.9 119.1 14.4 95 90 13 07/18/11 E Side . . . 91 4 20 132.3 8.4 122.0 8.7 92 90 14 07/18/11 E Side 93 4 20 132.3 8.4 122.9 9.3 93 90 15 07/18/11 ESide . 96 4 20 132.3 8.4 120.8 10.1 91 90 16 07/19/11 E Side ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 89 3 0 114.0 15.4 100.5 22.2 88 90 16A 07/19/11 E Side . 89 3 0 114.0 15.4 104.7 19.1 92 90 17 07/19/11 E Side 91 1 10 138.6 6.0 125.3 .10.9 90 90 18 07/19/11 E Side . 93 4 20 .132.3 8.4 120.4 9.2 91 90 19 07/19/11 E Side . 95 3 0 . 114.0 15.4 103.7 18.8 91 90 20 07/19/11 E Side 91 1 10 138.6 6.0 126.7 9.8 - 91 90 21 07/19/11 E Side . . 93 1 10 138.6 6.0 128.0 8.6 92 90 22 07/19/11 E Side 96 3 0 114.0 15.4 . 103.1 19.3 90 90 23 07/20/11 E Side 95 2. 20 126.1 9.4 115.0 13.4 91 90 24 07/20/11 E Side . 97 5 20 136.6 7.2 125.2 9.1 92 90 25 07/20/11 ESide 99 3 10 117.7 13.9 107.2 18.4 91 90 26 07/20/11 E Side . 91 5 20 136.6 7.2 125.7 8.9 92 90 27 07/20/11 E Side . 93 3 0 114.0 15.4 104.0 18.8 - 91 90 28 07/20/11 E Side . 92 3 10 - 117.7 13.9 107.8 18.0 92- 90 29 07/21/11 E Side 102 3 0 114.0 15.4 102.7 20.2 90 90 30 07/21/11 E Side . 100 4 20 132.3 8.4 121.6 10.1 92 90 Project No. 07135-42-02 --. April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Adj. Adj. Dry Moist. Rel. Re!. Depth Curve Rock MDD, OMC Dens. Cont. Comp. Comp. Test No. Date Location No. (%) (pci) (%) (pci) (%) (%) (%) 31 07/21/11 ESide 94 2 20 126.1 9.4 115.0 13.3 91 90 32 07/21/11 E Side 95 5 20 136.6 7.2 123.6 8.6 90 90 33 07/21/11 E Side 96 4 20 132.3 8.4 121.9 8.8 92 90 34 07/21/11 E Side 98 4 20 132.3 8.4 119.8 10.9 91 90 35 07/22/11 E Side 95 1 10 138.6 6.0 126.0 7.5 91 90 36 07/22/11 E Side 97 1 10 138.6 6.0 126.5 7.1 91 90 37 07/22/11 E Side 99 1 10 138.6 6.0 124.5 10.7 90 90 38 07/22/11 E Side 101 1 20 141.1 5.4 128.6 6.9 91 90 39 07/22/11 ESide 102 1 20 141.1 5.4 133.1 7.2 94 90 40 07/25/11 N Central 105 1 0 136.1 6.6 122.8 9.1 90 90 41 07/25/11 N Central 106 1 40 146.5 4.2 132.6 7.1 .91 90 42 07/25/11 N Central 105 1 0 136.1 6.6 123.4 9.1 91 90 43 01/25/11 N Central 89 1 10 138.6 6.0 125.2 8.9 90 90 44 .07/25/11 E Side 104 1 10 138.6 6.0 126.2 6.1 91 90 45 07/25/11 E Side 102 1 0 136.1 6.6 123.9 TO 91 90 46 07/26/11 NW Side 85 3 10 117.7 13.9 107.0 15.7 91 90 47 07/26/11 NW Side 90 3 20 121.6 12.4 110.6 16.2 91 90 48 07/26/11 NCentral 91 1 10 138.6 6.0 125.5 10.9 91 90 49 07/26/11 NCentral 92 3 30 125.7 10.9 113.6 14.6 90 90 50 07/27/11 NW Side . 93 3 20 121.6 12.4 110.9 15.6 91 90 51 07/27/11 NE Side 93 3 10 117.7 13.9 107.9 16.0 92 90 52 07/27/11 NE Side - 97 3 20 121.6 12.4 110.7 16.1 91 90 53 07/29/11 NE Side 107 3 20 121.6 12.4 111.9 14.6 92 90 54 07/29/11 NE Side 104 3 20 121.6 12.4 111.6 14.0 92 90 55 08/01/11 NW Side . 93 3 30 125.7 10.9 - 113.5 14.5 90 - 90 56 08/01/11 NW Side 94 4 20 132.3 8.4 122.5 10.9 93 90 57 08/01/11 NW Side 90 4 20 132.3 8.4 123.2 11.7 93 90 58 08/01/11 NW Side 90 4 20 132.3 8.4 120.8 10.4 91 90 59 08/02/11 NW Side 91 1 0 136.1 6.6 126.3 9.3 93 90 60 08/02/11 NW Side 91 5 0 130.9 8.9 121.1 10.4 93 90 61 08/04/11 NE Side ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 92 2 10 122.4 10.5 112.7 13.1 92 90 Project No. 07135-42-02 April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Adj. Adj. Dry Moist. Rd. Rel. Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp. Test No. 62 Date Location No. (%) (pci) (%) (pci) (%) (%) (%) 08,04111 ME Sid, 93 2 0 119.0 11.6 103.0 16.4 88 90 63 64 08,104,4l 08/04/11 NE 3ijc NE Side 93 103 2. 1 0 0 119.0 136.1 11.6 6.6 103.4 125.0 20.1 7.1 87 92 90 90 65 08/05/11 NE Side 101 5 10 133.7 8.1 120.2 8.4 90 90 66 08/05/11 NE Side 99 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 5 10 133.7 8.1 120.7 8.5 90 90 67 08/05/11 E Side 101 5 10 133.7 8.1 123.0 8.7 92 90 68 08/05/11 E Side 100 5 10 133.7 8.1 120.0 9.8 90 90 69 08/05/11 E Side 96 5 10 -133.7- 8.1 121.0 8.5 91 90 70 08/08/11 NE Side 100 5 10 133.7 8.1 123.2 11.9 92 90 71 08/08/11 NE Side 101 1 10 138.6 6.0 126.5 8.8 91 90 72 08/08/11 NE Side 99 1 20 141.1 5.4 129.3 8.1 92 90 73 08/08/11 NE Side 96 1 20 141.1 5:4 127.8 7.2 91 90 74 08/08/11 NE Side 96 1 20 141.1 5.4 130.9 7.8 93 90 75 08109/11 NW Side - 87 1 30 143.7 4.8 132.3 5.7 92 90 76 08/09/11 NE Side 100 1 10 138.6 6.0 -124.7 8.2 -- 90 90 77 08/09/11 NE Side - 116 1 30 143.7 4.8 130.8 52 91 90 78 08/09/11 NW Side 86 1 30 143.7 4.8 133.1 5.0 93 - 90 79 08/09/11 NE Side - 106 1 30 143.7 4.8 130.4 7.3 91 90 80 08/10/11 NE Side 108 1 20 141.1 5.4 127.9 8.6 91 - 90- 81 08/10/11 NE Side 99 1 40 146.5 - 4.2 132.9 5.1 91 - 90 82 08/10/11 NW Side 97 1 30 143.7 4.8 130.1 6.3. 91 - 90 83 08/10/11 NW Side 97 1 40 146.5 4.2 133.2 4.8 91 90 84 08/10/11 NW Side - 94 1 10 138.6 6.0 125.4 7.2 90 90 85 08/10/11 NW Side 93 5 10 133.7 - 8.1 123.7 - 8.3 93 90 86 08/10/11 NW Side -93 1 10 138.6 6.0 126.1 5.9 91 90 87 08/10/11 NE Side - - 122 1- 0 136.1 6.6 122.5 7.6 90 90 SZ 88 08/10/11 NE Side 128 1 0 136.1 6.6 123.6 8.7 91 90 SZ 89 08/10/11 NE Side 129 1 0 136.1 6.6 124.1 8.5 91 90 SZ 90 08/11/11 NE Side 117 - 1 0 136.1 6.6 123.1 7.7 90 90 SZ 91 08/11/11 NE Side - 133 1 - 0 136.1 6.6 123.8 7.6 91 90 SZ 92 08/11/11 NE Side - 135 1 0 136.1 6.6 122.6 7.3 90 90 Project No. 0713542-02 - - April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Adj. Adj. Dry Moist. Rel. Rel. V Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp. Test No. Date Location V (t) No. (%) (pcf) (%) (pct) 93 08/11/11 NE Side 103 1 30 143.7 4.8 130.9 6.3 91 90 SZ 94 08/11/11 NE Side 121 1 10 138.6 6.0 125.5 7.9 91 90 95 08/11/11 NE Side 123 1 10 138.6 6.0 127.2 8.2 92 90 SZ 96 08/12/11 NE Side 114 1 0 136.1 6.6 122.6 10.1 90 90 97 08/12/11 NE Side 118 1 10 138.6 6.0 125.6 6.4 91 90 98 08/12/11 NE Side V 122 1 50 149.3 3.6 138.5 4.3 93 90 99 08/12/11 NE Side 105 1 10 138.6 6.0 125.8 7.8 91 90 SZ 100 08/15/11 NE Side V 121 1 10 138.6 6.0 128.5 6.6 93 90 SZ 101 08/15/11 NE Side 125 1 10 138.6 6.0 125.7 7.8 91 90 102 08/15/11 NE Side 125 1 50 149.3 3.6 136.1 4.8 91 90 SZ 103 08/15/11 NE Side 126 1 10 138.6 6.0 125.9 8.9 91 90 104 08/16/11 NE Side 124 1 20 141.1 5.4 128.3 7.1 91 90 105 08/16/11 NE Side 129 1 0 136.1 V 6.6 122.3 8.0 90 90 SZ 106 08/16/11 NE Side . 129 1 10 138.6 6.0 125.4 6.7 90 90 107 08/16/11 NE Side 129 1 30 143.7 V, 4.8 129.8 5.9 90 90 SZ 108 08/16/11 NE Side V 128 1 10 138.6 6.0 126.2 7.7 91 90 109 08/17/11 NE Side 130 1 20 141.1 5.4 128.9 6.9 91 90 SZ 110 08/17/11 NE Side 134 1 20 141.1 5.4 128.0 5.6 91 90 111 08/17/11 NE Side 134 1 50 149.3 3.6 137.8 4.8 92 90 SZ 112 08/18/11 NE Side V 102 1 50 149.3 3.6 136.1 5.0 91 90 SZ 113 08/18/11 NE Side ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 135 1 10 138.6 6.0 127.1 7.5 92 90 SZ 114 08/18/11 NE Side 138 1 10 138.6 6.0 128.7 7.7 93 90 SZ 115 08/18/11 NE Side 138 1 0 136.1 6.6 122.2 7.8 90 90 SZ 116 08/19/11 NE Side 142 5 0 130.9 8.9 121.2 12.6 93 90 SZ 117 08/1 9/1 1 NE Sid e 142 2 10 122.4 10.5 114.0 13.8 93 90 - SZ 118 08/22/11 NE Side 148 3 20 121.6 12.4 113.0 15.0 93 90 SZ 119 08/22/11 NE Side V 145 3 20 121.6 12.4 113.8 15.9 94 90 SZ 120 08/22/11 NE Side 147 3 20 121.6 12.4 111.0 14.8 91 90 121 08/22/11 NE Side 147 3 V 20 121.6 12.4 112.6 15.1 93 90 SZ -- 122 08/23/11 NE Side 152 3 20 121.6 VVVVVV194 13.8 90 90 SZ 123 08/23/11 NE Side 155 3 20 121.6 12.4 109.1 15.0 90 90 Project No. 0713542-02 V April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Adj. Adj. Dry Moist. Rd. Rel. Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pcO (%) (pcf) (%) SZ 124 08/23/11 NE Side 157 3 20 121.6 12.4 111.5 16.8 92 90 SZ 125 08/23/11 NE Side 156 .3 20 121.6 12.4 110.9 15.0 91 90 126 08/24/11 NE Side 154 3 40 130.2 9.4 119.8 12.8 92 90 127 08/24/11 NCentral 100 3 20 121.6 12.4 110.5 17.2 91 90 128 08/24/11 N Central 101 3 20 121.6 12.4 111.0 18.2 - 91 129 08/24/11 N Central 104 3 20 121.6 12.4 111.3 14.6 92 90 130 08/25/11 N Central 103 3 20 121.6 12.4. 113.6 16.7 93 90 131 08/25/11 N Central 100 3 30 125.7 10.9 114.6 12.4 91 90 132 08/25/11 NW Side 97 1 20 141.1 5.4 129.2 7.5 92 90 133 08/25/11 NW Side 97 1 10 138.6 6.0 126.8 7.0 91 90 134 08/26/11 NW Side . ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 84 1 10 138.6 6.0 130.3 7.6 94 90 135 08/26/11 NW Side 95 1 30 143.7 4.8 131.3 6.4 91 90 136 08/26/11 NW Side 94 1 40 146.5 4.2 136.2 7.0 93 90 137 08/29/11 NW Side 99 1 10 138.6 6.0 126.3 - 7.7 91 90 138 08/2 9/1 1 NW Side - . 1 40 146.5 4.2 135.6 6.0 93 90 139 08/29/11 NW Side 96 1 20 141.1 5.4 128.2 9.3 91 90 140 -08/29/11 NW Side 92- 1 0 136.1 6.6 124.4 10.6 91 90 141 08/29/11 NW Side 97 ,1 10 138.6 6.0 127.1 5.8 92 90 142 08/29/11 NW Side . 98 1 10 138.6 6.0 126.8 6.3 91 90 .143 08/30/11 NE Side ' - . • 158 3 20 121.6 12.4 . 112.5 14.9 93 90 144 08/30/11 NE Side 163 3 20 121.6 12.4 113.1 14.5 93 90 145 08/31/11 NW Side 96 1 40 146.5 4.2 132.1 5.8 90 90 146 08/31/11 NW Side - 97 1 30 143.7 4.8 130.5 5.7 91 90 147 08/31/11 NW Side . 96 1 50 149.3 3.6 138.7 4.9 93 90 148 08/31/11 NW Side - 98 1 40 146.5 4.2 . 133.1 6.7 91 90. 149 08/31/11 NW Side 98 3 40 130.2 9.4 121.1 11.4 93 90 150 .08/31/11 NW Side 98 1 50 149.3 3.6 138.0 6.3 92 90 151 09/01/11 NE Side - . 101 3 20 121.6 12.4 112.9 15.5 93 90 152 09/01/11 NE Side 101 3 . 40 130.2 9.4 118.3 12.4 91 90 153 09/0 1/1 1 NW Side 102 3 40 1 30. 2 9.4 1 17. 8 12.8 90 90 154 09/01/11 NW Side . . 101 1 50 149.3 3.6 138.0 5.3 92 90 Project No. 0713542-02 April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Test No. Date Location Elev. or Depth Curve No. Plus 3/4" Rock (%) Adj. MDD (pcf) Adj. OMC (%) Field Dry Dens. (pcO Field Moist. Cont. '(%) Field Rel. Comp. (%) Reqd. Rel. Comp. (%) 155 09/01/11 NW Side 104 11 10 138.6 6.0 127.8 7.9 92 90 156 09/01/11 NW Side 104 1 10 138.6 6.0 126.6 7.5 91 90 157 09/02/11 NW Side 103 1 10 138.6 .6.0 124.6 8.5 90 90 158 09/02/11 NW Side 105 1 10 138.6 6.0 127.7 8.7 92 90 159 09/02/11 NW Side 106 I 10 138.6 6.0 126.1 9.8 91 90 160 09/02/11 NW Side 105 1 10 138.6 6.0 127.5 6.4 92 90 161 09/06/11 NW Side 101 1 10 138.6 6.0 128.1 8.5 92 90 162 09/06/11 NW Side 100 1 0 136.1 6.6 122.0 12.4 90 90 163 09/06/11 NW Side 84 1 10 138.6 6.0 124.7 10.0 90 90 164 09/06/11 NW Side 86 1 10 138.6 6.0 126.6 10.9 91 90 SZ 165 09/06/11 NW Side 110 5 0 130.9 8.9 115.9 13.1 89 90 SZ 165 A 09/06/11 NW Side 110 5 0 130.9 8.9 120.1 12.8 92 90 SZ 166 09/07/11 NW Side 115 5 0 130.9 8.9 118.1 11.3 90 90 SZ 167 09/07/11 NW Side 114 3 20 121.6 124 111.5 12.6 92 90 168 09/07/1l NW Side 94 2 20 126.1 9.4 117.3 11.7 93 90 169 09/07/11 NW Side 93 4 0 126.0 10.4 114.4 11.4 91 90 SZ 170 09/08/11 NW Side 122 4 0 126.0 10.4 105.9 8.7 84 90 SZ 170A 09/08/11 NW Side 122 4 0 126.0 10.4 113.3 11.0 90 90 SZ 171 09/08/11 NW Side 122 4 0 126.0 10.4 103.7 9.5 82 90 SZ 171 A 09/08/11 NW Side 122 4 0 126.0 10.4 114.3 12.3 91 90 SZ 172 09/08/11 NW Side 129 4 0 126.0 10.4 113.5 11.0 90 90 173- 09/09/11 NW Side 104 1 30 143.7 4.8 131.3 10.7 91 90 174 09/09/11 NW Side 104 5 0 130.9 8.9 119.3 12.6 91 90 175 09/09/11 NW Side 105 1 10 138.6 6.0 128.4 7.2 93 90 176 09/09/11 NW Side . 106 3 0 114.0 15.4 104.1 18.7 91 90 177 09/12/11 NW Side . 100 1 10 138.6 6.0 125.7 11.0 91 90 178 09/12/11 NW Side 105 4 0 126.0 10.4 116.6 10.7 93 90 179 09/12/11 NW Side . 107 3 0 114.0 15.4 105.4 17.5 92 90 180 09/14/11 NCentral 100 1 0 136.1 6.6 124.4 8.1 91 90 SZ 181 09/14/11 NW Side 87 1 0 136.1 6.6 122.0 9.2 90 90 SZ 182 09/15/11 NW Side 95 1 0 136.1 6.6 131.1 6.0 96 90 Project No. 07135-42-02 April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Adj. Adj. Dry Moist. Re!. Rel. Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp. Test No. Date Location (11) No. (%) (pet) (%) (pet) (%) (%) (%) 183 09/20/11 N Central 184 09/20/11 N Central 185 09/20/11 N Central 186 09/20/11 NW Side 187 09/21/11 N Central 188 ------------------------------------------------------------------ 09/21/11 N Central 189 09/21/11 N Central 190 09/21/11 N Central 191 09/23/11 NE Side 191 09/23/11 NE Side 192 ------------------------------------------------------------------ 09/27/11 NE Side 193 09/27/11 NE Side 194 09/27/11 NE Side 195 09/27/11 NE Side SZ 196 09/29/11 N Central SZ 196 A 09/29/I1 N Central 197 09/29/11 N Central 197 A 09/29/I1 N Central 198 09/29/11 N Central 198 A 09/29/11 N Central SZ 199 09/30/11 N Central 200 09/30/11 N Central 201 10/03/11 N Central 202 10/03/11 N Central SZ 203 10/04/11 N Central SZ 204 10/04/I1 N Central ST 205 10/11/11 N Slope ST 206 10/11/11 NSlope ST 207 10/11/11 N Slope 208 - 10/12/11 NE Fill 209 10/12/11 NE Fill 106 1 30 143.7 4.8 131.3 7.2 91 90 103 1 30 143.7 4.8 139.1 5.1 97 90 101 3 30 125.7 10.9 114.1 - 12.8 91 90 93 5 0 130.9 8.9 119.4 11.1 91 90 105 1 10 138.6 6.0 128.0 10.5 92 90 107 2 10 122.4 10.5 115.3 14.7 94 90 109 1 10 138.6 6.0 128.8 7.9 93 90 90 1 0 136.1 6.6 122.5 9.2 90 90 95 1 0 136.1 6.6 119.1 10.8 88 90 95 1 0 136.1 6.6 123.1 8.9 90 90 100 1 10 138.6 6.0 129.0 6.9 93 90 101 1 0 136.1 6.6 125.7 9.1 92 90 102 2 20 126.1 9.4 116.7 15.2 93 90 96 2 10 122.4 10.5 113.1 14.9 92 90 89 1 0 136.1 6.6 -------------------------------------------------------------------------------------------------------------------------------- 119.0 11.6 87 90 89 1 0 136.1 6.6 123.2 8.7 91 90 91 1 0 136.1 6.6 115.7 12.2 85 90 91 1 0 136.1 6.6 124.0 9.0 91 90 96 2 0 119.0 11.6 104.7 16.8 88 90 96 2 0 119.0 11.6 110.1 13.3 93 90 93 2 30 129.9 ------------------------------------------------------------------------------------------------------------------------------- 8.3 118.4 8.9 91 90 97 1 0 136.1 6.6 123.3 7.1 91 90 98 2 20 126.1 z 9.4 113.9 13.3 90 90 98 2 30 129.9 8.3 117.3 11.9 90 90 94 -- 4 - 10 129.1 9.4 118.9 9.9 92 90 - 98 4 10 129.1 9.4 117.8 13.2 91 90 121 4 0 126.0 10.4 113.2 10.8 90 90 130 4 0 126.0 10.4 113.8 13.0 90 90 128 4 0 126.0 10.4 114.2 10.5 91 90 98 1 0 136.1 -- 6.6 124.2 11.3 91 90 98 1 0 136.1 6.6 122.2 11.8 1 90 90 Project No. 0713542-02 April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Adj. Adj. Dry Moist. Rel. Rel. Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp. Test No. Date Location No. (%) (pcf) (%) (pcf) (%) (%) (%) 210 10/13/11 NCentral 102 1 0 136.1 6.6 123.3 8.9 91 90 211 10/13/11 N Central 102 1 0 136.1 6.6 126.1 6.4 93 90 212 10/13/11 NCentral 103 2 30 129.9 8.3 121.3 11.4 93 90 213 10/14/11 NCentral 105 1 0 136.1 6.6 125.9 11.2 93 90 214 10/14/11 NCentral 104 1 10-----1-38-.-6 6.0 127.6 7.0 92 90 - 215 10/14/11 N Central 104 . 1 10 138.6 6.0 129.3 7.3 93 90 ST 216 10/14/11 N Central 98 3 10 117.7 13.9 107.6 16.3 91 90 ST 217 10/14/11 NCentral 96 3 10 117.7 13.9 105.9 13.8 90 90 ST 218 10/14/11 NCentral 94 2 10 122.4 10.5 113.8 11.2 93 90 ST 219 - 10/14/11 NCentral 96 2 10 122.4 10.5 111.7 13.2 91 90 ST 220 10/14/11 NE Central 98 2 10 122.4 10.5 111.3 13.0 91 90 ST 221 10/14/11 NE Central 100 2 10 122.4 10.5 110.9 12.4 91 90 FG 222 10/17/11 N Central 106 2 30 129.9 8.3 121.1 10.7 93 90 FG 223 10/17/11 N Central 106 2 30 129.9 8.3 121.4 10.1 93 90 224 10/18/11 NE Side 99 1 30 143.7 4.8 132.5 5.3 92 90 225 10/18/11 NE Side 97 1 30 143.7 4.8 131.7 8.3 92 90 226 10/24/11 NE Side 100 2 30 129.9 8.3 119.4 11.4 92 90 227 10/25/11 NE Side 102 1 10 138.6 6.0 126.2 9.6 91 90 228 10/25/11 NE Side 99 2 30 129.9 8.3 120.1 11.0 92 90 229 10/25/11 NE Side 101 . 2 40 134.0 7.2 123.2 11.6 92 90 230 10/26/11 NE Side 103 2 30 129.9 8.3 118.1 12.3 91 90 231 10/26/11 NE Side 103 1 10 138.6 6.0 128.7 10.0 93 90 232 10/26/11 NE Side 105 2 30 129.9 8.3 117.5 13.1 90 90 233 10/27/11 NE Side 106 2 30 129.9 8.3 - 121.3 13.1 93 90 234 10/27/11 NE Side 104 2 40 134.0 7.2 125.1 10.8 93 9 - 235 10/27/11 NE Side 106 2 40 134.0 7.2 120.5 12.6 90 90 236 10/27/11 NE Side 105 2 30 129.9 8.3 122.0 9.0 94 90 237 10/28/11 N Central 106 2 30 129.9 8.3 119.8 12.0 92 90 238 10/31/11 NE Side 107 1 0 136.1 6.6 124.7 10.1 92 90 239 10/31/11 NE Side 105 1 0 136.1 6.6 122.2 11.7 90 90 240 10/31/11 NE Side ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 105 1 0 136.1 6.6 123.3 12.0 91 90 Project No. 0713542-02 April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4' Adj. Adj. Dry Moist. Rel. Rel. Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp. Test No. Date Location :m No. (%) (pci) (%) (pet) (%) 241 11/01/11 NCentral 108 2 20 126.1 9.4 116.2 12.0 92 90 242 11/01/11 N Central 107 2 20 126.1 9.4 116.0 109 92 90 243 11/01/11 SW Side 78 2 30 129.9 8.3 120.0 10.7 92 90 244 11/02/11 NW Side - 106 1 0 136.1 6.6 123.8 11.1 91 90 245 11/02/11 NW Side 108 1 0 136.1 6.6 122.7 9.1 90 90 246 11/03/11 NW Side ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 106 2 30 129.9 8.3 121.8 10.3 94 90 247 11/03/11 NW Side 105 4 0 126.0 10.4 115.0 10.2 91 90 248 11/03/11 NW Side' 107 4 0 126.0 10.4 113.1 10.3 90 90 249 11/03/11 SW Fill • 76 1 0 136.1 6.6 124.7 7.6 92 90 250 11/08/11 SW Fill 79 1 0 136.1 6.6 125.5 8.9 92 90 - -- 251 11/08/11 .SWFill 80 1 0 136.1 6.6 123.3 10.3 91 90 252 11/08/11 SW Fill 80 1 0 136.1 6.6 124.8 10.2 92 90 253 11/10/11 SW Fill 83 1 0 136.1 6.6 122.9 10.1 90 90 254 11/10/11 SW Fill . 83 - 1 0 136.1 6.6 123.1 9.9 90 90 255 11/10/11 SW Fill - 83 1 0 136.1 6.6 122.5 8.6 90 256 11/10/11 NW Side 102 4 0 126.0 10.4 117.3 10.4 93 90 ST 257 11/11/11 NW Side 94 2 20 126.1 9.4 115.5 1.2.3 - 92 90 ST 258 11/11/11 NW Side . 98 2 20 126.1 9.4 112.9 13.6 90 90 259 11/14/11 SW Fill 85 6 - 0 135.4 7.7 121.9 11.4 90 90 260 11/14/11 SWFiII 86 6 0 135.4 7.7 121.7 11.8 90 90 261 11/15/11 SW Fill 88 6 0 135.4 7.7 122.8 12.6 91 90 262 11/15/11 SW Fill - 89 6 0 135.4 7.7 122.5 11.5 90 90 263 11/17/11 N Central 108 5 - 0 130.9 8.9 122.0 11.6 93 90 264 11/17/11 N Central 110 '5 0 130.9 8.9 118.7 12.3 91 90 265 11/18/11 SW Side 91 1 0 136.1 6.6 124.0 118 91 90 266 11/18/11 SW Side 91 1 0 136.1 6.6 123.6 10.5 91 90 267 11/18/11 SW Side 91 1 0 136.1 6.6 122.7 10.8 90 90 268 11/22/11 S Central Side 91 4 0 126.0 10.4 116.3 12.8 92 90 269 11/22/11 S Central Side 97 4 0 126.0 10.4 117.0 .12.8 93 ' 90 SZ 270 11/28/11 S Central Side 102 1 0 136.1 6.6 - 124.2 8.0 91 90 271 11/29/11 SW Side 84 1 0 136.1 6.6 123.1 11.2 90 90 Project No. 07135-42-02 ' ' April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field or 3/4" Adj. Adj. Dry Depth Curve Rock MDD OMC Dens. Test No. Date Location - - (ft) No. (%) (pci) (%) (pci) Field Field Req'd. Moist. Rel. Rel. Cont. Comp. Comp. (%) (%) (%) 272 11/29/11 SW Side -273 11/30/11 SW Side 274 12/01/11 S Central Side 275 12/01/11 S Central Side 276 12/05/11 SW Side 277 12/05/11 SW Side 278 12/05/11 SW Side 279 12/05/11 SW Side 280 12/06/11 SW Side 281 12/06/11 SW Side 282 ---------------------------------------------------------------------- 12/06/11 SW Side 283 12/07/11 SW Side 284 12/07/11 SW Side 285 12/07/11 SW Side 286 12/08/11 SW Side 287 ---------------------------------------------------------------------- 12/08/11 SW Side 288 12/08/11 SW Side 289 01/19/12 NE Side ofSite 290 01/19/12 NE Side of Site 291 01/19/12 NE Side ofSite 292 01/19/12 NE Side ofSite 293 12/09/11 SW Side 293A 12/19/11 SW Side 294 12/15/11 SW Side 295 12/15/11 SW Side 296 12/15/11 SW Side 297 12/15/11 SW Side 298 12/20/11 SW Side 299 12/20/11 SW Side 300 12/20/11 SW Side 301 12/21/11 SW Side 84 1 0 136.1 6.6 126.4 9.8 93 90 86 - 2 0 119.0 11.6 111.3 15.1 94 90 104 2 0 119.0 11.6 111.2 13.6 93 90 .105 2 0 119.0 11.6 111.1 14.2 93 90 91 1 30 143.7 4.8 130.7 8.1 91 90 90 1 30 143.7 4.8 129.4 9.6 90 90 82 1 0 136.1 6.6 122.3 9.6 90 90 77 1 0 136.1 6.6 125.6 7.9 92 90 81 1 30 143.7 4.8 131.3 4.8 - 91 90 83 1 30 143.7 4.8 130.9 5.2 91 90 84 1 40 146.5 4.2 ------------------------------------------------------------------------------------------------------------------------- 133.1 5.6 91 90 87 1 0 136.1 - 6.6 124.6 8.8 92 90 85 1 0 136.1 6.6 125.9 9.3 93 90 85 1 0 136.1 6.6 124.0 10.2 91 90 87 1 0 136.1 6.6 122.2 10.9 90 90 87 1 10 138.6 6.0 ------------------------------------------------------------------------------------------------------------------------- 128.5 8.8 93 90 108 - 1 10 138.6 6.0 129.1 7.8 93 90 108 8 0 135.0 7.6 122.6 10.4 91 90 109 8 0 135.0 7.6 122.9 11.5 91 90 107 8 0 135.0 7.6 121.7 7.7 90 90 106 8 0 135.0 7.6 122.7 11.0 91 90 95 1 0 136.1 6.6 117.7 12.8 86 - 90 95 1 30 143.7 4.8 132.2 6.0 92 90 90 1 10 138.6 6.0 128.7 7.5 93 90 90 1 10 138.6 6.0 127.2 8.0 92 90 91 1 - 30. 143.7 4.8 ------------------------------------------------------------------------------------------------------------------------- 132.0 6.6 92 90 92 1 10 138.6 6.0 126.0 10.2 91 90 95 1 20 141.1 5.4 126.3 7.8 90 90 96 1 40 146.5 4.2 - 133.1 7.0 91 90 95 1 10 138.6 6.0 124.5 8.7 90 90 97 1 10 138.6 6.0 ------------------------------------------------------------------------------------------------------------------------- 125.2 9.6 90 90 Project No. 0713542-02 April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Adj. Adj. Dry Moist. Rel. Rel. Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp. Test No. Date Location '. I No. oj (pci) (/o) ( .PCA Oj O/\ (0/0) (0/ 0 302 12/21/11 SW Side 98 1 10 138.6 6.0 125.0 9.9 90 90 303 12/21/11 SW Side - 98 1 10 138.6 6.0 126.3 8.9 91 90 304 12/21/11 SE Side 89 1 10 138.6 6.0 124.9 8.2 90 90 305 12/21/11 SE Side 90 1 20 141.1 5.4 127.5 6.1 90 90 306 1-2/2-1/1-1---SE-Si-de 91 1 2-0-----1-41-.-1 5.4 126.6 7.5 90 90 307 12/23/11 SW Side 100 1 0 136.1 6.6 122.9 11.4 90 90 308 12/23/11 SW Side 100 1 10 138.6 6.0 125.5 9.7 91 90 309 12/23/11 SW Side 99 2 20 126.1 9.4 117.5 12.8 93 90 310 12/23/11 SW Side 98 1 0 136.1 6.6 122.7 10.6 90 90 311 12/27/11 SE Side 94 2 20 126.1 9.4 118.0 11.9 94 90 312 12/27/11 SE Side ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 93 1 0 136.1 6.6 122.9 9.9 90 90 313 12/27/11 SE Side 92 1 0 - 136.1 6.6 123.3 8.7 91 90 314 12/28/11 SE Side 98 4 20 132.3 8.4 122.2 12.8 92 90 315 12/28/11 SE Side 97 1 30 143.7 4.8 129.6 4.8 90 90 316 1 2/2 8/1 1 SE Side 98 4 30 135.7 7.4 127.6 8.9 94 90 317 12/30/11 SE Side 103 3 30 125.7 10.9 115.9 14.6 92 90 318 12/30/11 SE Side 101 3 30 125.7 10.9 114.2 12.8 91 90 319 12/30/11 S Central Side 101 3 20 121.6 12.4 110.6 16.7 91 90 320 01/04/12 SE Side 92 1 0 136.1 6.6 122.3 10.3 90 90 321 01/04/12 SE Side 95 1 0 136.1 6.6 123.3 9.7 91 90 322 01/05/12 SE Side 97 1 0 136.1 6.6 123.6 10.0 91 90 323 01/05/12 SE Side 96 1 0 136.1 6.6 122.0 10.7 90 90 324 01/05/12 SE Side 93 1 0 136.1 6.6 126.0 8.6 93 90 325 01/05/12 SE Side . 96 1 0 136.1 6:6 122.2 11.1 90 90 326 01/05/12 SE Side 97 1 0 136.1 6.6 126.9 9.2 93 90 327 01/05/12 SE Side 99 1 0 136.1 6.6 125.5 9.9 92 90 328 01/06/12 SE Side 98 1 0 136.1 6.6 122.8 11.4 90 90 329 01/06/12 SE Side 92 1 0 136.1 6.6 125.6 10.0 92 90 330 01/06/12 SE Side 96 1 0 136.1 6.6 127.5 7.2 94 90 331 01/06/12 SE Side 100 2 0 119.0 11.6 109.9 14.0 92 90 332 TEST NUMBER NOT USED. 0 0 0 0.0 0.0 0 Project No. 0713542-02 April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS - Elev. Plus Field Field Field Req'd. or 3/4" Adj. Adj. Dry Moist. Rel. Rd. Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp. Test No. Date Location . No. (%) (pci) (%) (pci) (%) (%) (%) 333 01/06/12 SE Side . 103 6 0 135.4 7.7 122.2 10.7 90 90 334 01/06/12 SE Side 106 6 0 135.4 7.7 124.0 8.3 92 90 335 01/09/12. SE Side 105 4 0 126.0 10.4 116.0 10.6 92 90 336 01/09/12 SE Side 105 6 0 135.4 7.7 124.3 11.6 92 90 337 01/09/12 SE Side . 105 6 0 135.4 7.7 126.8 9.4 94 90 338 01/10/12 SE Side 105 8 0 135.0 7.6 121.6 9.7 90 90 339 01/11/12 SW Side 80 6 0 135.4 7.7 122.3 9.9 90 90 340 01/11/12 SW Side 81 6 30 143.2 5.5 130.8 9.5 91 90 341 01/12/12 SW Side . 89 6 0 135.4 7.7 123.6 9.3 91 90 342 01/12/12 SW Side 87 3 10 117.7 13.9 107.9 17.3 92 90 343 01/12/12 SW Side . 85 3 20 121.6 12.4 111.8 15.0 92 90 344 01/12/12 SW Side 84 3 40 130.2 9.4 120.2 11.8 92 90 345 01/13/12 SW Side .. 86 3 40 130.2 9.4 123.4 . 12.4 95 90 346 01/13/12 SW Side . 88 3 40 130.2 9.4 123.9 11.7 95 90 347 01/13/12 SWSide . 93 3 40 130.2 9.4 120.8 11.0 93 90 348 01/17/12 S. Central Side .. 93 4 0 126.0 10.4 116.6 12.7 93 90 349 01/17/12 S. Central Side . 91 6 0 135.4 7.7 121.9 11.4 90 90 350 01/18/12 S. Central Side 97 6 0 135.4 7.7 123.3 9.8 91 90 351 01/18/12 S. Central Side 100 6 0 135.4 7.7 121.4 10.9 90 90 352 01/18/12 SW Side 90 6 20 140.5 6.3 126.4 9.0 90 90 353 01/18/12 SW Side 90 6 30 143.2 5.5 131.8 7.6 92 90 354 01/18/12 SW Side 93 6 10 137.9 7.0 125.0 8.5 91 90 355 .01/18/12 SW Side . 95 6 20 140.5 6.3 127.7 8.5 91 90 356 01/19/12 SE Perimeter . . 103 1 0 136.1 6.6 124.8 9.7 92 90 357 01/19/12 SE Perimeter 108 1 0 136.1 6.6 125.7 10.2 92 90 358 - 01/20/12 SE Perimeter 112 6 0 135.4 7.7 124.8 10.2. 92 90 359 01/20/12 SE Perimeter 119 6 . 20 140.5 6.3 127.0 9.2 90 90 360 01/20/12 SE Perimeter . 115 6 20 140.5 . 6.3 128.5 9.3 91 90 361 01/20/12 SE Perimeter 111 6 0 135.4 7.7 123.3 10.9 .91 90 362 01/20/12 SE Perimeter 110 6 30 143.2 5.5 132.8 8.1 93 .90 363 01/24/12 SE Perimeter 124 6 10 137.9 7.0 125.9 8.6 91 90 Project No. 07135-42-02 April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Adj. Adj. Dry Moist. Rel. Rel. Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp. Test No. Date Location No. (%) (pcf) (%) (pci) (%) (%) (%) 364 01/24/12 SE Perimeter 122 6 10 137.9 7.0 125.8 7.2 91 90 365 01/24/12 SE Perimeter 117 6 30 143.2 5.5 132.2 6.0 92 90 366 01/24/12 SE Perimeter 112 6 30 143.2 5.5 129.7 7.5 91 90 367 01/24/12 SE Perimeter 128 6 0 135.4 7.7 122.9 9.9 91 90 368 01/24/12 SE Perimeter 127 6 10 137.9 7.0 125.4 10.0 91 90 SZ 369 01/25/12 SE Perimeter 121 6 0 135.4 7.7 124.0 8.5 92 90 370 01/26/12 SE Perimeter 96 6 0 135.4 7.7 122.1 10.9 90 90 371 01/26/12 SE Perimeter 96 6 0 135.4 7.7 123.4 10.7 91 90 372 01/26/12 SE Perimeter, 101 6 0 135.4 7.7 124.2 9.5 92 90 373 01/26/12 SE Perimeter 102 6 10 137.9 7.0 125.4 8.7 91 90 374 01/27/12 SE Perimeter ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 134 6 0 135.4 7.7 121.6 10.8 90 90 375 01/27/12 SE Perimeter 136 6 0 135.4 7.7 122.6 12.4 91 90 SZ 376 01/27/12 SE Perimeter 131 6 0 135.4 7.7 122.1 12.0 90 90 377 01/27/12 SE Side 110 6 .10 137.9 7.0 125.7 7.6 91 90 378 01/27/12 SE Side . 109 6 10 137.9 7.0 126.1 9.2 91 90 379 01/27/12 SE Side 107 6 10 137.9 7.0 127.0 11.4 92 90 ST 380 M1/28/12 SE Side Slope F 98 1 0 136.1 6.6 122.9 9.2 90 90 ST 381 01/28/12 SE Side Slope F 98 2 10 122.4 10.5 112.8 12.1 92 90 ST 382 01/28/12 S Central Slope F 100 2 20 126.1 9.4 115.9 12.8 92 90 ST 383 01/28/12 SCentralSiopeF 100 1 0 136.1 6.6 125.1 11.0 92 90 ST 384 01/28/12 5 Central Slope F 90 1 0 136.1 6.6 122.1 11.5 90 90 ST 385 01/30/12 NE Side Slope Levee 163 3 30 125.7 10.9 112.9 13.0 90 90 ST 386 01/30/12 NE Side Slope Levee 159 3 30 125.7 10.9 114.9 14.6 91 90 ST 387 01/30/12 NE Side Slope Levee 154 3 30 125.7 10.9 113.2 14.4 90 90 ST 388 01/30/12 NE Side Slope Levee 152 3 30 125.7 10.9 112.8 12.3 90 90 389 01/30/12 SE Side 115 3 30 125.7 10.9 113.6 13.7 90 90 390 01/30/12 SE Side 121 3 30 125.7 10.9 113.4 14.2 90 90 391 01/30/12 SE Side 115 3 30 125.7 10.9 113.0 15.1 90 90 ST 392 01/30/12 NE Side Slope Levee 127 3 40 130.2 9.4 119.8 12.7 92 90 SZ '393 01/30/12 SE Perimeter Slope 115 6 0 135.4 7.7 123.1 12.2 91 90 SZ 394 01/30/12 SE Perimeter Slope 120 6 10 137.9 7.0 125.2 9.4 91 90 Project No. 0713542-02 April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4" Adj. Adj. Dry Moist. Rel. Rel. - Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pci) (%) -(pci) (%) (%) (%) 395 01/30/12 SE Side 126 6 10 137.9 7.0 125.1 9.3 91 90 - 396 01/30/12 SE Side - 125 6. 10 137.9 7.0 127.5 7.6 92 90 SZ 397 01/30/12 SE Side 123 6 10 137.9 7.0 124.6 9.7 90 90 398 02/01/12 SE Side 131 6 0 135.4 7.7 122.5 12.1 90 90 SZ 399 02/01/12 SE Side 129 6 20 140.5 6.3 129.1 10.8 92 90 400 02/02/12 SE Side 110 6 10 137.9 7.0 126.5 7.8 92 90 401 02/02/12 SE Side 110 6 0 135.4 7.7 122.3 12.7 90 90 SZ 402 02/03/12 SE Side 96 6 0 135.4 7.7 123.5 11.0 91 90 SZ 403 02/03/12 SE Side 100 6 0 135.4 7.7 123.6 9.9 91 90 404 02/03/12 SE Side 117 - 6 10 137.9 7.0 126.6 9.6 92 90 405 02/03/12 SE Side 119 6 0 135.4 7.7 121.7 10.6 90 90 ST 406 02/06/12 SE Side Slope Face 102 3 30 125.7 10.9 113.9 10.6 91 90 ST 407 02/06/12 SE Side Slope Face 102 3 30 125.7 10.9 115.6 10.5 92 90 408 02/07/12 SW Side 76 6 0 135.4 7.7 122.8 7.6 91 90 40-02/07/12 SW Side - . 77 6 0 135.4 7.7 121.8 11.0 90 90 410 02/08/12 SE Side 124 6 0 135.4 7.7 121.6 10.5 90 90 411 02/08/12. SE Side 127 3 20 121.6 12.4 112.0 14.3 92 90 412 02/08/12 SW Side 81 6 0 135.4 7.7 121.4 7.5 90 90 413 02/08/12 SW Side 80 6 0 135.4 7.7 122.5 7.4 90 90 414 02/09/12 NE Side S 106 3 30 125.7 10.9 112.9 12.9 90 90 415 02/09/12 NE Side 104 6 0 135.4 7.7 124.4 10.8 92 90 416 02/10/12 SE Side - 127 3 10 117.7 13.9 109.3 17.7 93 90 417 02/10/12 SE Side 126 5 0 130.9 8.9 119.2 12.8 91 90 FG 418 02/13/12 NW Side 110 4 0 126.0 10.4 114.8 12.6 91 90 FG 419 02/13/12 NW Side 110 1 0 136.1 6.6 124.2 9.4 91 90 FG 420 02/13/12 N Central S 111 1 10 138.6 6.0 128.7 8.0 93 90 421 02/13/12 SE Side - 132 3 30 125.7 10.9 117.4 13.9 93 90 422 02/13/12 SE Side 132 6 0 135.4 7.7 121.3 10.9 90 90 423 02/15/12 SE Side 133 3 30 125.7 10.9 116.5 16.6 93 90 42-02/15/12 SE Side 133 6 0 135.4 7.7 123.3 9.8 91 90 SZ 425 02/15/12 SW Side 86 4 20 132.3 8.4 119.6 11.9 90 90 Project No. 0713542-02 April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Adj. Adj. Dry Moist. Rel. Rel. Depth curve Rock MDD OMC Dens. Cont. Comp. Comp. Test No. Date Location No. (%) (pci) (%) (pcf) (%) (%) (%) SZ 426 02/15/12 SW Side 86 4 0 126.0 10.4 114.2 14.7 91 90 SZ 427 02/17/12 SW Side 93 4 0 126.0 10.4 118:9 11.4 94 90 428 02/17/12 SE Side 100 4 0 126:0 10.4 113.9 12.2 90 90 429 02/17/12 SE Side 104 6 0 135.4 7.7 122.2 10.3 90 90 430 02/17/12 SESide 104 6 0 135.4 7.7 121.7 11.1 90 90 431 02/17/12 SE Side 10-6 0 135.4 7.7 123.2 11.1 91 90 432 02/20/12 SE Side 112 6 0 135.4 7.7 121.5 11.7 90 90 433 02/20/12 SE Side 115 6 0 135.4 7.7 123.0 109 91 90 434 02/20/12 SE Side 118 6 0 135.4 7.7 122.9 11.0 91 90 435 02/20/12 SESide 120 6 0 135.4 7.7 121.3 11.3 90 90 436 02/20/12 SE Side 122 6 0 135.4 7.7 126.1 10.2 93 90 SZ 437 02/20/12 SW Side 93 6 0 135.4 1 7.7 125.1 10.8 92 90 SZ 438 02/20/12 SW Side 93 6 0 135.4 7.7 124.9 11.0 92 90 FG 439 02/21/12 NW Side 108 6 0 135.4 7.7 124.7 9.5 92 90 FG 440 02/21/12 NW Side 108 6 0 135.4 7.7 124.0 11.4 92 90 FG 441 02/21/12 NW Side ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 108 4 0 126.0 10.4 114.2 11.5 91 90 FG 442 02/21/12 NW Side 106 4 0 126.0 10.4 117.0 11.4 93 90 FG 443 02/21/12 NW Side 106 4 0 126.0 10.4 116.1 13.0 92 90 FG 444 02/21/12 NW Side 106 4 0 126.0 10.4 119.8 10.4 95 90 445 02/2 1/1 2 SW Side 100 6 0 1 35 .4 7.7 125.2 9.2 92 90 446 02/21/12 SW Side 100 6 0 135.4 7.7 - 123.0 8.8 91 90 447 02/21/12 SW Side 101 6 0 135.4 7.7 122.5 11.3 90 90 448 02/21/12 NE Side 107 6- 0 135.4 7.7 126.7 10.5 94 90 449 02/21/12 NE Side 108 3 30 125.7 10.9 114.0 11.6 91 90 450 02/22/12 SW Side 81 6 0 135.4 7.7 1219 8.3 90 90 451 02/22/12 SW Side ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 81 6 0 135.4 7.7 122.3 10.0 90 90 SG 452 02/22/12 NW Side 104 6 10 137.9 7.0 130.8 8.5 . 95 90 SZ 453 02/22/12 SE Side - . 128 6 10 1379 7.0 130.8 8.5 95 90 SZ 454 02/22/12 SE Side 120 4 0 126.0 10.4 118.1 10.0 94 90 ST 455 02/23/12 NE Slope 140 6 0 135.4 7.7 122.0 10.4 90 90 ST 456 02/23/12 NE Slope 145 9 0 125.2 1 11.1 115.6 13.6 92 90 Project No. 0713542-02 April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. - or 3/4" Adj. Adj. Dry Moist. Rel. Rel. Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp. Test No. Date Location (11) No. (%) (pcf) (%) (pet) (%) (%) (%) ST 457 02/23/12 NE Slope 148 9 0 125.2 11.1 113.0 11.7 90 90 ST 458 02/23/12 NE Slope 120 6 0 135.4 7.7 125.1 10.2 92 90 ST 459 02/23/12 NE Slope 120 6 0 135.4 7.7 123.4 9.7 91 90 ST 460 02/23/12 NE Slope 116 6 0 135.4 7.7 126.1 8.3 93 90 ST 461 02/23/12 NE Slope 125 6 10 137.9 7.0 129.2 7.9 94 90 462 02/24/12 SE Side ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- - 130 4 0 126.0 10.4 113.0 10.8 90 90 463 02/24/12 SE Side 118 4 0 126.0 10.4 114.6 11.3 91 90 464 02/27/12 SW Side 96 4 0 126:0 10.4 118.5 11.2 94 90 465 02/27/12 SW Side . 95 4 0 126.0 10.4 116.3 10.9 92 90 466 02/27/12 SW Side 86 4 0 126.0 10.4 112.9 14.6 90 90 467 02/27/12 SW Side 81 4 0 126.0 10.4 116.9 13.3 93 90 468 03/01/12 SW Side 104 10, 0 116.1 15.5 104.0 16.6 90 90 469 03/01/12 SW Side 91 4 0 126.0 10.4 117.7 12.0 93 90 FG 470 03/02/12 N Central Side . 110 6 10 . 137.9 7.0 133.0 8.4 96 90 FG 471 03/02/12 NE Side 110 6 10 137.9 7.0 132.6 9.4 96 90 FG 472 03/02/12 NE Side 110 3 20 121.6 12.4 114.2 15.8 94 90 FG 473 03/02/12 NE Side 108 6 10 137.9 7.0 129.2 10.4 94 90 FG 474 03/02/12 NE Side 108 6 0 135.4 7.7 122.0 10.2 90 90 FG 475 03/02/12 N Central Side 108 6 10 137.9 7.0 126.7 10.8 92 90 FG 476 03/02/12 N Central Side 108 6 20 140.5 6.3 132.8 8.3 95 90 477 03/05/12 SW Side 104 11 0 118.0 14.4 108.4 14.8 92 90 478 03/05/12 SW Side 105 11 0 118.0 14.4 110.5 15.1 94 90 ST 479 03/07/12 SW Side 92 6 0 135.4 7.7 121.8 9.7 90 90 ST 480 03/07/12 SW Side 98 6 0 135.4 7.7 121.5 9.6 90 90 ST 481 -- 03/07/12 SW Side 96 6 0 135.4 7.7 126.6 7.8 94 90 FG 482 03/07/12 NE Side . . 106 6 30 143.2 5.5 . 133.8 10.2 93 90. FG 483 03/07/12 NE Side 107 6 0 135.4 7.7 123.0 10.3 91 90 484 03/08/12 SW Side 103 11 .0 118.0 14.4 111.5 14.9 94 90 485 03/08/12 SW Side 105 11 0 118.0 14.4 106.2 14.7 90 90 486 03/08/12 SW Side . 104 11 0 118.0 14.4 108.1 14.5 92 90 487 03/12/12 SW Side 98 10 0 116.1 15.5 107.0 16.0 92 90 Project No. 0713542-02 . . .• April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. - or 3/4" Adj. Adj. Dry Moist. Rel. Rel. Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp. Test No. Date Location (1't) No. (°"°) (pet) (%) (pet) (%) (%). (%) 488 03/12/12 SW Side 489 03/12/12 SW Side 490 03/14/12 SW Side 491 03/14/12 SW Side 492 03/14/12 SW Side 493 03/16/12 SW Side 494 03/21/12 SW Side 495 03/21/12 SW Side 496 03/22/12 SW Side 497 03/21/12 SW Side 498 03/23/12 -------------------------------------------------------------------------- SW Side 499 03/24/12 SW Side - 500 03/24/12 SW Side 501 03/30/12 SW Side 502 03/30/12 SW Side 503 04/02/12 -------------------------------------------------------------------------- SW Side 504 04/02/12 SW Side 505 04/03/12 SW Side 506 04/03/12 SW Side 507 04/04/12 SW Side 508 -04/04/12 SW Side 509 04/05/12 SW Side 510 04/05/12 SW Side 511 04/05/12 TEST NUMBER NOT USED 512 04/05/12 SW Side 513 04/06/12 -------------------------------------------------------------------------- SW Side 514 04/06/12 SW Side 515 04/06/1-2 SW Side - 516 04/06/12 SW Side .517 04/06/12 SW Side 518 04/24/12 -------------------------------------------------------------------------- SE Side 92 4 0 126.0 10.4 113.0 12.8 90 90 87 4 0 126.0 10.4 115.7 14.5 92 90 103 11 0 118.0 14.4 109.1 16.9 92 90 98 10 0 116.1 15.5 106.6 14.9 92 90 94 10 0 116.1 15.5 105.9 16.2 91 90 103 10 0 - 116.1 15.5 106.1 16.8 91 90 101 10 0 116.1 15.5 106.4 17.3 92 90 102 10 0 116.1 15.5 107.4 16.6 93 90 100 10 0 116.1 15.5 105.6 19.1 91 90 96 10 0 116.1 15.5 109.8 16.3 95 90 105 10 0 116.1 ------------------------------------------------------------------------------------------------------------------------------ 15.5 109.0 17.3 94 90 99 10 0 116.1 15.5 106.6 17.4 92 90 95 10 0 116.1 15.5 108.4 17.6 93 90 94 10 0 116.1 15.5 111.5 16.6 96 90 93 10 0 116.1 15.5 105.8 15.8 91 90 104 10 0 116.1 15.5 109.3 16.2 94 90 101 10 0 116.1 - 15.5 108.1 16.0 93 90 96 10 0 116.1 15.5 110.7 16.5 95 90 103 10 0 116.1 15.5 109.5 16.8 94 90 105 10 0 116.1 15.5 109.1 16.9 94 90 100 10 0 116.1 15.5 107.7 18.0 93 90 98 10 0 116.1 15.5 106.1 17.9 91 90 95 10 0 116.1 15.5 108.5 16.6 93 90 0 0 0 - 0.0 0.0 90 94 10 0 116.1 15.5 111.4 16.9 96 90 96 10 0 • 116.1 15.5 109.8 16.2 95 90 100 10 0 116.1 15.5 106.1 18.2 91 90 102 10 0 116.1 15.5 109.4 16.4 94 90 88 10 0 116.1 15.5 107.2 17.4 92 90 91 10 0 116.1 15.5 110.1 16.7 95 90 134 6 0 1.35.4 ------------------------------------------------------------------------------------------------------------------------------ 7.7 123.4 8.4 91 90 Project No. 0713542-02 April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Reqd. or 3/4" Adj. Adj. Dry Moist. Rel. Rel. Depth Curve Rock MDD OMC Dens. Cont.'Comp. Comp. Test No. Date - Location (fi) No. (°"°) (pcf) (%) (pet) (%) (%) (%) 519 04/24/12 SE Side 137 6, 0 135.4 7.7 121.4 10.8 90 90 520 04/25/12 SE Side . 139 6 10 137.9 7.0 124.6 8.5 90 90 521 04/25/12 SE Side - 140 6 10 137.9 - 7.0 124.9 8.8 91 90 ST 522 04/30/12 SE Slope 6:1 130 6 0 135.4 7.7 125.1 8.9 92 90 ST 523 04/30/12 SE Slope 6:1 118 6 0 1 35 .4 7.7 121.9 8.6 90 90 ST 524 05/01/12 SE Slope 6:1 124 6 0 135.4 7.7 121.7 8.4 90 90 ST 525 05/01/12 SE Slope 6:1 120 6 0 135.4 7.7 124.8 9.0 92 90 526 05/07/12 SW Side ' 96 6 10 137.9 7.0 131.5 7.2 95 90 527 05/08/12 SW Side 98 6 10 137.9 7.0 127.0 9.4 92 90 528 05/09/12 SE Side 110 6 10 1379 7.0 126.4 9.5 92 90 FG 529 05/09/12 SE Side 132 6 10 137.9 7.0 128.9 9.0 93 90 FG 530 05/10/12 SE Side 134 6 10 137.9 7.0 126.3 ' 8.6 92 90 FG 531 05/10/12 SE Side 134 ' - 6 10 137.9 7.0 130.3 7.2 94 90 FG 532 05/10/12 SE Side 137 6 10 137.9 7.0 124.6 8.5 90 90 FG 533 05/11/12 SE Side . 136 6 10 137.9 7.0 124.9 8.9 91 90 FG 534 05/11/12 SE Side, 138 6 10 137.9 7.0 133.0 7.5 96 90 FG 535 05/16/12 SE Side 109 6 10 137.9 7.0 129.6 8.4 - 94 90 FG 536 05/16/12 SE Side - I 108 6 10 137.9 7.0 125.0 ' 9.0 9,1 90 FG 537 05/16/12 SE Side 106 6 10 137.9 7.0 130.4 7.7 95 90 FG 538 05/16/12 SW Side 106 6 10 1 37. 9 7.0 1 27. 0 8.0 92 - 90 539 07/24/12 SW Side , 96 13 0 118.1 13.3 106.1 13.9 90 90 540 07/24/12 SW Side 97 14 0 132.8 6.9 122.5 8.7 92 90 541 07/24/12 SW Side . 98 14 0 132.8 6.9 125.6 6.6 95 90 542 07/31/12 SW Side 95 13 0 118.1 13.3 107.8 15.0 91 90 543 07/31/12 SWSide 92 13 0 118.1 13.3 110.3 14.1 93 '90 544 08/01/12 SW Side 98 13 0 118.1 13.3 iioi 14.8 93 90, 545 08/02/12 SW Side 95 13 0 118.1 13.3 113.7 13.8 96 , 90 546 ' 08/03/12 SW Side 97 13 0 118.1 13.3 109.1 15.2 92 90 ' SZ 547 08/07/12 SW Side 6:1 ' ' 92 13 0 118.1 13.3 106.5 16.0 90 90 SZ 548 08/07/12 SW Side 6:1 95 13 0 118.1 .13.3 107.9 16.1 91 90 SZ 549 08/07/12 SW Side 6:1 98 13 0 118.1 13.3 107.7 14.1 91 90 Project No. 0713542-02 ' . April 4, 2013 TABLE i SUMMARY OF FIELD DENSITY TEST RESULTS Test No. Date Location Elev. or Depth (fi) Curve No. Plus 3/4" Rock (%) Adj. MDD (pci) Adj. OMC (%) Field Dry Dens. Field Moist. Cont. (pci) Field Rel. Comp. Req'd. Rel. Comp. 550 08/08/12 SW Side 100 13 0 118.1 13.3 108.7 14.4 92 90 551 08/08/12 SW Side 102 13 0 118.1 13.3 108.8 14.6 92 90 552 08/09/12 SW Side 102 13 0 118.1 13.3 113.6 13.4 96 90 553 08/09/12 SW Side 101 13 0 118.1 13.3 108.1 14.9 92 90 554 08/10/12 SW Side 103 13 0 118.1 13.3 107.8 15.1 91 90 555 08/10/12 SW Side 100 13 0 118.1 13.3 108.8 13.3 92 90 556 08/13/12 SW Side 103 13 0 118.1 13.3 110.4 14.5 93 90 557 08/14/12 SW Side 104 13 0 118.1 13.3 109.7 15.9 93 90 558 08/14/12 SW Side 101 13 0 118.1 13.3 109.1 14.2 92 90 559 08/15/12 SW Side 103 13 0 118.1 13.3 113.0 13.1 96 90 560 08/16/12 SW Side 102 13 0 118.1 13.3 111.4 13.6 94 90 561 08/17/12 SW Side 105 13 0 118.1 13.3 107.8 15.3 91 90 562 08/20/12 SW Side 103 13 0 118.1 13.3 109.0 14.7 92 90 563 08/22/12 SW Side 105 11 0 118.0 14.4 111.9 17.1 95 90 564 - 08/22/12 SW Side - 107 11 0 118.0 14.4 110.2 149 93 90 565 08/22/12 SW Side 105 11 0 118.0 14.4 108.8 15.4 92 90 SZ 566 09/14/12 NW Ramp to Bridge 96 6 10 137.9 7.0 123.5 10.8 90 90 SZ 567 09/14/12 NW Ramp to Bridge - 99 6 10 137.9 7.0 127.0 9.3 92 90 SZ 568 09/14/12 NW Ramp to Bridge 102 6 10 137.9 7.0 126.8 9.5 92 90 SZ 569 09/14/12 NW Ramp toBridge 105 6 10 137.9 7.0 125.5 10.1 91 90 ST 570 09/17/12 NW Ramp to Bridge 88 6 10 137.9 7.0 129.6 9.0 94 90 ST 571 09/17/12 NW Ramp to Bridge 98 6 10 137.9 7.0 125.7 11.4 91 90 SZ 572 09/20/12 SW Ramp to Bridge 84 6 10 137.9 7.0 127.6 8.2 93 90 SZ 573 09/20/12 SW Ramp to Bridge 88 6 10 137.9 7.0 123.7 10.1 90 90 SZ 574 09/20/12 SWRamptoBridge 96 6 10 137.9 7.0 124.1 10.5 90 90 SZ 575 09/21/12 SW Ramp to Bridge 101 6 10 137.9 7.0 127.0 7.9 92 90 SZ 576 09/21/12 SW Ramp to-Bridge 104 6 10 137.9 7.0 126.9 8.4 92 90 577 09/24/12 SW Side 98 6 10 137.9 7.0 12514 9.1 91 90 578 09/24/12 SW Side 101 6 10 137.9 7.0 125.7 9.0 91 90 579 09/25/12 SW Side 103 6 10 137.9 TO 127.7 8.3 93 90 580 09/25/12 SW Side 105 6 10 137.9 7.0 126.8 9.6 92 90 Project No. 0713542-02 April 4, 2013 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. - Plus Field Field Field Req'd. or 3/4" Adj. Adj. Dry Moist. Rel. Re!. Depth Curve Rock MDD OMC Dens. Cont. Comp. Comp. Test No. Date Location (fi) No. (%) (pet) (%) (pet) (%) (%) (%) ST 581 09/25/12, SW Ramp to Bridge .90 6 10 137.9 7.0 125.1 7.7 91 90 FG 582 10/04/12 SW Side 106 6 10 137.9 7.0 127.1 8.8 92 90 FG 583 10/04/12 SW Side 108 6 10 137.9 7.0 130.9 7.9 95 90 584 11/20/12 SW Side Roadway 98 4 0 126.0 10.4 117.6 13.5 93 90 585 11/20/12 SWSideRoadway 99 4 0 126.0 10.4 116.2 15.1 92 90 586 11/21/12 SW Side Roadway 101 4 0 126.0 10.4 118.6 12.8 94 90 587 11/21/12 SW Side Roadway 103 4 0 126.0 10.4 118.0 12.6 94 90 588 11/26/12 SW Side. Roadway 97 4 0 126.0 10.4 116.3 14.2 92 90 589 11/26/12 SW Si de Roadway 100 4 0 126.0 10.4 116.0 14.5 92 90 590 11/27/12 SWSideRoadway 102 4 0 126.0 10.4 114.9 12.9 91 90 591 11/27/12 SW Side Roadway 104 4 0 126.0 10.4 117.4 11.1 93 90 592 11/28/12 S Central Side 105 6 0 135.4 7.7 124.2 10.6 92 90 593 11/28/12 S Central Side 104 6 0 135.4 7.7 122.2 8.2 90 90 594 11/28/12 5 Central Side 106 6 0 135.4 7.7 122.6 8.6 91 90 595 -11/28/12 5 Central Side 107 6 0 135.4 7.7 121.3 8.4 90 90 FG 596 12/05/12 S Central 108 6 0 , 135.4 7.7 127.2 10.1 94 90 FG 597 12/05/12 S Central 107 6 0 135.4 7.7 127.4 10.6 94 90 FG 598 12/05/12 SW Side Roadway 107 - 4 0 126.0 10.4 116.2 11.5 92 90 FG 599 12/05/12 SW Side Roadway 107 4 0 126.0 10.4 115.0 11.9 91 90 Project No. 07135-42-02 April 4, 2013 TABLE I EXPLANATION OF CODED TERMS - TEST SUFFIX A, B, C,... : Retest of previous density test failure, following moisture conditioning and/or recompaction. - TRI1(C-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 SG - SUBGRADE 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 D 1556) NU: Nuclear Density Test (ASTM D 6938 and D 2950) OT: Other - ELEVATION/DEPTH Test elevations/depths have been rounded to the nearest whole foot. Project No. 0713542-02 - April 4, 2013 TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTMDI557 Sample No. Description Maximum Dry Optimum Moisture Density (pci) Content (% dry wt.) 1 'Yellow-brown to bluish gray, Sandy 136.1 6.6 GRAVEL 2 Dark olive-brown-gray, very Sandy CLAY 119.0 11.6 3 Pale olive, Clayey, fine to medium SAND 114.0 15.4 4 Light brown to olive, Silty, fine to coarse 126.0 10.4 SAND 5 Dark brown, Clayey, fine SAND 130.9 8.9 6 Dark grayish brown, Clayey, fine to coarse 135.4 7.7 SAND, some gravel 7 Olive brown Sandy GRAVEL 121.8 10.5 8 Olive brown, Clayey, fine to coarse SAND, ' 135.0 7.6 with little gravel 9 Light olive gray, Clayey fine to coarse SAND 125.2 11.1 10 Light yellowish brown Clayey fine to coarse 116.1 15.5 SAND 11 Light olive gray, Clayey fine to coarseSAND 118.0 14.4 12 . Reddish brown, Clayey fine to coarse SAND 130.8 9.5 with gravel 13 Light olive brown Silty, Sandy CLAY with 118.1 13.3 some gravel 14 light gray, Silty fine to coarse SAND with 124.6 11.3 gravel Project No. 07135-42-02 April 4, 2013 TABLE III SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829 Sample No. Moisture Content (%) Dry . De nsity Expansion Index Classification Before Test After Test El-1 (north side) 8.9 19.1 113.0 30 Low El-2 (north side) 10.5 17.7 110.0 7 Very Low El-.3 (north side) 9.3 17.3 112.9 8 Very Low El-4 (north side) 9.4 17.8 112.5. 0 Very Low El-A (Import from High School) 11.3 27.0 103.4 72 Medium El-B (Import from High School) 12.7 29.9 100.9 97 High El-C (Import from High School) 11.9 27.3 102.8. 74 Medium El-D 8.2 16.2 115.5 13 Very Low El-E 8.2 17.9 114.9 18 Very Low El-F (southeast lower pad) 8.9 21.1 112.4 51 Medium El-G ..' 9.2 20.1 111.5 38 Low El-H . 9.6 21.7 111.1 55 Medium El-I . 9.5 20.9 112.0 56 Medium El-J (north pad) . 8.5 . 18.2 115.1 . . 19 Very Low El-K (north pad) 8.4 16.7 115.6 16 Very Low El-L 9.8 23.8 112.0 109 High El-M 9:7 24.5 109.9 . 89 . Medium 7 8.1 15.5 . 116.6 14 Very Low 9(Import) 11.3 21.3 104.1 24 Low Project No. 07135-42-02 . . . April 4, 2013 TABLE IV SUMMARY OF WATER SOLUBLE SULFATE LABORATORY TEST RESULTS CALIFORNIA TEST NO. 417 Sample No. Water Soluble Sulfate (%) Sulfate Exposure El-1 (north side) 0.022 Negligible El-2 (north side) . 0.020 . Negligible El-3 (north side) . 0.017 Negligible El-4 (north side) 0.046 Negligible El-A (Import from High School) 0.052 Severe El-D . 0.051 Negligible El-E . .0.009 Negligible El-F (southeast lower pad) 0.137 Moderate El-G 0.116 Moderate El-H 0.259 Severe El-1 0.128 Moderate El-J (north pad) . 0.060 Negligible El-K (north pad) 0.110 . Moderate El-L 0.333 . Severe EI-M 0.310 Severe Project No. 07135-42-02 . April 4, 2013 _~_ _~~' ~~\__ 7 - ~ I 20' WIDE EASEMENT FOR \ ~_11 — \ — PUBUCROAD/$NCDENTAL______ _______ FOR SAN DIEGO COUNTY _____ - \ \ . REC. 11-25-31 7 _- - 624.99' 62499_ N70 53 PROPOSED 2 27 PROPOSED 2" PUBLIC WATER METER NI V3O' 4E \ / .,• COPPER WATER SERVICE ___•7 -.-.-- PER CITY OF DCEANS1DE STANDARD 91.21) If 2 9 / N827'39E N63.4B.2OE\DRANG W-5 32 53'45'3E 61' / //'DEUCR0ADANaDTAL __ - 297'57W N8>035 8 .1 \, / T __ EASEMENT FOR SAN DIEGO COUNTY - — \ --< 45.80 ____ _____ .0:/ I \ ~ 4~ / BOOK 1496 / PAGE 100 - -._::0--- --0-. - 1 -( / '. - & - I - __ f , _/ / ) I I — i~7~ 11 \~___j 11 -I-,' 4 - - ~_ _P -7'-' i i I E ~~ _9~:_, j 3AFK L P' 12' WIDE EASEMENT FOR POLE LINES, UNDERGROUND,,<, ~~ ~ AND EGRESS TO SDG&E.CONDUITS, INCIDENTAL PURPOSES, RIGHT OF INGRE.51 , / ~ " , - / ., ///// 2• 11&FL[ \ AND EGRESS TO .41 C.66 I I __k I N ~ Ij , 7~/Ij \ Q,, / I _~ 1~ r_~ FOR POLE LINES UNDERGROUND CONDUITS / P AP IGHT I ~ ~ 00. A-,~, _11_~ I~T9 — I— I . ___1 - ----__ , __~~ - , ,I--- 1 ly _,~-~ f,, , -~~,j ____ ~1, 11 .V;17,7 ------ — ___7 !f pe _ - \ \ 16' WIDE SR PIPE LINE / INCIDENTAL EASEMENT TO THE CITY OF OCEANSIDE. 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PREVIOUSLY COMPACTED FILL (Dotted Where Buried) Qpf ........ PREVIOUSLY PLACED FILL (Dotted Where Buried) Qal ........ ALLUVIUM (Dotted Where Buried) Qt ........ TERRACE DEPOSIT (Dotted Where Buried) Tv ........ VOLCANIC ROCK (Dotted Where Buried) Ts ........ SANTIAGO FORMATION (Dotted Where Buried) Jspi. ........ SALTO INTRUSIVE (Dotted Where Buried) " •.• ........APPROX. LOCATION OF GEOLOGIC CONTACT (Dotted Where Buried, Queried Where Uncertain) APPROX. LOCATION OF IN-PLACE DENSITY TEST FIG ... Finish Grade ST ... Slope Test APPROX. LOCATION OF SUBDRAIN A APPROX. ELEVATION OF SUBDRAIN •••• FAULT L2II ........ APPROX. ELEVATION OF BOTTOM OF REMOVAL SM1®APPROX. LOCATION OF SETTLEMENT MONUMENT - - / / 11 ),~~,~--~ / " - 11__~ \ X~ Z:~_~ , - - ~Nl 0~ ~1, ,~X,1 '4 ~~~ 1, ,<~, \\~,~- ~ , -1 - , 'e~ 6 Cf /_ ~R,~ . ~ ~ \ . - I ~ r , 1'1~ I _,,, _:_~~ __ ____ \\ -_ 7 . 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