HomeMy WebLinkAboutCT 97-02; RANCHO CARILLO VILLAGES A-D; FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING; 1998-09-25C7 cfl—cYl
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
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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 CARRJLLO
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 0 Telephone (619) 558-6900 U Fox (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 and D, 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 -2- 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 (AS1'M 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.
S ubdrai ns
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 whëfe 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,
GEOCON INCORPO
FD G 00
AU SADR 1. F. e ZAi a dre'-, ~- ~ #1T18 RCE 22527 No. cc CERTIF1ED
1=11/01 0 ENGINEERING
08131199
PC
(4) Addressee
(2/del) Hunsaker & Associates
Attention: Ms. Mary Beth Murray
(2) Rick Engineering Company
Attention: Mr. Craig Kahlen
Project No:05845-12-16 S -8- September 25, 1998
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.
(ft) No. (%) (pcf) (%) (pcf) (%) (%) (%)
413 1 0 113.4 14.6 104.4 16.5 92 90
417 8 0 119.5 12.6 108.7 13.2 91 90
419 8 0 119.5 12.6 107.8 15.4 90 90
421 8 0 119.5 12.6 108.5 16.7 91 90
423 10 0 120.7 11.0 104.6 17.4 87 90
423 10 0 120.7 11.0 110.2 13.7 91 90
415 10 0 120.7 11.0 103.4 17.0 86 90
415 10 0 120.7 11.0 109.6 14.2 91 90
408 10 0 120.7 11.0 105.2 16.1 87 90
408 10 0 120.7 11.0 106.3' 15.2 88 90
408 10 ' 0 120.7 11.0 110.3 13.7 91 90
420 10 0 120.7 11.0 102.1 18.7 85 90
420 10 0 120.7 11.0 106.8 14.1 89 90
420 10 0 120.7 11.0 109.8 14.2 91 90
407 1 0 113.4 14.6 103.7 16.1 91 90
412 11 0 119.9 13.6 110.3 15.0 92 90
418 1 0 113.4 14.6 104.2 16.3 92 90
414 10 0 120.7 11.0 112.3 14.0 93 90
410 11 0 119.9 13.6 110.4 15.3 92 90
416 1 0 113.4 14.6 104.1 17.8 92 90
417 2 0 115.0 14.8 105.7 16.2 92 90
415 1 0 113.4 14.6 103.0 17.2 91 90
428 11 0 119.9 13.6 108.5' 16.1 91 90
429 11 0 119.9 13.6 110.2 15.5 92 90
Test
No. Date Test Location
8 01/06/97 VILLAGE B
11 01/07/97 VILLAGE B
13 01/08/97 VILLAGE B
14 01/08/97 VILLAGE B
16 01/09/97 VILLAGE B
16A 02/06/97 VILLAGE B
19 01/31/97 VILLAGE B
19A 01/31/97 VILLAGE B
20 02/03/97 VILLAGE B
20A 02/03/97 VILLAGE B
20B 02/04/97 VILLAGE B
21 02/03/97 VILLAGE B
21A 02/03/97 VILLAGE B
21B 02/04/97 VILLAGE B
22 02/05/97 VILLAGE B
23 02/05/97 VILLAGE B
24 02/05/97 VILLAGE B
25 02/05/97 VILLAGE B
26 02/06/97 VILLAGE B
27 02/06/97 VILLAGE B
28 02/06/97 VILLAGE B
29 02/06/97 VILLAGE B
30 02/06/97 VILLAGE B
31 02/06/97 VILLAGE B
Project No. 05845-12-01D (C) TABLE I
Mass Grading
FIELD DENSITY TEST RESULTS
Note: See last page of table for explanation of coded terms
Project No. 05845-12-01D (C) TABLE I
Mass Grading
FIELD' DENSITY TEST RESULTS
Test
No. Date Test Location
32 02/06/97 VILLAGE B
33 02/06/97 VILLAGE B
34 02/07/97 VILLAGE B
35 02/07/97 VILLAGE B
36 02/07/97 VILLAGE B
37 02/10/97 VILLAGE B
38 02/10/97 VILLAGE B
39 02/10/97 VILLAGE B
40 02/10/97 VILLAGE B
41 02/10/97 VILLAGE B
42 02/10/97 VILLAGE B
43 02/10/97 VILLAGE B
45 02/10/97 VILLAGE B
46 02/10/97 VILLAGES B
47 02/11/97 VILLAGE B
47A 03/26/97 VILLAGE B
48 02/11/97 VILLAGE B
48A 03/26/97 VILLAGE B
79 03/17/97 VILLAGE B
151 03/21/97 VILLAGE B
164 03/21/97 VILLAGE B
191 03/26/97 VILLAGE B
192 03/26/97 VILLAGE B
202 03/27/97 VILLAGE B
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.
(ft) No. (%) (pcf) (%) (pcf) (%) (%) (%)
417 11 0 119.9 13.6 109.6 16.4 91 90
419 4 0 115.8 15.7 104.8 17.3 91 90
413 4 0 115.8 15.7 106.3 18.7 92 90
421 11 0 119.9 13.6 112.8 15.4 94 90
416 2 0 115.0 14.8 106.3 17.9 92 90
419 11 0 119.9 13.6 110.7 16.1 92 90
418 11 0 119.9 13.6 108.2 15.7 90 90
421 11 0 119.9 13.6 110.4 15.5 92 90
431 2 , 0 115.0 14.8 104.7 17.3 91' 90
421 ' 11 0 119.9 13.6 111.2 16.4 93 90
425 2 0 115.0 '14.8 103.6 15.0 90 90
423 2 0 115.0 14.8 ' 106.6 '16.0 93 90
424 4 0 115.8 15.7 104.5 18.2 90 90
425 2 0 ' 115.0 14.8 105.9 15.3 92 90
425 13 0 120.0 13.2 104.1 19.3 87 90
425 13 0 120.0 13.2 110.4 16.6 92 90
427 13 0 120.0 13.2 102.4 20.8 85 90
427 13 0 120.0 13:2 109.2 15.8 91 90
393 1 0 113.4 14.6 102.9 17.0 91 90
398 14 -0 105.0 , 19.8 96.2 21:4 .92 90
408 14 0 105.0 19.8 95.5 '24.2 ' '• 91 90
420 14 0 105.0 19.8 94.8 21.6 90 90
421 14 0 ' 105.0 19.8 95.4 21.3 91 90
423 9 0 107.1 17.1 100.2 19.3 94 90
Note: See last page of table for explanation of coded terms
Project No. 05845-12-01D (C) TABLE I
Mass Grading
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)
204 03/27/97 VILLAGE B 410 16 0 114.2 16.3 104.1 17.2 91 90
224 03/31/97 VILLAGE B 411 9 0 107.1 17.1 97.2 19.5 91 90
225 03/31/97 VILLAGE B 425 4 0 115.8 15.7 104.9 16.4 91 90
228 03/31/97 VILLAGE B 408 1 0 113.4 14.6 103.0 16.2 91 90
237 03/31/97 VILLAGE B 1 427 9 0 107.1 17.1 96.5 20.4 90 90
245 04/01/97 VILLAGE B 415 14 0 105.0 19.8 94.7 23.0 90 90
254 04/01/97 VILLAGE B 420 14 O,. 105.0 19.8 96.6 22.0 92 90
258 04/01/97 VILLAGE B 418 9 0 107.1 17.1 98.5 20.6 92 90
260 04/02/97 VILLAGE B 422 9 0 107.1 17.1 98.9 20.4 92 90
263 04/02/97 VILLAGE B 420 1 0 113.4 14.6 102.5 16.7 90 90
264 04/02/97 VILLAGE B 424 14 0 105.0 19.8 96.9 20.3 92 90
265 04/02/97 VILLAGE B 428 14 0 105.0 19.8 95.8 20.5 91 90
266 04/02/97 VILLAGE B 424 14 0 105.0 19.8 97.6 20.2 93 90
267 04/02/97 VILLAGE B 429 14 0 105.0 19.8 94.9 21.0 90 90
269 04/02/97 VILLAGE B 426 14 0 105.0 19.8 94.1 22.5 90 90
270 04/02/97 VILLAGE B 426 14 0 105.0 19.8 97.2 20.8 93 90
279 04/04/97 VILLAGE B 411 17 0 112.2 15.5 103.6 17.3 92 90
280 04/04/97 VILLAGE B 427 17 0 112.2 15.5 102.4 18.2 91 90
281 04/07/97 VILLAGE B 413 21 0 118.1 14.0 107.2 16.9 91 90
282 04/07/97 VILLAGE B 415 21 0 118.1 14.0 109.6 17.0 93 90
283 04/07/97 VILLAGE B 432 21 0 118.1 14.0 107.5 16.2 91 90
284 04/08/97 VILLAGE B 423 16 0 114.2 16.3 102.9 19.2 90 90
285 04/08/97 VILLAGE B 425 14 0 105.0 19.8 95.7 22.0 91 90
286 04/08/97 VILLAGE B 434 4 0 115.8 15.7 105.9 18.2 91 90
Note: See last page of table for explanation of coded terms
Project No. 05845-12-01D (G) TABLE I
Mass Grading
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) (%) (%) (%)
287 04/09/97 VILLAGE B 416 21 0 118.1 14.0 107.3 16.0 91 90
288 04/09/97 VILLAGE B 419 21 0 118.1 14.0 110.5 13.9 94 90
296 04/11/97 VILLAGE B 427 21 0 118.1 14.0 107.9 15.1 91 90
297 04/11/97 VILLAGE B 436 16 0 114.2 16.3 105.7 16.3 93 90
298 04/11/97 VILLAGE B 424 17 0 112.2 15.5 103.6 16.7 92 90
299 04/14/97 VILLAGE B 420 26 0 120.0 12.6 110.7 14.0 92 90
300 04/14/97 VILLAGE B 427 12 0 114.7 16.0 103.9 19.5 91 90
301 04/14/97 VILLAGE B 426 26 0 120.0 12.6 110.3 14.4 92 90
359 12/16/97 VILLAGE B 427 1 0 113.4 14.6 102.6 16.7 90 90
364 12/17/97 VILLAGE B 430 19 0 112.8 17.2 104.5 19.6 93 90
369 12/17/97 VILLAGE B 430 4 0 115.8 15.7 104.4 17.1 90 90
386 12/22/97 VILLAGE B 426 17 0 112.2 15.5 101.7 16.8 91 90
387 12/23/97 VILLAGE B 429 2 0 115.0 14.8 106.7 15.2 93 90
388 12/23/97 VILLAGE B 429 17 0 112.2 15.5 104.7 16.3 93 90
389 12/23/97 VILLAGE B 428 20 0 114.3 14.9 105.3 12.9 92 90
390 12/23/97 VILLAGE B 431 2 0 115.0 14.8 103.8 14.5 90 90
391 12/23/97 VILLAGE B 433 24 0 117.4 13.9 110.3 16.5 94 90
392 12/23/97 VILLAGE B 433 2 0 115.0 14.8 108.2 13.7 94 90
395 12/23/97 VILLAGE B 435 15 0 116.8 13.3 105.6 15.3 90 90
396 12/23/97 VILLAGE B 437 15 0 116.8 13.3 106.1 14.9 91 90
400 12/24/97 VILLAGE B 437 4 0 115.8 15.7 107.1 17.4 92 90
401 12/24/97 VILLAGE B 439 24 0 117.4 13.9 109.6 13.7 93 90
403 12/24/97 VILLAGE B 434 24 0 117.4 13.9 108.2 15.5 92 90
404 12/29/97 VILLAGE B 439 26 0 120.0 12.6 111.2 12.7 93 90
Note: See last page of table for explanation of coded terms
Project No. 05845-12-01D (C) TABLE I
Mass Grading
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. Camp. Comp.
No. Date Test Location (ft) No. (%) (pcf) (%) (pcf) (%) (%) (%)
405 12/29/97 VILLAGE B 438 2 0 115.0 14.8 105.8 18.4 92 90
406 12/29/97 VILLAGE B 441 24 0 117.4 13.9 108.9 16.5 93 90
407 12/29/97 VILLAGE B 434 2 0 115.0 14.8 106.3 18.1 92 90
408 12/29/97 VILLAGE B 443 26 0 120.0 12.6 110.8 14.2 92 90
409 12/29/97 VILLAGE B 439 24 0 117.4 13.9 111.2 13.8 95 90
410 12/30/97 VILLAGE B 440 26 0 120.0 12.6 110.7 13.0 92 90
411 12/30/97 VILLAGE B 438 26 0 120.0 12.6 111.6 12.3 93 90
412 12/30/97 VILLAGE B 436 19 0 112.8 17.2 104.4 17.9 93 90
414 12/30/97 VILLAGE B 427 10 0 120.7 11.0 112.1 13.6 93 90
429 01/02/98 VILLAGE B 430 1 0 113.4 14.6 105.3 17.5 93 90
430 01/02/98 VILLAGE B 433 1 0 113.4 14.6 103.8 18.0 92 90
437 01/06/98 VILLAGE B 445 26 0 120.0 12.6 109.5 14.2° 91 90
438 01/06/98 VILLAGE B 441 26 0 120.0 12.6 109.1 13.3 91 90
439 01/06/98 VILLAGE B 440 4 0 115.8 15.7 104.7 17.2 90 90
440 01/06/98 VILLAGE B 445 26 0 120.0 12.6 99.7 15.2 83 90
440A 01/07/98 VILLAGE B 445 26 0 120.0 12.6 108.2 13.3 90 90
441 01/07/98 VILLAGE B 455 20 0 114.3 14.9 107.2 15.6 94 90
442 01/07/98 VILLAGE B 457 26 0 120.0 12.6 108.8 12.8 91 90
443 01/07/98 VILLAGE B 460 4 0 115.8 15.7 106.7 16.5 92 90
444 01/07/98 VILLAGE B 463 4 0 115.8 15.7 107.8 17.8 93 90
446 01/22/98 VILLAGE B 447 4 0 115.8 15.7 106.8 18.0 92 90
447 01/22/98 VILLAGE B 450 4 0 115.8 15.7 107.3 16.8 93 90
450 01/23/98 VILLAGE B 451 4 0 115.8 15.7 104.9 18.5 91 90
457 01/26/98 VILLAGE B 454 24 0 117.4 13.9 108.2 13.7 92 90
Note: See last page of table for explanation of coded terms
Project No. 05845-12-01D (G) TABLE I
Mass Grading
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) (%) (%) (%)
460 01/26/98 VILLAGE B 426 4 0 115.8 15.7 104.8 17.7 91 90
ST 461 01/29/98 VILLAGE B 450 4 0 115.8 15.7 107.1 16.5 92 90
ST 462 01/29/98 VILLAGE B 457 20 0 114.3 14.9 103.4 15.5 90 90
491 03/09/98 VILLAGE B 431 4 0 115.8 15.7 107.5 18.1 93 90
500 03/11/98 VILLAGE B 428 1 0 113.4 14.6 105.8 17.9 93 90
501 03/11/98 VILLAGE B 430 1 0 113.4 14.6 106.9. 18.5 94 90
502 03/12/98 VILLAGE B 427 2 0 115.0 14.8 105.3 18.0 92 90
502R 03/11/98 VILLAGE B 427 1 0 113.4 .14.6 96.9 25.3 85 90
503 03/12/98 VILLAGE B 428 2 0 115.0 14.8 104.7 19.2 91 90
503R 03/11/98 VILLAGE B 428 1 0 113.4 14.6 98.3 24.0 87 90
506 03/19/98 VILLAGE B 434 9 0 107.1 17.1 94.8 20.9 89 90
506A 03/20/98 VILLAGE B . 434 9 0 107.1 17.1 101.2 19.8 94 90
509 03/20/98 VILLAGE B 429 2 0 115.0 14.8 104.0 17.2 90 90
510 03/20/98 VILLAGE B 430 4 0 115.8 15.7 106.4 16.8 92 90
515 03/24/98 VILLAGE B 431 2 0 115.0 14.8 107.1 14.7 93 90
516 03/24/98 VILLAGE B 435 4 0 115.8 15.7 103.7 17.4 - 90 90
527 04/30/98 VILLAGE B 434 26 0 120.0 12.6 114.5 12.9 95 90
FG 528 04/30/98 VILLAGE B - 436 4 0 115.8 15.7 98.7 25.2 85 90
FG 528A 05/02/98 VILLAGE B 436 4 0 115.8 15.7 106.2 19.3 92 90
529A 05/02/98 VILLAGE B 432 9 0 107.1 17.1 100.5 21.0 94 90
543 05/01/98 VILLAGE B 430 4 0 115.8 15.7 100.9 19.8 87 90
543A 05/02/98 VILLAGE B 430 4 0 115.8 15.7 107.3 20.2 93 90
FG 544 05/01/98 VILLAGE B 432 4 0 - 115.8 15.7 104.4 21.0 90 90
547 05/01/98 VILLAGE B 427 3 0 116.4 13.6 107.9 16.4 93 90
Note: See last page of table for explanation of coded terms
Project No. 05845-12-OlD (G) TABLE I
Mass Grading
FIELD DENSITY TEST RESULTS
Test
No. Date Test Location
FG 548 05/01/98 VILLAGE B
558 05/02/98 VILLAGE B
558A 05/04/98 VILLAGE B
558B 05/11/98 VILLAGE B
FG 559 05/02/98 VILLAGE B
FG 559A 05/04/98 VILLAGE B
FG 559B 05/11/98 VILLAGE B
560 05/02/98 VILLAGE B
560A 05/04/98 VILLAGE B
FG 561 05/02/98 VILLAGE B
562 05/02/98 VILLAGE B
FG 563 05/02/98 VILLAGE B
FG 563A 05/04/98 VILLAGE B
FG 566 05/04/98 VILLAGE B
PG 567 05/04/98 VILLAGE B
FG 568 05/04/98 VILLAGE B
Elev. Plus Max. Opt. Field Field Field Req'd
or 3/41t Dry Moist. Dry Moist. Rel. Rel.
Depth Curve Rock Dens. Cont. Dens. Cont. Comp. Comp.
(ft) No. (%) (pcf) (%) (pcf) (%) (%) (%)
429 26 0 120.0 12.6 112.3 16.6 94 90
429 1 0 113.4 14.6 100.2 21.1 88 90
429 1 0 113.4 14.6 99:6 21.5 88 90
429 1 0 113.4 14.6 107.3 18.1 95 90
431 1 0 113.4 14.6 101.3 20.6 89 90
431 1 0 113.4 14.6 100.8 20.8 89 90
431 1 0 113.4 14.6 105.6 17.1 93 90
431 1 0 113.4 14.6 99.8 19.7 88 90
431 1 0 113.4 14.6 103.0 19.2 91 90
433 4 0 115.8 15.7 104.7 15.4 90 90
429 1 0 113.4 14.6 104.4 17.3 92 90
431 4 0 115.8 15.7 100.7 22.2 87 90
431 4 0 115.8 15.7 104.2 20.4 90 90
444 4 0 115.8 15.7 107.1 18.4 92 90
440 2 0 115.0 14.8 105.9 16.6 92 90
438 4 0 115.8 15.7 106.9 17.0 92 90
Note: See last page of table for explanation of coded terms
Project No. 05845-12-16 (C) TABLE I
Fine Grading
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) (%) (%) (%)
601 06/05/98 VILLAGE B . 433 1 0 113.4 14.6 104.7 17.8 92 90
602 06/05/98 VILLAGE B 433 1 0 113.4 14.6 106.1 16.6 94 90
603 06/05/98 VILLAGE B : 435 14 0 105.0 19.8 99.2 23.2 94 90
604 06/05/98 VILLAGE B 432 9 0 107.1 17.1 99.4 .20.5 93 90
605 06/05/98 VILLAGE B 438 1 0 113.4 14.6 103.2 19.6 91 90
606 06/05/98 VILLAGE B 436 9 0 107.1 17.1 100.7 22.2 94 90
613 06/05/98 VILLAGE B 439 1 0 113.4 14.6 102.6 18.1 90 90
614 06/05/98 VILLAGE B 442 4 0 115.8 15.7 106.7 17.2 92 90
615 06/05/98 VILLAGE B 444 24 0 117.4 13.9 108.9 17.3 93 90
616 06/08/98 VILLAGE B 434 1 0 113.4 14.6 105.3 17.9 93 90
617 06/08/98 VILLAGE B 435 1 0 113.4 14.6 104.6 16.2 92 90
618 06/08/98 VILLAGE B 435 16 0 114.2 16.3 106.8 18.4 93 90
619 06/08/98 VILLAGE B 436 16 0 114.2 16.3 107.5 17.2 94 90
620 06/08/98 VILLAGE B 437 16 0 114.2 16.3 107.7 17.5 94 90
621 06/08/98 VILLAGE B 432 4 0 115.8 15.7 101.4 18.5 88 90
621A 06/08/98 VILLAGE B 432 4 0 115.8 15.7 104.7 18.0 90 90
622 06/08/98 VILLAGE B 446 24 0 117.4 13.9 110.5 13.4 94 90
623 06/08/98 VILLAGE B 441 4 0 115.8 1.5.7 105.6 17.4 91 90
624 06/08/98 VILLAGE B 444 4 0 115.8 15.7 109.6 19.1 95 90
625 06/08/98 VILLAGE B 433 2 0 115.0 14.8 106.4 18.3 93 90
656 06/11/98 VILLAGE B 436 101 0 115.6 14.4 105.9 19.5 92 90
657 06/11/98 VILLAGE B 435 101 0 115.6 14.4 108.2 17.6 . . 90
658 06/12/98 VILLAGE B 441 16 0 114.2 16.3 103.7 20.4 91 90
659 06/12/98 VILLAGE B 448 101 . 0 115.6 14.4 105.2 16.5 91 90
Note: See last page of table for explanation of coded terms
Project No. 05845-12-16 (C) TABLE I
Fine Grading
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)
660 06/12/98 VILLAGE B 436 17 0 112.2 15.5 103.1 17.0 92 90
661 06/12/98 VILLAGE B 446 4 0 115.8 15.7 107.3 18.0 93 90
662 06/12/98 VILLAGE B 436 4 0 115.8 15.7 105.0 15.8 91 90
690 06/16/98 VILLAGE B 450 19 0 112.8 17.2 103.3 19.0 92 90
691 06/16/98 VILLAGE B 445 4 0 115.8 15.7 105.5 17.2 91 90
692 06/16/98 VILLAGE B 440 17 0 112.2 15.5 103.0 16.3 92 90
693 06/16/98 VILLAGE B 444 2 0 115.0 14.8 106.6 18.0 93 90
ST 730 07/28/98 VILLAGE B 448 17 0 112.2 15.5 101.8 16.0 91 90
ST 731 07/28/98 VILLAGE B 444 17 0 112.2 15.5 102.4 15.1 91 90
FG 759 08/04/98 VILLAGE B 452 3 0 116.4 13.6 106.7 12.3 92 90
FG 760 08/04/98 VILLAGE B 439 3 0 116.4 13.6 109.0 13.1 94 90
FG 761 08/04/98 VILLAGE B 441 3 0 116.4 13.6 104.8 13.1 90 90
FG 762 08/04/98 VILLAGE B 442 3 0 116.4 13.6 106.9 13.4 92 90
FG 763 08/04/98 VILLAGE B 444 3 0 116.4 13.6 108.7 12.9 93 90
FG 764 08/04/98 VILLAGE B 447 3 0 116.4 13.6 107.9 12.8 93 90
FG 765 08/04/98 VILLAGE B 449 3 0 116.4 13.6 109.6 13.5 94 90
FG 772 08/12/98 VILLAGE B 444 .17 0 112.2 15.5 105.1 15.0 94 90
FG 773 08/12/98 VILLAGE B 437 4 0 115.8 15.7 104.6 16.9 90 90
Note: See last page of table for explanation of coded terms
AD - Area Drain
B - Base Test
CG - Curb & Gutter
CW - Crib Wall
DW - Driveway
FG - Finish Grade
IT - 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
- CURVE NO.
Project No. 05845-12-16 (C)
EXPLANATION OF CODED TERMS
- TEST SUFFIX
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
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 0 1557-91
Sample
No. Description Maximum Dry
Density (pci)
Optimum Moisture
Content (% dry wt.)
1 Light brown, Silty CLAY 113.4 14.6
2 Yellow-tan, fine to medium, Silty SAND,
with trace clay 115.0 14.8
3 Light brown to brown, Sandy CLAY, trace
silt 116.4 13.6
4 Green, Silty CLAY, with little fine to
medium sand 115.8 15.7
8 Brown, fine, Clayey SAND, with trace silt
and gravel 119.5 12.6
9 Yellow-brown, Silty CLAY, with fine to
medium sand 107.1 17.1
10 Dark brown, Sandy CLAY, with trace silt 120.7 11.0
11 Olive-brown, Sandy CLAY, with trace silt 119.9 13.6
13 Yellow-brown, Silty CLAY, with trace sand 120.0 13.2
14 Yellow-tan, Silty CLAY 105.0 19.8
15 Dark olive-yellow-brown, fine Clayey
SAND 116.8 13.3
16 Olive, fine to coarse, Silty SAND 114.2 16.3
17 Light olive-brown, fine to coarse, Silty
SAND 112.2 15.5
19 Olive, fine to medium Sandy CLAY, with
little silt 112.8 17.2
20 Light olive-brown-tan, fine to medium, Silty
SAND, with little clay 114.3 - 14.9
21 Yellow-brown, fine, Silty SAND, with little
clay • 118.1 14.0
24 Light olive, fine to medium Silty SAND 117.4 13.9
26 Yellow-tan, fine to medium, Silty SAND
(poorly graded) 120.0 12.6
101 Yellow-gray Silty SAND with little clay 112.2 17.0
ProjectNo. 05845-12-16 September 25, 1998
TABLE III
SUMMARY OF DIRECT SHEAR TEST RESULTS
Sample No p Dry Density
(pci)
Moisture Content
(%)
Unit Cohesion
(psi)
Angle of Shear
Resistance (degrees)
2 103.4 14.8 400 30
3 104.4 13.6 450 16
8 108.2 12.6 425 24
9 97.2 17.1 345 28
10 108.2 -11.0 400 25
16 103.5 16.3 740 23
17 101.2 15.5 290 36
19 101.2 17.2 255 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.
Moisture Content Dry
Density (pci)
Expansion
Index Before Test (%) After Test (%)
2 11.0 23.0 106.1 12
4 11.7 29.1 104.1 87
9 12.1 32.1 103.0 107
14 15.5 41.7 92.0 134
16 12.4 34.7 101.1 87
17 12.1 26.1 102.4 23
19 14.2 35.8 96.3 62
20 11.7 - 26.3 103.9 25
B-i 11.9 33.7 103.8 60
B-2 11.2 27.7 107.0 67
B-3 9.9 24.1 110.1 37
B-4 11.0 32.9 106.0 99
B-5 11.9 36.6 102.9 102
B-6 10.9 32.8 105.7 53
B-7 12.2 34.1 102.3 103
Project No. 05845-12-16 September 25, 1998
TABLE V
SUMMARY OF FINISH GRADE EXPANSION INDEX
TEST RESULTS FOR EACH AREA
Location Sample No. Expansion Index UBC Classification
Northwest (fill) B-i 60 Medium
West central (fill) B-2 67 Medium
Southwest (fill) B-3 37 Low
South central (fill) B-4 99 High
Southeast (fill) B-5 102 High
North (cut) 13-6 53 Medium
North Central (cut) B-7 103 High
Project No. 05845-12-16 September 25, 1998