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Home My WebLink AboutSDP 97-15; Rancho Carillo Village B; FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING; 1998-09-25GKEOCON I N c OR; P d> R A T E D GEpTJEChNICAl CQN$UliTANTS FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING VILLAGE B RANCHO CARRILLO CARLSBAD, CALIFORNIA PREPARED FOR CONTINENTAL RANCH INC. SAN DIEGO, CALIFORNIA SEPTEMBER 1998 GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS Project No. 05845-12-16 September 25, 1998 Continental Ranch Inc. 12230 El Camino Real, Suite 300 San Diego, California 92130 Attention: Mr. Dave Lother Subject: VILLAGE B RANCHO CARRILLO CARLSBAD, CALIFORNIA FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING Gentlemen: In accordance with your request and, our proposals dated December 6, 1996 and April 1, 1998 , we have provided compaction testing and observation services during the mass grading and fine grading of the subject site. Our services were performed during the period of December 16, 1996 through August 12, 1998. The scope of our services included the following: • Observing the grading operation, including the removal and/or processing of loose topsoils, colluvium, alluvium . • Performing in-place density tests in fill placed and compacted at the site. • Performing laboratory tests to aid in evaluating the compaction, expansion, and shear strength characteristics of various soil conditions encountered and/or used for fill. • Providing on-site geologic consultation services to verify that grading was performed in substantial conformance with the recommendations of preliminary project geotechnical report. • Preparing an "As-Graded" Geologic Map. • Preparing this final report of grading. GENERAL The grading contractor for the mass grading phase of the project was Sukut Construction, Incorporated. The fine grading operations were performed by Signs and Pinnick. The project mass 6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (619) 558-6900 • Fax (619) 558-6159 grading plans were prepared by Rick Engineering Company and are entitled Grading Plans for Rancho Carrillo, Sheets 7, 22 and 23 with the City of Carlsbad approval dated November 14, 1996. The fine grading plans were also prepared by Rick Engineering Company and are entitled Grading and Erosion Plans for Rancho Carrillo, Villages A, B, C andD, C.T.. 97-02, Sheets 4 and 5, with the City of Carlsbad approval dated May 6, 1998. The project soils report is entitled: Preliminary Geotechnical Investigation, Villages A, B, C and D, Rancho Carrillo, Carlsbad, California, prepared by Geocon Incorporated, dated March 3, 1993, Updated on July 14, 1997. 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 did 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. Major canyons have been labeled with "alpha" designations in order to facilitate addressing their locations during the documentation of grading operations. Two of the tributaries of Canyon A are located within the northern portion of the project site. GRADING Mass grading of Village B occurred during the period of January 2, 1997 through May 5, 1998. Fine grading reported herein was performed during the period of June 3, through August 12, 1998. Grading began with the removal of brush and vegetation from the area to be graded. In addition to the vegetation, topsoils, colluvium , and alluvium were removed to firm natural ground. In general, the alluvial deposits were removed in segments. After removal, the excavations were observed by an engineering geologist to verify that unsuitable materials had been removed and dense formational soils were exposed at the base of the cleanouts. Canyon subdrains were then installed. Prior to placing fill, the exposed ground surface was scarified, moisture conditioned, and compacted. Fill soils derived from on-site excavations and the surrounding areas were then placed and compacted in layers until the design elevations were attained. In general, the fill materials consist of grayish brown clayey sand and greenish brown sandy clay to very light brown silty sand. During the grading operation, compaction procedures were observed and in-place density tests were performed to evaluate the relative compaction of the fill material. The in-place density tests were performed in general conformance with ASTM Test Method D-2922-81. The results of the in-place dry density and moisture content tests are summarized on 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 Project No. 05845-12-16 ~- September 25, 1998 tested. The approximate locations of the in-place density tests are shown on Figures 1 and 2. It should be noted that since the grading of Village B was performed in conjunction with the grading for Villages A, C, and D, the field density test numbers are not in sequential order. 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-1557-91), shear strength and expansion characteristics. The results of the laboratory tests are summarized in Tables II through IV. Slopes In general, the cut and fill slopes have planned inclinations of 2:1 (horizontal: vertical) or flatter, with maximum height of approximately 25 and 27 feet respectively. The fill slopes were either over- filled and cut back or were track-walked with a bulldozer during grading. Stability fills were constructed at two locations (see Figures 1 and 2) along the south facing slope bordering the north edge of the village due to the presence of previously placed fill. No seepage was observed in the backcut, therefore, heel drains were not placed within these stability fills. 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 Canyon subdrains associated with the Canyon A tributaries connect to the Canyon A subdrain which drains into the open space off site. The subdrains were "as built" for location and elevation by Rick Engineering Company are shown on the attached as-graded geologic maps. Finish Grade Soil Conditions Based on laboratory test results, the prevailing soil conditions within approximately the upper 3 feet of rough pad grade on each lot have an Expansion Index of 37 to 103 (Table V), and are classified as having a "low" to "high" expansion potential as defined by the Uniform Building Code (UBC) Table 18-I-B. Project No. 05845-12-16 - 3 - September 25, 1998 It should be noted that although rocks or concretions larger than 12 inches were not intentionally placed within the upper 3 feet of pad grade, some may exist at random locations. Highly cemented concretions may also exist within cut portion of the project site. 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. In general, the compacted fill soils are underlain by formational soils of the Delmar Formation. The enclosed As-Graded Geologic Map (Figures 1 and 2) depicts the general geologic conditions observed. No soil or 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, 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 which 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. 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. Liquefaction Potential 3.1. The site is underlain by fine grained compacted fill and dense formational soils. Near surface permanent groundwater is not present. Therefore, it is our opinion that the soils on the site are stable and the potential for liquefaction is remote. Project No. 05845-12-16 - 4 - September 25, 1998 4.0. Foundations 4.1. It is understood that site improvements will consist of multi-story structures, however, development plans were not available at this time. It is recommended that Geocon Incorporated be retained to review the proposed building layout and structure dimensions and prepare an update report with development specific foundation design recommendations considering the as-graded conditions 5.0. Retaining Walls And Lateral Loads 5.1. Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 30 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2.0 to 1.0, an active soil pressure of 40 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index of less than 50. For those lots with finish grade soils having an Expansion Index greater than 50 and/or where backfill materials do not conform to the above criteria, Geocon Incorporated should be consulted for additional recommendations. 5.2. Unrestrained walls are those that are allowed to rotate more than 0.001H at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the above active soil pressure 5.3. All retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes, etc.) is not recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (Expansion Index less than 50) backfill material with no hydrostatic forces or imposed surcharge load. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 5.4. In general, wall foundations having a minimum depth and width of one foot may be designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within 3 feet below the base of the wall has an Expansion Index of less than 90. The proximity of the Project No. 05845-12-16 - 5 - September 25, 1998 foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. 5.5. For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed natural soils. The allowable passive pressure assumes a horizontal surface extending at least 5 feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. An allowable friction coefficient of 0.4 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the allowable passive earth pressure when determining resistance to lateral loads. 5.6. The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 8 feet. In the event that walls higher than 8 feet or other types of walls are planned, such as crib-type walls, Geocon Incorporated should be consulted for additional recommendations. 6.0. Slope Maintenance 6.1. 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 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. 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. 05845-12-16 - 6 - September 25, 1998 7.0. Drainage 7.1. Adequate drainage provisions are imperative. Under no circumstances should water be allowed to pond adjacent to footings. The building pads should be properly finish graded after the buildings and other improvements are in place so that drainage water is directed away from foundations, pavements, concrete slabs, and slope tops to controlled drainage devices. 8.0. Plan Review 8.1. Geocon Incorporated should be provided the opportunity to review the finish grading plans and site development plans prior to finalizing. At that time, the foundation design recommendations can be updated considering the building sizes and locations as related to the underlying fill conditions. 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 August 12, 1998. 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. 05845-12-16 - 7 - September 25, 1998 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, 3OCONINCQ AS:DFL:mj (4) Addressee (2/del) Hunsaker & Associates Attention: Ms. Mary Beth Murray (2) Rick Engineering Company Attention: Mr. Craig Kahlen • If 99 CERTIRED ENGINEERING GEOLOGIST 08/31/99 Project No. 05845-12-16 September 25, 1998 fi ii 11 i i fl I!t; i ! fi li li fi ii ii if ii li f i Project No. 05845-12-01D (G) Mass Grading TABLE I FIELD DENSITY TEST RESULTS Test No. 8 11 13 14 16 16A 19 19A 20 20A 20B 21 21A 21B 22 23 24 25 26 27 28 29 30 31 Date 01/06/97 01/07/97 01/08/97 01/08/97 01/09/97 02/06/97 01/31/97 01/31/97 02/03/97 02/03/97 02/04/97 02/03/97 02/03/97 02/04/97 02/05/97 02/05/97 02/05/97 02/05/97 02/06/97 02/06/97 02/06/97 02/06/97 02/06/97 02/06/97 Test Location VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B ' VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B Elev. or Depth (ft) 413 417 419 421 423 423 415 415 408 408 408 420 420 420 407 412 418 414 410 416 417 415 428 429 Curve No. 1 8 8 8 10 10 10 10 10 10 10 10 10 10 1 11 1 10 11 1 2 1 11 11 Plus 3/4" Rock (%) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max. Dry Dens . (pcf) 113.4 119.5 119.5 119.5 120.7 120.7 120.7 120.7 120.7 120.7 120.7 120.7 120.7 120.7 113.4 119.9 113.4 120.7 119.9 113.4 115.0 113.4 119.9 119.9 Opt. Moist. Cont. (%) 14.6 12.6 12.6 12.6 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 14.6 13.6 14.6 11.0 13.6 14.6 14.8 14.6 13.6 13.6 Field Dry Dens . (pcf) 104.4 108.7 107.8 108.5 104.6 110.2 103.4 109.6 105.2 106.3 110.3 102.1 106.8 109.8 103.7 110.3 104.2 112.3 110.4 104.1 105.7 103.0 108.5 110.2 Field Moist. Cont. (%) 16.5 13.2 15.4 16.7 17.4 13.7 17.0 14.2 16.1 15.2 13.7 18.7 14.1 14.2 16.1 15.0 16.3 14.0 15.3 17.8 16.2 17.2 16.1 15.5 Field Rel. Comp. (%) 92 91 90 91 87' 91 86 91 87 88 91 85 89 91 91 92 92 93 92 92 92 91 91 92 Req'd Rel. Comp . (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Note: See last page of table for explanation of coded terms I 1 f I II II II 11 I 1 f I ! I 1 f ! I ! f ! f I I I I I I 1 I 1 I I Project No. 05845-12-01D (G) Mass Grading TABLE I FIELD DENSITY TEST RESULTS Test No. 32 33 34 35 36 37 38 39 40 41 42 43 45 46 47 47A 48 48A 79 151 164 191 192 202 Date 02/06/97 02/06/97 02/07/97 02/07/97 02/07/97 02/10/97 02/10/97 02/10/97 02/10/97 02/10/97 02/10/97 02/10/97 02/10/97 02/10/97 02/11/97 03/26/97 02/11/97 03/26/97 03/17/97 03/21/97 03/21/97 03/26/97 03/26/97 03/27/97 Test Location VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B : VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B Elev. or Depth (ft) 417 419 413 421 416 419 418 421 431 421 425 423 424 425 425 425 427 427 393 398 408 420 421 423 Curve No. 11 4 4 11 2 11 11 11 2 11 2 2 4 2 13 13 13 13 1 14 14 14 14 9 Plus 3/4" Rock (%) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max. Dry Dens . (pcf) 119.9 115.8 115.8 119.9 115.0 119.9 119.9 119.9 115.0 119.9 115.0 115.0 115.8 115.0 120.0 120.0 120.0 120.0 113.4 105.0 105.0 105.0 105.0 107.1 Opt. Moist. Cont. (%) 13.6 15.7 15.7 13.6 14.8 13.6 13.6 13.6 14.8 13.6 14.8 14.8 15.7 14.8 13.2 13.2 13.2 13.2 14.6 19.8 19.8 19.8 19.8 17.1 Field Dry Dens . (pcf) 109.6 104.8 106.3 112.8 106.3 110.7 108.2 110.4 104.7 111.2 103.6 106.6 104.5 105.9 104.1 110.4 102.4 109.2 102.9 96.2 95.5 94.8 95.4 100.2 Field Moist. Cont. (%) 16.4 17.3 18.7 15.4 17.9 16.1 15.7 15.5 17.3 16.4 15.0 16.0 18.2 15.3 19.3 16.6 20.8 15.8 17.0 21.4 24.2 21.6 21.3 19.3 Field Rel. Comp. (%) 91 91 92 94 92 92 90 92 91 93 90 93 90 92 87 92 85 91 91 92 91 90 91 94 Req'd Rel. Comp . (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Note: See last page of table for explanation of coded terms i i i i i i 1 I i i I r i i i i i I i I i f ! i i f i i ) i i I i I i t i Project No. 05845-12-01D (G) Mass Grading TABLE I FIELD DENSITY TEST RESULTS Test No. 204 224 225 228 237 245 254 258 260 263 264 265 266 267 269 270 279 280 281 282 283 284 285 286 Date 03/27/97 03/31/97 03/31/97 03/31/97 03/31/97 04/01/97 04/01/97 04/01/97 04/02/97 04/02/97 04/02/97 04/02/97 04/02/97 04/02/97 04/02/97 04/02/97 04/04/97 04/04/97 04/07/97 04/07/97 04/07/97 04/08/97 04/08/97 04/08/97 Test Location VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B ! VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B Elev. or Depth (ft) 410 411 425 408 427 415 420 418 422 420 424 428 424 429 426 426 411 427 413 415 432 423 425 434 Curve No. 16 9 4 1 9 14 14 9 9 1 14 14 14 14 14 14 17 17 21 21 21 16 14 4 Plus 3/4" Rock (%) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max. Dry Dens . (pcf) 114.2 107.1 115.8 113.4 107.1 105.0 105.0 107.1 107.1 113.4 105.0 105.0 105.0 105.0 105.0 105.0 112.2 112.2 118.1 118.1 118.1 114.2 105.0 115.8 Opt. Moist. Cont. (%) 16.3 17.1 15.7 14.6 17.1 19.8 19.8 17.1 17.1 14.6 19.8 19.8 19.8 19.8 19.8 19.8 15.5 15.5 14.0 14.0 14.0 16.3 19.8 15.7 Field Dry Dens . (pcf) 104.1 97.2 104.9 103.0 96.5 94.7 96.6 98.5 98.9 102.5 96.9 95.8 97.6 94.9 94.1 97.2 103.6 102.4 107.2 109.6 107.5 102.9 95.7 105.9 Field Moist. Cont. (%) 17.2 19.5 16.4 16.2 20.4 23.0 22.0 20.6 20.4 16.7 20.3 20.5 20.2 21.0 22.5 20.8 17.3 18.2 16.9 17.0 16.2 19.2 22.0 18.2 Field Rel. Comp . (%) 91 91 91 91 90 90 92 92 92 90 92 91 93 90 90 93 92 91 91 93 91 90 91 91 Req'd Rel. Comp . (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Note: See last page of table for explanation of coded terms f I I I I I I I I i I 1 I I I I I I I I I 1 I 1 I 1 I' ! I 1 i i I I I I 1 1 Project No. 05845-12-01D (G) Mass Grading TABLE I FIELD DENSITY TEST RESULTS Test No. 287 288 296 297 298 299 300 301 359 364 369 386 387 388 389 390 391 392 395 396 400 401 403 404 Date 04/09/97 04/09/97 04/11/97 04/11/97 04/11/97 04/14/97 04/14/97 04/14/97 12/16/97 12/17/97 12/17/97 12/22/97 12/23/97 12/23/97 12/23/97 12/23/97 12/23/97 12/23/97 12/23/97 12/23/97 12/24/97 12/24/97 12/24/97 12/29/97 Test Location VILLAGE B VILLAGE B VILLAGE B VILLAGE B • I VILLAGE B ! VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B Elev. or Depth (ft) 416 419 427 436 424 420 427 426 427 430 430 426 429 429 428 431 433 433 435 437 437 439 434 439 Curve No. 21 21 21 16 17 26 12 26 1 19 4 17 2 17 20 2 24 2 15 15 4 24 24 26 Plus 3/4" Rock (%) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max. Dry Dens . (pcf) 118.1 118.1 118.1 114.2 112.2 120.0 114.7 120.0 113.4 112.8 115.8 112.2 115.0 112.2 114.3 115.0 117.4 115.0 116.8 116.8 115.8 117.4 117.4 120.0 Opt. Moist. Cont. (%) 14.0 14.0 14.0 16.3 15.5 12.6 16.0 12.6 14.6 17.2 15.7 15.5 14.8 15.5 14.9 14.8 13.9 14.8 13.3 13.3 15.7 13.9 13.9 12.6 Field Dry Dens . (pcf) 107.3 110.5 107.9 105.7 103.6 110.7 103.9 110.3 102.6 104.5 104.4 101.7 106.7 104.7 105.3 103.8 110.3 108.2 105.6 106.1 107.1 109.6 108.2 111.2 Field Moist. Cont. (%) 16.0 13.9 15.1 16.3 16.7 14.0 19.5 14.4 16.7 19.6 17.1 16.8 15.2 16.3 12.9 14.5 16.5 13.7 15.3 14.9 17.4 13.7 15.5 12.7 Field Rel. Comp . (%) 91 94 91 93 92 92 91 92 90 93 90 91 93 93 92 90 94 94 90 91 92 93 92 93 Req'd Rel. Comp. (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Note: See last page of table for explanation of coded terms flfiiiilfififilifliiiiiliiliiiitliliii Project No. 05845-12-01D (G) Mass Grading TABLE I FIELD DENSITY TEST RESULTS Test No. 405 406 407 408 409 410 411 412 414 429 430 437 438 439 440 440A 441 442 443 444 446 447 450 457 Date 12/29/97 12/29/97 12/29/97 12/29/97 12/29/97 12/30/97 12/30/97 12/30/97 12/30/97 01/02/98 01/02/98 01/06/98 01/06/98 01/06/98 01/06/98 01/07/98 01/07/98 01/07/98 01/07/98 01/07/98 01/22/98 01/22/98 01/23/98 01/26/98 Test Location VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B Elev. or Depth (ft) 438 441 434 443 439 440 438 436 427 430 433 445 441 440 445 445 455 457 460 463 447 450 451 454 Curve No. 2 24 2 26 24 26 26 19 10 1 1 26 26 4 26 26 20 26 4 4 4 4 4 24 Plus 3/4" Rock (%) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max. Dry Dens . (pcf) 115.0 117.4 115.0 120.0 117.4 120.0 120.0 112.8 120.7 113.4 113.4 120.0 120.0 115.8 120.0 120.0 114.3 120.0 115.8 115.8 115.8 115.8 115.8 117.4 Opt. Moist. Cont. (%) 14.8 13.9 14.8 12.6 13.9 12.6 12.6 17.2 11.0 14.6 14.6 12.6 12.6 15.7 12.6 12.6 14.9 12.6 15.7 15.7 15.7 15.7 15.7 13.9 Field Dry Dens . (pcf) 105.8 108.9 106.3 110.8 111.2 110.7 111.6 104.4 112.1 105.3 103.8 109.5 109.1 104.7 99.7 108.2 107.2 108.8 106.7 107.8 106.8 107.3 104.9 108.2 Field Moist. Cont. (%) 18.4 16.5 18.1 14.2 13.8 13.0 12.3 17.9 13.6 17.5 18.0 14.2 13.3 17.2 15.2 13.3 15.6 12.8 16.5 17.8 18.0 16.8 18.5 13.7 Field Rel. Comp. (%) 92 93 92 92 95 92 93 93 93 93 92 91 91 90 83 90 94 91 92 93 92 93 91 92 Req'd Rel. Comp . (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Note: See last page of table for explanation of coded terms If II II it II II II II II II II II [I II II II II II II Project No. 05845-12-01D (G) Mass Grading TABLE I FIELD DENSITY TEST RESULTS ST ST FG FG FG Test No. 460 461 462 491 500 501 502 502R 503 503R 506 506A 509 510 515 516 527 528 528A 529A 543 543A 544 547 Date 01/26/98 01/29/98 01/29/98 03/09/98 03/11/98 03/11/98 03/12/98 03/11/98 03/12/98 03/11/98 03/19/98 03/20/98 03/20/98 03/20/98 03/24/98 03/24/98 04/30/98 04/30/98 05/02/98 05/02/98 05/01/98 05/02/98 05/01/98 05/01/98 Test Location VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B ' VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B Elev. or Depth (ft) 426 450 457 431 428 430 427 427 428 428 434 434 429 430 431 435 434 436 436 432 430 430 432 427 Curve No. 4 4 20 4 1 1 2 1 2 1 9 9 2 4 2 4 26 4 4 9 4 4 4 3 Plus 3/4" Rock (%) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max. Dry Dens . (pcf) 115.8 115.8 114.3 115.8 113.4 113.4 115.0 113.4 115.0 113.4 107.1 107.1 115.0 115.8 115.0 115.8 120.0 115.8 115.8 107.1 115.8 115.8 115.8 116.4 Opt. Moist. Cont. (%) 15.7 15.7 14.9 15.7 14.6 14.6 14.8 14.6 14.8 14.6 17.1 17.1 14.8 15.7 14.8 15.7 12.6 15.7 15.7 17.1 15.7 15.7 15.7 13.6 Field Dry Dens . (pcf) 104.8 107.1 103.4 107.5 105.8 106.9 105.3 96.9 104.7 98.3 94.8 101.2 104.0 106.4 107.1 103.7 114.5 98.7 106.2 100.5 100.9 107.3 104.4 107.9 Field Moist. Cont. (%) 17.7 16.5 15.5 18.1 17.9 18.5 18.0 25.3 19.2 24.0 20.9 19.8 17.2 16.8 14.7 17.4 12.9 25.2 19.3 21.0 19.8 20.2 21.0 16.4 Field Rel. Comp. (%) 91 92 90 93 93 94 92 85 91 87 89 94 90 92 93 90 95 85 92 94 87 93 90 93 Req'd Rel. Comp . (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Note: See last page of table for explanation of coded terms f i i i i t f i i i i t i i i i i t f i i r i i r Project No. 05845-12-01D (G) Mass Grading TABLE I FIELD DENSITY TEST RESULTS i i i i i i f i t ) FG FG FG FG FG FG FG FG FG FG Test No. 548 558 558A 558B 559 559A 559B 560 560A 561 562 563 563A 566 567 568 Date 05/01/98 05/02/98 05/04/98 05/11/98 05/02/98 05/04/98 05/11/98 05/02/98 05/04/98 05/02/98 05/02/98 05/02/98 05/04/98 05/04/98 05/04/98 05/04/98 Test Location VILLAGE B VILLAGE B VILLAGE B VILLAGE B • i VILLAGE B ' VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE -B VILLAGE B VILLAGE B VILLAGE B Elev. or Depth (ft) 429 429 429 429 431 431 431 431 431 433 429 431 431 444 440 438 Curve No. 26 1 1 1 1 1 1 1 1 4 1 4 4 4 2 4 Plus 3/4" Rock (%) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max. Dry Dens . (pcf) 120.0 113.4 113.4 113.4 113.4 113.4 113.4 113.4 113.4 115.8 113.4 115.8 115.8 115.8 115.0 115.8 Opt. Moist. Cont. (%) 12.6 14.6 14.6 14.6 14.6 14.6 14.6 14.6 14.6 15.7 14.6 15.7 15.7 15.7 14.8 15.7 Field Dry Dens . (pcf) 112.3 100.2 99.6 107.3 101.3 100.8 105.6 99.8 103.0 104.7 104.4 100.7 104.2 107.1 105.9 106.9 Field Moist. Cont. (%) 16.6 21.1 21.5 18.1 20.6 20.8 17.1 19.7 19.2 15.4 17.3 22.2 20.4 18.4 16.6 17.0 Field Rel. Comp. (%) 94 88 88 95 89 89 93 88 91 90 92 87 90 92 92 92 Req'd Rel. Comp. (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Note: See last page of table for explanation of coded terms I 1 II II II II II II II Project No. 05845-12-16 (G) Fine Grading II II I I TABLE I FIELD DENSITY TEST RESULTS r i f i r i i i i i f I f Test No. 601 602 603 604 605 606 613 614 615 616 617 618 619 620 621 621A 622 623 624 625 656 657 658 659 Date 06/05/98 06/05/98 06/05/98 06/05/98 06/05/98 06/05/98 06/05/98 06/05/98 06/05/98 06/08/98 06/08/98 06/08/98 06/08/98 06/08/98 06/08/98 06/08/98 06/08/98 06/08/98 06/08/98 06/08/98 06/11/98 06/11/98 06/12/98 06/12/98 Test Location VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B Elev. or Depth (ft) 433 433 435 432 438 436 439 442 444 434 435 435 436 437 432 432 446 441 444 433 436 435 441 448 Curve No. 1 1 14 9 1 9 1 4 '24 1 1 16 16 16 4 4 24 4 4 2 101 101 16 101 Plus 3/4" Rock (%) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max. Dry Dens . (pcf) 113.4 113.4 105.0 107.1 113.4 107.1 113.4 115.8 117.4 113.4 113.4 114.2 114.2 114.2 115.8 115.8 117.4 115.8 115.8 115,0 115.6 115.6 114.2 115.6 Opt. Moist. Cont. (%) 14.6 14.6 19.8 17.1 14.6 17.1 14.6 15.7 13.9 14.6 14.6 16.3 16.3 16.3 15.7 15.7 13.9 15.7 15.7 14.8 14.4 14.4 16.3 14.4 Field Dry Dens . (pcf) 104.7 106.1 99.2 99.4 103.2 100.7 102.6 106.7 108.9 105.3 104.6 106.8 107.5 107.7 101.4 104.7 110.5 105.6 109.6 106.4 105.9 108.2 103.7 105.2 Field Moist. Cont. (%) 17.8 16.6 23.2 20.5 19.6 22.2 18.1 17.2 17.3 17.9 16.2 18.4 17.2 17.5 18.5 18.0 13.4 17.4 19.1 18.3 19.5 17.6 20.4 16.5 Field Rel. Corap. (%) 92 94 94 93 91 94 90 92 93 93 92 93 94 94 88 90 94 91 95 93 92 94 91 91 Req'd Rel. Comp . (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Note: See last page of table for explanation of coded terms II II II II II II II !! I 1 • I 1 fl ft 11 I! II II II TABLE I FIELD DENSITY TEST RESULTS II f Project No. 05845-12-16 (G) Fine Grading ST ST FG FG FG FG FG FG FG FG FG Test No. 660 661 662 690 691 692 693 730 731 759 760 761 762 763 764 765 111 773 Date 06/12/98 06/12/98 06/12/98 06/16/98 06/16/98 06/16/98 06/16/98 07/28/98 07/28/98 08/04/98 08/04/98 08/04/98 08/04/98 08/04/98 08/04/98 08/04/98 08/12/98 08/12/98 Test Location VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B VILLAGE B Elev. or Depth (ft) 436 446 436 450 445 440 444 448 444 452 439 441 442 444 447 449 444 437 Curve No. 17 4 4 19 4 17 2 17 17 3 3 3 3 3 3 3 17 4 Pius 3/4" Rock (%) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max. Dry Dens . (pcf) 112.2 115.8 115.8 112.8 115.8 112.2 115.0 112.2 112.2 116.4 116.4 116.4 116.4 116.4 116.4 116.4 112.2 115.8 Opt. Moist. Cont. (%) 15.5 15.7 15.7 17.2 15.7 15.5 14.8 15.5 15.5 13.6 13.6 13.6 13.6 13.6 13.6 13.6 15.5 15.7 Field Dry Dens . (pcf) 103.1 107.3 105.0 103.3 105.5 103.0 106.6 101.8 102.4 106.7 109.0 104.8 106.9 108.7 107.9 109.6 105.1 104.6 Field Moist. Cont. (%) 17.0 18.0 15.8 19.0 17.2 16.3 18.0 16.0 15.1 12.3 13.1 13.1 13.4 12.9 12.8 13.5 15.0 16.9 Field Rel. Comp . (%) 92 93 91 92 91 92 93 91 91 92 94 90 92 93 93 94 94 90 Req'd Rel. Comp . (%) 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 Note: See last page of table for explanation of coded terms I ! II f 1 11 11 II Project No. 05845-12-16 (G) - TEST SUFFIX I 1 I I I I f If f I f 1 f I f 1 I 1 I 1 I I I ! f ! 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 - B - CG - CW - DW - FG - IT - - CURVE NO. Area Drain Base Test Curb & Gutter ! Crib Wall ' Driveway Finish Grade Irrigation Trench JT - Joint Trench MT - Moisture Test RW - Retaining Wall SD - Storm Drain SG - Subgrade SL - Sewer Lateral SM - Sewer Main ST - Slope Test SW - Sidewalk SZ - Slope Zone UT - Utility Trench WB - Wall Backfill WL - Water Lateral WM - Water Main 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: Sand Cone Test NU: Nuclear Density Test DC: 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 1557-91 Sample No. 1 2 3 4 8 9 10 11 13 14 15 16 17 19 20 21 24 26 101 Description Light brown, Silty CLAY Yellow-tan, fine to medium, Silty SAND, with trace clay Light brown to brown, Sandy CLAY, trace silt Green, Silty CLAY, with little fine to medium sand Brown, fine, Clayey SAND, with trace silt and gravel Yellow-brown, Silty CLAY, with fine to medium sand Dark brown, Sandy CLAY, with trace silt Olive-brown, Sandy CLAY, with trace silt Yellow-brown, Silty CLAY, with trace sand Yellow-tan, Silty CLAY Dark olive-yellow-brown, fine Clayey SAND Olive, fine to coarse, Silty SAND Light olive-brown, fine to coarse, Silty SAND Olive, fine to medium Sandy CLAY, with little silt Light olive-brown-tan, fine to medium, Silty SAND, with little clay Yellow-brown, fine, Silty SAND, with little clay Light olive, fine to medium Silty SAND Yellow-tan, fine to medium, Silty SAND (poorly graded) Yellow-gray Silty SAND with little clay Maximum Dry Density (pcf) 113.4 115.0 116.4 115.8 119.5 107.1 120.7 119.9 120.0 105.0 116.8 114.2 112.2 112.8 114.3 118.1 117.4 120.0 112.2 Optimum Moisture Content (% dry wt.) 14.6 14.8 13.6 15.7 12.6 17.1 11.0 13.6 13.2 19.8 13.3 16.3 15.5 17.2 14.9 14.0 13.9 12.6 17.0 Project No. 05845-12-16 September 25, 1998 TABLE III SUMMARY OF DIRECT SHEAR TEST RESULTS Sample No. 2 3 8 9 10 16 17 19 Dry Density (pcf) 103.4 104.4 108.2 97.2 108.2 103.5 101.2 101.2 Moisture Content (%) 14.8 13.6 12.6 17.1 11.0 16.3 15.5 17.2 Unit Cohesion (psf) 400 450 425 345 400 740 290 255 Angle of Shear Resistance (degrees) 30 16 24 28 25 23 36 30 Note: Samples were remolded to 90 percent relative compaction at near optimum moisture content. TABLE IV SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS Sample No. 2 4 9 14 16 17 19 20 B-l B-2 B-3 B-4 B-5 B-6 B-7 Moisture Content Before Test (%) 11.0 11.7 12.1 15.5 12.4 12.1 14.2 11.7 11.9 11.2 9.9 11.0 11.9 10.9 12.2 After Test (%) 23.0 29.1 32.1 41.7 34.7 26.1 35.8 26.3 33.7 27.7 24.1 32.9 36.6 32.8 34.1 Dry Density (pcf) 106.1 104.1 103.0 92.0 101.1 102.4 96.3 103.9 103.8 107.0 110.1 106.0 102.9 105.7 102.3 Expansion Index 12 87 107 134 87 23 62 25 60 67 37 99 102 53 103 Project No. 05845-12-16 September 25, 1998 TABLE V SUMMARY OF FINISH GRADE EXPANSION INDEX TEST RESULTS FOR EACH AREA Location Northwest (fill) West central (fill) Southwest (fill) South central (fill) Southeast (fill) North (cut) North Central (cut) Sample No. B-l B-2 B-3 B-4 B-5 B-6 B-7 Expansion Index 60 67 37 99 102 53 103 UBC Classification Medium Medium Low High High Medium High Project No. 05845-12-16 September 25, 1998