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HomeMy WebLinkAbout; Poinsettia Lane Reach C; Poinsettia Lane Reach C Grading; 2003-07-18I I I CIHO ON FINAL REPORT OF TESTING AND OBSERVATION SERVICES PERFORMED DURING SITE GRADING POINSETTIA LANE REACH "C" STATION 149+50 TO 163+40 CARLSBAD, CALIFORNIA PREPARED FOR CITY OF CARLSBAD CARLSBAD, CALIFORNIA JULY 18, 2003 GEOCON INCORPOBATED GEOTECHNICAL CONSULTANTS Project No. 06313-52-02 July 18,2003 City of Carlsbad 1635 Faraday Avenue Carlsbad, Califomia 92008 Attention: Mr. William E. Plummer, Deputy City Engineer Subject: POINSETTIA LANE REACH "C" STATIONS 149+50 THROUGH 163+40 CARLSBAD, CALIFORNLA. FINAL REPORT OF TESTING AND OBSERVATION SERVICES PERFORMED DURING SITE GRADING Gentlemen: In accordance with your request and our Proposal No. LG-02505 dated October 24, 2002, we have provided compaction testing and observation services during the grading of the subject roadway. Our services were performed during the period of November 15, 2002 through April 30, 2003. The scope of our services included the following: • Observing the grading operation, including the removal and/or processing of loose topsoils, alluvium and undocumented fill. • Performing in-place dry density and moisture content tests within fill materials placed and compacted at the site. • -Performing laboratory tests to aid in evaluating the dry density, moisture content, expansion, water-soluble sulfate, and shear strength characteristics of various soils encountered and/or used for fill. • Preparing an "As-Graded" Geologic Map. • Preparing this final report of grading. The purpose of this report is to document that the grading for Poinsettia Lane Stations 149+50 through 163+40 has been performed in substantial conformance with the recommendations of the project geotechnical report and that fill materials have been properly placed and compacted. 6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (858) 558-6900 • Fox (858) 558-6159 GENERAL The grading contractor for the project was Naton Engineering Incorporated of Vista, Califomia. Grading plans for the project were prepared by Hunsaker and Associates and are entitled Grading and Improvement Plans For Poinsettia Lane Reach "C", with City of Carlsbad approval date of July 3, 2002. The grading plans were used as the base map for the "As-Graded" Geologic Map (Figure 1, map pocket). The project soils report is entitled Geotechnical Investigation, Poinsettia Lane (Reach 3), prepared by Geocon Incorporated, dated June 10 1999 (Project No. 06313-12-01). 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 graded portion of Poinsettia Lane is located east of Black Rail Road between the two existing sections of Poinsettia Lane in the city of Carlsbad, Califomia. Prior to grading, the site consisted of a gently sloping hillside with two north-south-trending tributary canyons feeding a larger canyon to the north. Grading for the site consisted of placing imported fill soils to achieve the finish grade elevations. Grading began with the removal of bmsh and vegetation from the area to be graded. The bmsh was then exported. Topsoil, undocumented fill and alluvial soils were removed to expose formational material. Within these areas, and prior to placing fill, the exposed (overexcavated) ground surface was scarified, moisture conditioned as necessary, and compacted. Fill soils derived fi-om various import sources were then placed and compacted in layers until the design elevations were attained. During the grading operations, compaction and placement-procedures were observed and in-place density tests were performed to evaluate the dry density and moisture content of the fill material. The in-place density tests were performed in general conformance with ASTM Test Method D 2922-96. In general, the in-place density test results indicate that the fill soil has a dry density of least 90 percent of the laboratory maximum dry density near to slightly above optimum moisture content at the locations tested. The approximate locations of the in-place density and moisture content tests are shown on the As-Graded Geologic Map (Figure 1). 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 1557-00), shear Project No. 06313-52-02 -2- July 18,2003 strength (ASTM D 3080-98), expansion potential (ASTM D 4829-95) and water-soluble sulfate (Califomia Test No. 417). The results ofthe laboratory tests are summarized in Tables II through V. A storm drain was installed within the eastern portion of the site (Station 161+00). The in-place density tests for the storm drain are also included in Table I. Slopes The project cut and fill slopes were constmcted at inclinations of 2:1 (horizontahvertical) or flatter, with maximum heights of approximately 20 and 50 feet, respectively. In our opinion, the slopes possess an adequate factor of safety against deep-seated or surficial instability. 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. Subdrains Two subdrains were installed at the general locations shown on the ''As-Graded" Geologic Map (Figure 1). In addition, the subdrains were surveyed for location and elevation by the project civil engineer. The subdrains generally consisted of a 6-inch-diameter PVC perforated pipe placed in crushed aggregate gravel surrounded by Mirafi 140N (or equivalent) filter fabric. The drains were typically placed at least 15 feet below grade and constructed at a gradient flow of at least 1 percent. The subdrains outiet into the open space located north of the roadway alignment. 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. Orange-brown sandstones of the Terrace Deposits (Qt) were exposed within the westem portion of the site. The light green to white sandstones of the Santiago Formation (Ts) were encountered within the eastem portion of the site including canyon cleanouts. City of Carlsbad specifications for the upper 3 feet of fill placed within the roadway require that the material used have a "low" expansion potential (Expansion Index of 50 or less) as defined by the Uniform Building Code (UBC) Table 18-I-B. Based on field observations and laboratory tests, the upper approximately 3 feet of fill placed within the roadway possesses a "low" expansion potential (Expansion Index of 50 or less) as defined by the Uniform Building Code (UBC) Table 18-I-B. The enclosed "As-Graded" Geologic Map depicts the general geologic conditions observed. No soil or geologic conditions were observed during grading that would preclude the continued development of the property as planned. Project No. 06313-52-02 ^3^ July 18,2003 CONCLUSIONS AND RECOMMENDATIONS 1.0 General 1.1 Based on observations and test results, it is the opinion of Geocon Incorporated that the grading, which is the subject of this report, 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. 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 and wall backfill should be compacted to a dry density of at least 90 percent of the laboratory maximum dry density at near to slightly above optimum moisture content. 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 (horizontahvertical) 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 three feet of a portion of the slope and usually does not directly impact the improvements on the pad 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 fi-om 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. Project No. 06313-52-02 -4 - July 18,2003 4.0 Drainage 4.1 Adequate drainage provisions are critical to the future performance ofthe project. Under no circumstances should water be allowed to pond. The sheet-graded areas should be properly finish graded so that drainage water is directed away from pavements, concrete slabs and slope tops to controlled drainage devices. 4.2 All underground utilities should be leak fi-ee. Utility and irrigation lines should be checked periodically for leaks for early detection of water infiltration and detected leaks should be repaired promptly. Detirimental soil movement could occur if water is allowed to infiltrate the soil over a prolonged period of time. 4.3 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 the pavement, we recommend 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, April 30, 2003. Any subsequent grading should be done 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 make no warranty, expressed 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. 06313-52-02 -5 - July 18,2003 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 AS:SR:dmc (2/del) Addressee (5/del) City of Carlsbad Attention: Mr. William Lopez Shane Rodacker RCE 63291 Project No. 06313-52-02 July 18, 2003 Project No. 06313-52-02 (G) TABLE I FIELD DENSITY TEST RESULTS Test No . Date Test Location Elev. Plus Max. Opt. Field Field Field Req'd or . 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Cotnp. Comp. (ft) No. (%) (pcf) (%) (pcf) (%) (%) {%) SZ 1 11/15/02 POINSETTIA 153-1-50 335 2 0 130 . 0 9 . 1 122 . 8 9 . 8 94 90 2 11/15/02 POINSETTIA 154-h50 333 2 0 130 . 0 9 . 1 118 . 5 9. 5 91 90 SZ 3 11/15/02 POINSETTIA 155-1-50 326 2 0 130 . 0 9 . 1 119 . 1 10 . 1 92 90 4 11/18/02 POINSETTIA 150-fOO 351 2 0 130 . 0 9 . 1 117 . 5 9 . 3 90 90 5 11/18/02 POINSETTIA 152-1-50 341 2 0 130 . 0 9 . 1 123 . 0 9. 9 95 90 SZ 6 11/18/02 POINSETTIA 151-1-50 343 2 0 130 . 0 9 . 1 118 . .4 12 . ,2 91 90 SZ 7 11/19/02 POINSETTIA 153-1-50 339 2 0 130 . , 0 9 . , 1 118 . . 6 9 . ,4 91 90 SZ 8 11/19/02 POINSETTIA 155-fOO 331 2 0 130 . ,0 9 . , 1 116 . .4 11. ,3 90 90 9 11/20/02 POINSETTIA 149-1-90 355 2 0 130 . .0 9 . . 1 129 . . 1 12 . .4 99 90 10 11/20/02 POINSETTIA 149-1-89 357 2 0 130 . . 0 9 . . 1 125 . . 3 12 . . 9 96 90 11 11/20/02 POINSETTIA 150-1-50 358 2 0 130 . .0 • 9 . . 1 117 , .4 11. , 3 90 90 12 11/20/02 POINSETTIA 149-f75 359 2 0 130 . . 0 9 . . 1 118 . . 9 10 . . 5 91 90 SZ 13 11/21/02 POINSETTIA 154-1-90 328 1 0 121 . .3 11, . 6 115 , . 5 15 , . 0 95 90 14 11/21/02 POINSETTIA 154-1-90 330 2 0 , 130 , . 0 9 , . 1 119, . 7 11, . 9 92 90 15 11/21/02 POINSETTIA 151-1-50 349 2 0 130 , . 0 9 . 1 120 . 1 10 . 6 92 90 SZ 16 11/21/02 POINSETTIA 153+80 330 1 0 • 121. . 3 11 . 6 114 . 8 12 . 1 95 90 17 11/21/02 POINSETTIA 154-1-70 334 1 0 121 .3 11 .6 116 . 5 13 .0 96 90 SZ 18 11/22/02 POINSETTIA 156-f50 319 1 0 121 .3 11 . 6 113 . 3 9 . 6 93 90 SZ 19 11/22/02 POINSETTIA 158-1-20 2 89 1 0 121 . 3 11 . 6 115 .9 • 11 . 5 96 90 20 11/22/02 POINSETTIA 156-1-95 320 2 0 130 . 0 9 . 1 117 . 9 10 .9 91 90 21 11/25/02 POINSETTIA 157-1-65 325 1 0 121 .3 11 .6 110 . 9 10 .3 91 90 22 11/25/02 POINSETTIA 155-f90 328 1 0 121 .3 11 .6 111 .5 9 . 9 92 90 23 11/25/02 POINSETTIA 155+93 333 2 0 130 . 0 9 . 1 119 . 7 9 . 7 92 90 24 11/26/02 POINSETTIA 156+65 325 •1 0 121 . 3 11 .6 110 .3 11 .2 91 90 Note: See last page of table for explanation of coded terms Project No. 06313-52-02 (G) TABLE I FIELD DENSITY TEST RESULTS Test Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No . (%) (pcf) (%) (pcf) (%) (%) (%) SZ 25 11/26/02 POINSETTIA 157+40 309 1 0 121. . 3 11. , 6 113 . .5 12 . , 9 94 90 SZ 26 11/26/02 POINSETTIA 155+70 330 1 0 121. .3 11. ,6 110 . . 5 13 . , 0 91 90 SZ 27 11/26/02 POINSETTIA 153+00 334 1 0 121. ,3 11. . 6 112 . .0 11, , 9 92 90 .28 11/26/02 POINSETTIA 155+80 334 1 0 121. .3 11. .6 109 . . 8 10 . , 8 90 90 29 11/26/02 POINSETTIA 152+10 344 1 0 121. . 3 11. . 6 110 . .5 11. .7 91 90 SZ 30 11/26/02 POINSETTIA 157+25 307 1 0 121, . 3 11. . 6 Ill. . 3 10 . . 1 92 90 31 11/26/02 POINSETTIA 157+10 312 1 0 121. .3 11. . 6 113 . . 2 12 . .5 93 90 SZ 32 11/27/02 POINSETTIA 156+30 226 1 0 121. .3 11, . 6 112 . .4 11 . . 8 93 90 33 11/27/02 POINSETTIA 159+40 296 1 0 121 . . 3 11, . 6 110 . . 9 10 . , 1 91 90 34 11/27/02 POINSETTIA 158+00 303 1 0 121 . .3 11, .6 lis. .6 11. . 8 95 90 35 11/27/02 POINSETTIA 157+60 315 1 0 121 . .3 11, .6 109 . .5 14 . .0 90 90 SZ 36 11/27/02 POINSETTIA 155+20 336 1 0 121 . .3 11, .6 108 . . 1 12 . .5 89 90 SZ 3 6A 11/27/02 POINSETTIA 155+20 336 • 1 0 121 . .3 11, . 6 110 . . 4 13 . . 7 91 90 37 11/27/02 POINSETTIA 155+80 335 1 0 121 . .3 11, .6 112 . . 7 12 . . 9 93 90 38 11/27/02 POINSETTIA 151+10 360 1 0 121 . .3 11, .6 Ill . .6 10 . . 0 92 90 39 / / VOID 0 0 0 0 . . 0 0 , .0 0 . . 0 0 . .0 0 0 40 11/27/02 POINSETTIA 159+00 306 1 0 121 . .3 11, .6 109 . . 9 12 . .3 91 90 SZ 41 11/27/02 POINSETTIA 161+15 , 265 3 0 126 . .0 9 , . 8 118 . . 7 11 . .3 94 90 SZ 42 11/27/02 POINSETTIA 161+00 290, 3 • 0 126 . . 0 9 , . 8 115 . . 8 10 . . 7 92 90 SZ 43 11/27/02 POINSETTIA 157+80 310 1 0 121 . . 3 11, .6 110 . .4 12 . . 8 91 90 SZ 44 12/02/02 POINSETTIA 157+40 312 1 0 121 , .3 11, . 6 Ill . . 5 13 . .1 92 90 SZ 45 12/02/02 POINSETTIA 156+00 319 1 0 121 , .3 11, . 6 108 . . 8 14 . . 0 90 90 SZ 45A 12/02/02 POINSETTIA 156+00 319 1 0 121 , . 3 11, . 6 109 , . 8 13 . 5 90 90 SZ 46 12/02/02 POINSETTIA 156+80 320 1 0 121 .3 11, . 6 109 , .8 14 , . 0 90 90 Note: See ; last page of table for explanation of coded terms Project No. 06313-52-02 (G) TABLE I FIELD DENSITY TEST RESULTS Test Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No: (%) (pcf) (%) (pcf) (%) (%) (% SZ 47 12/02/02 POINSETTIA 154+00 336 1 0 121.3 11.6 112 .1 12 . 8 92 90 SZ 48 12/02/02 POINSETTIA 157+00 315 1 0 121 . 3 11. 6 109 . 7 14 . 6 90 90 SZ 49 12/04/02 POINSETTIA 161+20 279 . 1 0 121.3 11.6 110 . 9 9.4 91 90 SZ 50 12/04/02 POINSETTIA 161+20 283 1 0 121.3 11.6 113 .2 10 . 8 93 90 SZ 51 12/05/02 POINSETTIA 161+00 286 2 0 130 . . 0 9 . . 1 118 . . 6 11 . .4 91 90 SZ 52 12/05/02 POINSETTIA 161+25 288 2 0 130 . . 0 9 . . 1 116 . . 6 10 . .4 90 90 SZ 53 12/05/02 POINSETTIA 161+00 290 2 0 130 . . 0 9 . . 1 118 . .3 9 . . 6 91 90 SZ 54 12/05/02 POINSETTIA 161+20 292 2 0 130 . . 0 9. . 1 120 . . 9 10 . 5 93 90 SZ 55 12/05/02 POINSETTIA 161+20 2 93 2 0 130 , . 0 9 . .1 117 . .4 10 . . 3 90 90 SZ 56 12/05/02 POINSETTIA 160+95 295 2 0 130 . . 0 9. .1 121 . . 5 9 . . 8 93 90 SZ 57 12/06/02 POINSETTIA 161+00 297 2 0 130 , . 0 9 . .1 127 . . 5 9 . . 7 98 90 SZ 58 .12/06/02 POINSETTIA 158+20 312 2 0 130 . . 0 9 . . 1 117 . . 6 9 . . 7 90 90 SZ 59 12/09/02 POINSETTIA 161+10 303 1 0 121. .3 11 , . 6 109 . . 2 11 , . 1 90 90 SZ 60 12/09/02 POINSETTIA 160+50 298 1 0 121. .3 11 , . 6 109 . . 1 11 , .6 90 90 SZ 61 12/09/02 POINSETTIA 160+90 300 5 0 113 . . 0 16 , .3 104 . . 7 18 , . 8 93 90 SZ 62 12/10/02 POINSETTIA 160+00 305 5 0 113 . . 0 16 , . 3 109 , . 1 17 , , 3 97 90 ST 63 12/10/02 POINSETTIA 161+00 285 2 0 130 . .0 9 , . 1 106 . . 6 9 , . 6 82 90 ST 63A 12/16/02 POINSETTIA 161+00 2 85' 2 0 130 . . 0 9 , . 1 112 . . 0 11, . 8 86 90 ST 63B 12/16/02 POINSETTIA 161+00 285 2 0 130 . . 0 9 , . 1 116 . . 4 11, .3 90 90 ST 64 12/10/02 POINSETTIA 161+30 2 88 2 0 130 . .0 9 , . 1 104 . .6 12 . 9 80 90 ST 64A 12/16/02 POINSETTIA 161+30 288 2 0 130 , ,0 9, ,1 116 , .5 12 , . 1 90 90 65 12/11/02 POINSETTIA 161+75 304 1 0 121, .3 11, . 6 112 , . 3 11 . 4 93 90 SZ 66 12/11/02 POINSETTIA 160+60 305 1 0 121, . 3 11, . 6 113 , .4 11 . 0 93 90 67 12/11/02 POINSETTIA 153+40 341 2 0 130 , . 0 9 , . 1 116 , . 9 8 . 5 90 90 Note: See last page of table for explanation of coded terms Project No. 06313-52-02 (G) TABLE I FIELD DENSITY TEST RESULTS Test Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (% ) (%) (%) 68 12/11/02 POINSETTIA 161+20 306 5 0 113 . .0 16 . .3 105 . .4 15 . 9 • 93 90 SZ 69 12/13/02 POINSETTIA 160+95 307 5 0 113 . . 0 16 . .3 108 . .5 15 . 5 96 90 70 12/13/02 POINSETTIA 160+50 ,3 07 5 0 113 . . 0 16 . .3 108 . . 1 18 . 7 96 90 ST 71 12/16/02 POINSETTIA 160+50 298 1 0 121. .3 11. .6 109. .4 14 . 2 90 90 ST 72 12/16/02 POINSETTIA 160+85 301 5 0 113 . . 0 16 . .3 104 . . 6 18 . 0 93 90 73 12/16/02 POINSETTIA 160+80 309 5 0 113 , . 0 16 . .3 105 . . 7 15 . 9 94 90 74 12/16/02 POINSETTIA 160+20 310 5 0 113 , .0 16 . .3 103 . .3 16 . 6 91 90 SZ 75 12/23/02 POINSETTIA 160+00 292 4 0 121. , 6 11 . .3 Ill. . 6 12 . 5 92 90 SZ 76 12/23/02 POINSETTIA 159+90 294 4 0 121. . 6 11 . . 3 113 . . 8 14 . 3 94 90 SZ 77 12/31/02 POINSETTIA 152+95 345 5 0 113 . . 0 16 . . 3 110 . .3 16 . 7 98 90 SZ 78 12/31/02 POINSETTIA 157+65 321 5 0 113 . . 0 16 . .3 109 . .2 15 . 6 97 90 SZ 79 12/31/02 POINSETTIA 158+00 323 5 0 113 . . 0 16 . . 3 104 . .0 16 . 7 92 90 SZ 80 01/02/03 POINSETTIA 151+00 353 4 0 121 . . 6 11. .3 114 . .4 13 . 8 , 94 90 SZ 81 01/02/03 POINSETTIA 152+50 349 5 0 113 . . 0 16 . . 3 110 . .3 15 . 9 98 90 SZ 82 01/02/03 POINSETTIA 154+25 344 4 0 121. . 6 11. .3 Ill . . 7 12 . 6 92 90 SZ 83 01/03/03 POINSETTIA 155+00 334 4 0 121 . . 6 11. .3 112 . .6 13 . 9 93 90 SZ 84 01/03/03 POINSETTIA 152+00 351 4 0 121 . . 6 11 . .3 110 . .4 14 . 2 91 90 SZ 85 01/03/03 POINSETTIA 156+00 \ 328 4 0 121 . . 6 11. . 3 113 . . 7 12 . 6 94 90 SZ 86 01/03/03 POINSETTIA 153+50 .348 4 0 121 . . 6 11. . 3 115 . .2 10 . 7 95 90 87 01/06/03 POINSETTIA 151+75 356 5 0 113 . . 0 16 . . 3 108 . .2 16 . 9 96 90 88 01/06/03 POINSETTIA 152+00 352 5 0 113 , ,0 16 . .3 109 . . 6 15 . 8 97 90 89 01/06/03 POINSETTIA 153+00 349 4 0 121, . 6 11. .3 114 . . 9 12 . 1 94 90 90 01/06/03 POINSETTIA 155+00 337 4 0 121. . 6 11. . 3 117 . . 0 10 . 4 96 90 SZ 91 01/06/03 POINSETTIA 152+50 347 3 0 126 . . 0 9. . 8 115 . .4 11. 7 92 90 Note: See : last page of table for explanation of coded terms Project No. 06313-52-02 (G) TABLE I FIELD DENSITY TEST RESULTS Elevi or Plus 3/4" Max. Dry Opt. Moist, Field Dry Field Moist. Field Rel. Req'd Rel. Test Depth Curve Rock Dens . Cont. Dens . Cont. Comp. COI No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%: 92 01/07/03 POINSETTIA 153+25 34 5 5 0 113 . . 0 16 . .3 108 , . 7 16 , .3 96 90 SZ 93 01/07/03 POINSETTIA 155+40 335 1 0 121. . 3 11. . 6 112 , . 6 12 . .6 93 90 94 01/08/03 POINSETTIA 151+85 356 5 0 113 . . 0 16 . . 3 106 , . 8 16 , . 8 95 90 95 01/08/03 POINSETTIA 153+50 350 1 0 121. . 3 11, .6 111 , . 0 15 , . 7 92 90 96 01/08/03 POINSETTIA 154+30 345 1 0 121 . . 3 11, .6 110 , .6 14 , . 2 91 90 97 01/09/03 POINSETTIA 156+50 332 5 0 113 . . 0 16 , ,3 106 , . 8 17 , . 1 95 90 9 8 01/09/03 POINSETTIA 154+20 346 1 0 121 . .3 11, .6 109 , .3 14 . . 6 90 90 SZ 99 01/09/03 POINSETTIA 155+00 341 5 0 113 . . 0 16 , .3 105 . . 8 16 . . 9 94 90 SZ 100 01/10/03 POINSETTIA 153+10 351 5 0 113 . . 0 16 , .3 106 , . 9 17 . . 4 95 90 SZ 101 01/10/03 POINSETTIA 157+00 329 5 0 113 . .0 16 , .3 104 , . 0 18 . . 8 92 90 102 01/10/03 POINSETTIA 157+50 325 1 0 121 . .3 11, .6 109 , . 9 13 . . 8 91 90 103 01/10/03 POINSETTIA 157+90 324 5 0 113 . . 0 16 , .3 105 . . 2 17 . .2 93 90 104 01/13/03 POINSETTIA 153+20 3 52 5 0 113 . . 0 16 , .3 107 . . 8 16 . . 7 95 90 105 01/13/03 POINSETTIA 152+85 353 5 0 113 . .0 16 , .3 105 . .3 16 . .4 93 90 SZ 106 01/13/03 POINSETTIA 158+80 327 1 0 121 . . 3 11, .6 116 . .4 14 . .3 96 90 107 01/13/03 POINSETTIA 157+30 331 1 0 121 . .3 11, .6 109 . . 9 13 . .2 91 90 108 01/14/03 POINSETTIA 157+80 330 5 0 113 . . 0 16 , .3 103 . . 8 15 . . 7 92 90 109 01/14/03 POINSETTIA 151+90 355 5 0 113 . . 0 16 , .3 104 . . 5 17 . .4 92 90 110 01/14/03 POINSETTIA 155+00 344 5 0 113 . . 0 16 , . 3 107 . .4 16 . . 7 95 90 111 01/14/03 POINSETTIA 154+50 346 5 0 113 . . 0 16 , .3 108 . .4 17 . . 1 96 90 112 01/15/03 POINSETTIA 153+80 ,35 0 5 0 113 . , 0 16 , ,3 106 , . 8 16, .4 95 90 113 01/15/03 POINSETTIA 156+70 328 5 0 113 . . 0 16 , . 3 107 . .4 16 . . 7 95 90 SZ 114 01/16/03 POINSETTIA 155+80 337 1 0 • 121, .3 11 , . 6 110 . . 0 15 . . 2 91 90 115 01/16/03 POINSETTIA 152+00 358 2 0 130 , . 0 9 , . 1 120 . . 7 9 . . 6 93 90 Note: See 1 last page of table for explanat ion of coded terms Project No. 06313-52-02 (G) TABLE I FIELD DENSITY TEST RESULTS Test No. Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. .Dens. Cont. Comp. Comp. SZ SZ SZ Date Test Location (ft) No. (%) (pcf) (% ) (pcf) (%) (%) (%) 116 01/16/03 POINSETTIA 156+00 337 5 0 113 . .0 16 . 3 106 , , 5 16 . .4 94 90 117 01/17/03 POINSETTIA 153+00 355 , 3 0 • 126 . . 0 9 . 8 116 , . 1 10 , . 2 92 90 118 01/17/03 POINSETTIA 157+90 335 5 0 113 . . 0 16 . 3 102 . . 7 16 . . 7 91 90 119 01/17/03 POINSETTIA 152+30 359 5 0 113 . . 0 16 . 3 104 , . 5 16 . . 7 92 90 120 01/17/03 POINSETTIA 155+00 346 1 0 121 . .3 11 . 6 112 , . 0 12 , . 9 92 90 121 01/20/03 POINSETTIA 152+00 358 4 0 121 . . 6 11. 3 109 , . 5 11, . 9 90 90 122 01/21/03 POINSETTIA 160+00 313 ' 1 0 121 , .3 11. 6 110 , . 1 11, .2 91 90 123 01/21/03 POINSETTIA 161+00 308 3 0 126 . . 0 9 . 8 116 , . 7 9 . . 7 93 90 124 01/22/03 POINSETTIA 160+00 314 , 5 0 113 , . 0 16 . 3 100 , . 3 17 . . 0 89 90 124A 01/22/03 POINSETTIA 160+00 314 5 0 113 , . 0 16 . 3 102 , . 8 16 . .4 91 90 125 01/23/03 POINSETTIA 157+10 337 1 0 121 , .3 11 . 6 114 , .3 16. .4 94 90 126 01/23/03 POINSETTIA 155+10 348 5 0 113 , . 0 16 . 3 101 , . 5 16 . .4 90 90 127 01/23/03 POINSETTIA 159+60 315 5 0 113 . . 0 16 . 3 101 , . 3 17 . . 0 90 90 128 01/23/03 POINSETTIA 153+60 353 6 0 117 . . 0 14 . 6 105 , . 7 15 . .3 90 90 129 01/27/03 POINSETTIA 159+45 .314 • 3 0 126 . . 0 9 . 8 114 , . 1 9 . . 9 91 90 130 01/27/03 POINSETTIA 159+35 324 1 0 121. . 3 11 . 6 109 , . 5 14 . .2 90 90 131 01/27/03 POINSETTIA 159+05 325 5 0 113 . . 0 16 . 3 102 , .6 11. .2 91 , 90 131A 01/27/03 POINSETTIA 159+05 325 5 0 113 . . 0 16 . 3 101 , . 7 17 . .2 90 90 132 01/27/03 POINSETTIA 155+70 347 5 0 113 . . 0 16 . 3 102 , . 7 19 . . 5 91 90 133 01/29/03 POINSETTIA 156-H50 33 5 ,1 0 121. . 3 11 . 6 114 , . 2 15 . . 2 94 90 134 01/29/03 POINSETTIA 160+00 314 5 0 113 . , 0 16 . 3 106 , . 1 16. ,2 94 90 135 01/29/03 POINSETTIA 159+90 320 5 0 113 . . 0 16 . 3-103 . 8 18 . 1 92 90 136 01/30/03 POINSETTIA 156+50 336 . 1 0 121. . 3 11. 6 110 . 0 11 . 8 91 90 137 01/30/03 POINSETTIA 159+30 318 1 0 121. . 3 11. 6 112 .2 15 . 7 92 90 Note: See last page of table for explanation of coded terms Project No. 06313-52-02 (G) TABLE I FIELD DENSITY TEST RESULTS Test No SZ SZ SZ Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. Date Test Location (ft) No. (%) (pcf) (% ) (pcf) (%) (%) (%) 138 01/30/03 POINSETTIA 158+70 323 5 0 113 . . 0 16 . 3 106 . .3 18 . . 9 94 90 139 01/30/03 POINSETTIA 161+00 312 , 5 0 113 . . 0 16 . 3 101. . 9 18 . . 1 90 90 140 01/31/03 POINSETTIA 157+00 33 7 5 0 113 . . 0 16 . 3 107 . . 1 18 . .2 95 90 141 02/03/03 POINSETTIA 155+00 347 , 5 0 113 . . 0 16 . 3 104 . . 0 16 . .9 92 90 142 02/03/03 POINSETTIA 160+00 306 3 0 126 . . 0 9 . 8 114 . . 8 11. . 1 91 90 143 02/04/03 POINSETTIA 159+45 309 6 0 117 . . 0 14 . 6 108 . . 1 14 . . 0 92 90 144 02/04/03 POINSETTIA 160+10 312 6 0 117 . .0 14 . 6 108 . . 0 14 . .2 92 90 145 02/05/03 POINSETTIA 156+30 340 5 0 113 . . 0 16 . 3 104 . . 2 16 . . 3 92 90 146 02/05/03 POINSETTIA 157+50 336 6 0 117 . . 0 14 . 6 109 . .4 14 . . 5 94 90 147 02/06/03 POINSETTIA 161+70 310 4 0 121 . .6 11. 3 Ill. . 5 10 . . 7 92 90 148 02/06/03 POINSETTIA 155+50 343 3 0 126 . . 0 9. 8 113 . . 9 10 . .4 90 90 149 02/06/03 POINSETTIA 158+30 337, 7 0 115 . . 8 13 . 6 108 . 8 13 . 5 94 90 150 . . 02/07/03 POINSETTIA 156+45 341 7 0 115 . . 8 13 . 6 110 . 3 14 . 7 95 90 151 02/07/03 POINSETTIA 158+70 327 7 0 115 . . 8 13 . 6 111 .3 14 . 1 96 90 152 02/10/03 POINSETTIA 159+30 327 3 0 126 . . 0 9. 8 113 .6 9 .3 90 90 153 02/10/03 POINSETTIA 158+60 329 6 0 117 . . 0 14 . 6 106 . 8 14 .2 91 90 154 02/10/03 POINSETTIA 158+00 332 1 0 121 . . 3 11 . . 6 111 . .6 12 . . 0 92 90 155 03/10/03 POINSETTIA 150+20 359 1 0 121, . 3 11 . .6 109 . . 9 13 . .4 91 90 156 03/10/03 POINSETTIA 151+00 360 8 0 129 , . 8 8 . .4 119. .6 10 . . 1 92 90 157 03/11/03 POINSETTIA 152+00 358 8 0 129 . . 8 8 . .4 117 . . 7 12 , . 2 91 90 158 03/11/03 POINSETTIA 153+50 356 8 0 129 . . 8 8.4 116 . 8 13 . .5 90 90 159 03/12/03 POINSETTIA 153+80 354 8 0 129 . . 8 8.4 120 .8 11. . 1 93 90 160 03/12/03 POINSETTIA 162+00 •3 0 9 1 0 121. . 3 11. 6 111 . 8 12 . . 7 92 90 161 03/12/03 POINSETTIA 150+80 361 8 0 129 . . 8 8.4 117 . 9 12 . .2 91 90 Note: See last page of table for explanation of coded terms Project No. 06313-52-02 (G) TABLE I FIELD DENSITY TEST RESULTS Test Elev. or Depth Curve Plus 3/4" Rock Max. Dry Dens . Opt. Moist. Cont. Field Dry Dens . Field Moist. Cont. Field Rel. Comp. Req' d Rel. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) 162 03/12/03 POINSETTIA 153+00 357 8 0 129 . 8 8 . 4 120 . ,8 11 . . 7 93 90 163 03/13/03 POINSETTIA 155+30 348 8 0 129 . 8 8 . 4 118 . ,4 13 . . 3 91 90 ST 164 03/13/03 POINSETTIA 161+70 307 6 0 117 . 0 14 . 6 106 . ,5 17 . .2 91 90 165 03/14/03 POINSETTIA 156+50 346 • 8 0 129 . . 8 8 . 4 116 . , 9 10 . . 7 90 90 166 03/14/03 POINSETTIA 150+30 3 64. 8 0 129 . . 8 8 . 4 120 . . 1 9 . . 8 93 90 ST 167 03/14/03 POINSETTIA 154+30 345 1 0 121 . . 3 11. 6 110 , . 0 12 , . 1 91 90 ST 168 03/14/03 POINSETTIA 153+50 • 350 5 0 113 . . 0 16 . 3 102 , .4 17 , . 6 91 90 ST 169 03/14/03 POINSETTIA 152+50 353 5 0 113 . . 0 16 . 3 101 . . 6 18 . . 7 90 90 ST 170 03/14/03 POINSETTIA 150+50 358, 1 0 121 . .3 11 . 6 109 , .4 10 , . 3 90 90 ST 171 03/14/03 POINSETTIA 151+30 355 1 0 121. .3 11. 6 109 , . 6 13 , , 5 90 90 ST 172 03/14/03 POINSETTIA 152+00 356 ,5 0 113 , . 0 16 . 3 101 , . 6 17 , .2 90 90 173 03/20/03 POINSETTIA 154+00 355 1 0 121, . 3 11 . 6 110 , .4 10 . .3 91 90 174 03/20/03 POINSETTIA 150+75 361 8 0 129 , . 8 8 . 4 117 , .3 8 . . 9 90 90 FG 175 03/21/03. N CHOKER 151+50 362 8 0, 129 , . 8 8 . 4 118 , . 7 11 . 7 91 90 176 03/21/03 POINSETTIA 153+00 358 1 0 121 . . 3 11. 6 115 , . 3 11 . . 9 95 90 FG 177 03/21/03 N CHOKER 153+25 359 1 0 121, .3 11 . 6 113 , . 8 12 . 1 94 90 FG 178 03/21/03 S CHOKER 152+50 360 .8 0 129 . . 8 8 . 4 117 , .5 9 .5 91 90 FG 179 03/21/03 N CHOKER 154+50 355 8 0 129 . . 8 8 . 4 123 , . 3 9 . 9 95 90 FG 180 03/24/03 S CHOKER 154+00 356' , 1 0 121 . . 3 11. 6 110 . 0 10 . 4 91 90 FG 181 03/24/03 S CHOKER 155+75 349 8 0 129 . . 8 8 . 4 118 . 8 9 . 8 92 90 FG 182 03/24/03 S CHOKER 157+25 342 8 0 129 . , 8 8 , 4 121 .1 8 .3 93 90 FG 183 03/24/03 S CHOKER 159+75 324 8 0 129 . . 8 8 . 4 117 . 6 9 . 3 91 90 FG 184 03/24/03 S CHOKER 161+20 316 3 0 126 . . 0 9 . 8 114 . 6 9 .4 91 90 FG 185 03/24/03 N CHOKER 156+00 348 8 0 129 . . 8 8 . .4 119 . 9 8 . 7 92 90 Note: See last page of table for explanation of coded terms Project No. 06313-52-02 (G) TABLE I FIELD DENSITY TEST RESULTS Elev. or Plus 3/4" Max. Dry Opt. Moist, Field Dry Field Moist. Field Rel. Req'd Rel. Test Depth Curve Rock Dens . Cont. Dens . Cont. Comp. Cor No. Date Test Location (ft) , No. (%) (pcf) (%) (pcf) (%) (%) (%: FG 186 03/24/03 N CHOKER 157+00 343 8 0 129 . 8 8.4 118 . 3 9 . 3 91 90 FG 187 03/24/03 N CHOKER 15 8+2 0 335 8 • 0 129 . 8 8.4 118 . , 0 8 . 0 91 90 FG 188 03/24/03 N CHOKER 159+50 327 8 0 129 . 8 8.4 121. 4 9 . 8 94 90 ST 189 03/24/03 POINSETTIA 155+60 343 5 0 113 . 0 16.3 101. .5 20 . . 5 90 90 ST 190 03/24/03 POINSETTIA 156+40 336 7 0 115 . 8 13 .6 108 . .3 16 . .3 94 90 191 03/26/03 SDG&E ACCESS 159+50 309 1 0 121 . 3 11.6 109 . . 5 12 . . 6 90 90 192 03/26/03 SDG&E ACCESS 160+00 313 2 0 130 . 0 9 .1 119 , .5 11 , . 0 92 90 193 03/26/03 SDG&E ACCESS 16 0+00 316 1 0 121 . 3 11 . 6 110 . . 0 14 . .4 91 90 FG 194 03/27/03 N CHOKER 161+5 5 314. 4 0 121 . 6 11 . 3 112 , .4 10 , . 2 92 90 ST 195 03/31/03 POINSETTIA 155+10 344 7 0 115 . 8 13 . 6 105 , . 8 13 , . 9 91 90 ST 196 03/31/03 POINSETTIA 156+00 343 1 0 121. 3 11 . 6 109 , . 3 14 , . 6 90 90 ST 197 03/31/03 POINSETTIA 157+00 339 1 0 121 . 3 11 . 6 109 , . 5 14 .4 90 90 ST 198 03/31/03' POINSETTIA 159+50 318. 5 0 113 . 0 16 .3 101 , . 6 17 . . 9 90 90 ST 199 03/31/03 POINSETTIA 159+00 325 5 0 113 . 0 16 .3 102 , . 1 15 . 8 90 90 FG 200 04/01/03 POINSETTIA 150+50 361 8 0 129 . 8 8.4 118 . , 5 7 . .9 91 90 FG 201 04/01/03 POINSETTIA 151+65 3 60 , 8 0 129 . 8 8.4 120 . 0 7 . 9 92 90 FG 202 04/01/03 POINSETTIA 152+40 358 8 0 129.B 8.4 117 .4 8 .1 90 90 FG 203 04/01/03 POINSETTIA 153+60 356 , 8 0 129 . 8 8.4 123 . 3 8 . 0 95 90 FG 204 04/01/03 POINSETTIA 154+80 351 8 0 129.8 8.4 117 . 8 9 . 5 91 90 FG 205 04/01/03 POINSETTIA 155+50 348 8 0 129 . 8 8.4 118 . 2 7 . 8 91 90 FG 206 04/01/03 POINSETTIA 156+30 345 8 0 129 . 8 8.4 119 .7 9 . 8 92 90 FG 207 04/01/03 POINSETTIA 157+90 335 • 8 0 129 . 8 8.4 120 . 0 7 . 6 92 90 FG 208 04/01/03 POINSETTIA 160+20 322 8 0 129 . 8 8.4 116 . 5 8 .4 90 90 FG 209 04/01/03 POINSETTIA 161+50 314 ^ 6 0 117 . 0 14 . 6 109 . 4 13 . 6 94 90 Note: See last page of table for explanation of coded terms Project No. 06313-52-02 (G) TABLE I FIELD DENSITY TEST RESULTS Elev. Plus Max. Opt. Field Field Field Req'd or 3/4" Dry Moist. Dry Moist. Rel. Rel. Test Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp. No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%) ST 210 04/24/03 POINSETTIA .161 + 00 305- 1 0 121.3 11.6 109.0 12.3 90 90 Note: See last page of table for explanation of coded terms Project No. 06313-52-02 (G) TEST SUFFIX EXPLANATION OF CODED TERMS A, B, C, . . . : Retest of previous density test failure, following moisture conditioning and/or recompaction. R: Fill in area of density test failure was removed and replaced with properly compacted fill soil. PREFIX CODE DESIGNATION FOR TEST NUMBERS AD -- Area Drain JT- -- Joint Trench ST -- Slope Test B -- Base Test MT -- Moisture Test SW -- Sidewalk CG -- Curb & Gutter RW -- Retaining Wall SZ -- Slope Zone CW -- Crib Wall , ' . SD -- Storm Drain UT -- Utility Trench DW -- Driveway SG -- Subgrade WB -- Wall Backfill FG -- Finish Grade SL -- Sewer Lateral WL -- Water Lateral IT -- Irrigation Trench . SM -- Sewer Main WM -- Water Main CURVE NO. Corresponds to curve numbers listed in Table II, representing the laboratory maximum dry density/optimum moisture content data 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 listed are then unadjusted values. TYPE OF TEST SC NU DC Sand Cone Test Nuclear Density Test Drive Cylinder Test ELEVATION/DEPTH Test elevations/depths have been rounded to the nearest whole foot. TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557-00 Sample No. Description Maximum Dry Density (pcf) Optimum Moisture Content (% dry wt.) 1 Yellowish brown, Clayey SAND with trace gravel 121.3 11.6 2 Dark brown, Silty, fme to medium SAND 130.0 9.1 3 Dark reddish brown, fine to coarse Sandy, CLAY with trace gravel 126.0 9.8 4 Olive brown, Silty, fine to medium SAND with trace clay 121.6 11.3 5 Light yellowish brown, Silty, CLAY with trace gravel 113.0 16.3 6 Dark grayish brown, Clayey, fme SAND with silt 117.0 14.6 7 Light brown, fme to coarse Sandy, CLAY with trace clay 115.8 13.6 8 Light olive brown. Clayey, fine to medium SAND with little gravel 129.8 8.4 TABLE III SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS ASTM D 3080-98 Sample Dry Density Moisture Unit Cohesion Angle of Shear No. (pcf) Content (%) (psf) Resistance (degrees) 1 108.2 12.6 750 25 Samples were remolded to a dry density of approximately 90 percent of the laboratory maximum dry density at near optimum moisture content. Project No. 06313-52-02 July 18, 2003 TABLE IV SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829-95 Sample No. Moisture Content Dry Density (pcf) Expansion Index Sample No. Before Test (%) After Test (%) Dry Density (pcf) Expansion Index EM 10.5 22.9 111.2 54 EI-2 12.7 26.7 102.1 52 EI-3 11.0 26.7 105.4 43 EI-4 10.0 28.7 109.5 73 EI-5 8.2 19.0 115.3 11 EI-6 10.3 20.1 111.2 34 EI-7 10.1 17.4 113.4 13 TABLE V SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS (CALIFORNIA TEST 417) Sample at Finish Grade Water-Soluble Sulfate Content (%) Exposure EI-4 0.025 Negligible Project No. 06313-52-02 July ] 8, 2003