HomeMy WebLinkAboutGeotechnical Observation & Testing Street Improvements
I
o IPETRA
OFFICES IN THE COUNTIES OF
ORANGE. SAN DIEGO. RIVERSIDE. LOS ANGELES. SAN BERNARDINO
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August 29, 2006
IN. 133-02
IP 030155
Mr. Jory Blake
LENNAR COMMUNITIES INLAND
391 North Main Street, Suite 301
Corona, California 92880
Subject: Geotechnical Report of Observation and Testing, Street
Improvements, North Side of Pauba Road (Stations 10+00 to
15+15) and East Side of Butterfield Stage Road (Stations 100+57
to 102+01), Temecula Area, Riverside County, California
References: I) Petra Geotechnical, Inc., 2005, Preliminary Geotechnical
Recommendation for Pauba Road Interim Widening from Stations
10+00 to 15+15, North Side, City ofTemecula, Riverside County,
California, J.N. 133-02, dated August 19.
2) Petra Geotechnical, Inc., 2006, Pavement-Design
Recommendations, Street Improvements, Pauba Road
(Stations 10+00 to 15+ 15) and Butterfield Stage Road (Stations
100+57 to 102+01), Temecula Area, Riverside County,
California, IN. 133-02, dated April 3.
Dear Mr. Blake:
This report presents a summary of the observation and testing provided by Petra
Geotechnical, Inc. (Petra) during the interim widening and improvements to north
side of Pauba Road (Stations 10+00 to 15+15) and the east side of Butterfield Stage
Road (Stations 100+57 to 102+01), located in the Temecula area of Riverside
County, California. Conclusions and recommendations pertaining to the suitability
of the grading for the street improvements is provided herein.
The widening and improvement to the subject segment of Pauba Road included
extending the existing fill slope approximately 8 feet to the north. The new 2: I
(horizontal:vertical [h:v]) fill slope is approximately 25 feet in height.
PETRA GEOTECHNICAL, INC. \
41640 Corning Place . Suite 107 . Murrieta . CA 92562 . Tel: (909) 600-9271 . Fax: (909) 600-9215
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LENNAR COMMUNITIES INLAND
Pauba Roadffemecula Area
August 29, 2006
J.N. 133-02
Page 2
REGULATORY COMPLIANCE
Removal and compaction of unsuitable low-density surface soils at the base of the
fill slope and placement of compacted fill under the purview of this report have
been completed under the observation of and with selective testing by Petra. The
earthwork was performed in general accordance with the recommendations of the
geotechnical engineer and the grading code ofthe City of Temecula.
The completed earthwork has been reviewed and is considered adequate for the
street improvements. On the basis of our observations, as well as field and
laboratory testing, the recommendations presented in this report were prepared in
conformance with generally accepted professional engineering practices and no
further warranty is implied nor made.
SUMMARY OF OBSERV ATONS AND TESTING
Clearinl!: and Grubbinl!:
Weeds, grasses, brush, shrubs and similar vegetation were stripped and removed
from the majority of the site prior to grading.
Ground Preparation - Fill Areas
Ground preparation included the overexcavation of low-density surficial soils to
expose firm natural ground. The exposed bottom surface was observed and
determined suitable for fill placement by a representative of Petra. Following this
observation, the exposed bottom surface was scarified to an approximate depth of 6
inches, watered as necessary to achieve a moisture content ear or slightly above
optimum and then compacted by wheel-rolling with heavy rubber-tired equipment.
1,..
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LENNAR COMMUNITIES INLAND
Pauba Roadrremecula Area
August 29,2006
IN. 133-02
Page 3
Fill Placement
Fill soils were placed in lifts approximately 6 to 8 inches thick, water or air-dried as
necessary to achieve near or slightly above optimum moisture conditions and then
compacted in-place. Compaction was achieved by wheel-rolling with heavy
rubber-tired equipment. As the fill extended upslope, continuous benching into the
existing roadway fill to expose firm, previously approved compacted fill was
performed.
Fill Sloue
The newly constructed interim fill slope was constructed at a slope ratio of 2: I
(h:v) or flatter to a maximum height of approximately 25 feet. Finish-surface
compaction of the fill slope was achieved by track-walking. The fill slope is
considered to be both grossly and surficially stable to the height and inclination at
which it was constructed and is expected to remain so under normal conditions.
Pavement Subl!:rade
Subgrade soils within the interim widening of Pauba Road and improvement to
Butterfield Stage Road were scarified, moisture-conditioned and compacted by
rolling with a heavy steel-wheeled compactor. Field tests indicated the subgrade
soils were compacted to 95 percent or more as determined by ASTM D1557.
Al!:l!:rel!:ate Base
Aggregate-base material was spread, moisture-conditioned and compacted by
rolling with a heavy vibratory steel-drum compactor. Field tests indicate the
aggregate base rock was compacted to 95 percent or more as determined by ASTM
01557.
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LENNAR COMMUNITIES INLAND
Pauba Roadffemecula Area
August 29, 2006
J.N. 133-02
Page 4
Field Density Testinl!:
The compacted fills were tested at the time of placement to document that the
specified moisture content and relative compaction had been achieved. Field
density tests were taken at vertical intervals of approximately I to 2 feet.
Field density and moisture content tests were performed in accordance with
ASTMs D2922 and 03017 (nuclear-gauge method) and ASTM D1556 (sandcone
method). The field density test results obtained within the subject road segments
are summarized in Table I.. The station numbers shown under Test Location in
Table I refer to stationing along Pauba Road. Approximate locations of the field
density tests are shown on Figure I.
When field density tests indicated a relative compaction of less than 90 percent, the
approximate limits of the substandard fill were established and the substandard
material reworked, moisture-conditioned and compacted as necessary under the
observation of our engineering technician.
Visual classification of earth materials in the field was the basis for determining
which maximum density value summarized in the Laboratory Testing Section of
this report was applicable for a given density test.
LABORATORY TESTING
Maximum dry density and optimum moisture content for soils encountered grading
and the aggregate base material were determined in our laboratory in accordance
with ASTM D1557. Pertinent test values are summarized in Table II.
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LENNAR COMMUNITIES INLAND
Pauba Roadrremecula Area
August 29, 2006
IN. 133-02
Page 5
CLOSURE
This report has not been prepared for use by parties or projects other than those
nanled or described above. It may not contain sufficient information for other
parties or other purposes. The professional opinions contained herein have been
derived in accordance with current standards of practice and nor warranty is
expressed or implied.
This report is subject to review by the controlling agency for the project. We
appreciate this opportunity to be of service. Should you have questions, please
contact this office.
Respectfully submitted,
WC/GRW/kec
Attachments: Table I - Field Density Test Results
Table 11- Laboratory Maximum Dry Density
Figure I - Density Test Location Map
Distribution: (2) Addressee
(2) Riverside County - Department of Public Works
Attention: Ms. Lisa Elder
(2) City of Temecula - Public Works Department
Attention: Mr. Doug Armstrong
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't.;sf
Uoliit!
02/14/06
02/14/06
02/14/06
02/15/06
02/15/06
02/15/06
02/15/06
02/15/06
02/16/06
02/16/06
02/16106
02/16/06
02/16/06
02/17/06
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02/20/06
02/20/06
02/20/06
02/21/06
02/22/06
02/22/06
02/23/06
02/23/06
02/23/06
02/23/06
03/02/06
03/02/06
03/02/06
03/02/06
03/02/06
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03/06/06
03/06/06
03/08/06
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::::::::::;:::::::::::::::,:,::::::
oo~~B~~~~~~~
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3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
Sta 15+00
Sta 12+50
RTNo.2
Sta 12+50
RT No.5
Sta 13+50
Sta 12+50
Sta 13+50
Sta 14+50
Sta 12+70
Sta 15+00
Sta 13+70
Sta 14+00
Sta 15+00
Sta 13+00
Sta 14+00
Sta 14+50
Sta 11+50
Sta 14+50
Sta 15+00
Sta 15+00
Sta 11+50
Sta 14+00
Sta 13+50
Sta 14+50
Sta 12+40
Sta 2+00
Sta 13+80
Sta 12+00
Sta 13+00
Sta 14+00
Sta 13+00
Sta 12+00
Sta 11+50
Sta 12+50
Sta 11+15
Sta 12+00
Sta 12+50 slope
Sta 12+50 slope
Sta 13+50 slope
PEliRA GEOTECHNICAL, INC.
J.N. 133-02
TABLE I
Field Density Test Results
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{J't)
1259.5
1260.0
1262.0
1262.0
1268.0
1263.0
1264.0
1264.0
1265.0
1266.0
1266.0
1267.0
1268.0
1270.0
1274.0
1282.0
1276.0
1275.0
1276.0
1276.0
1276.0
1278.0
1273.0
1275.0
1279.0
1278.0
1282.0
1278.0
1276.0
1280.0
1288.0
1290.0
1288.0
1294.0
1285.0
1270.0
1282.0
1272.0
Pauba Road
. Sandcone
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9.5
11.3
12.3
10.8
10.2
10.2
10.2
10.2
10.2
10.2
10.2
12.2
9.5
9.8
8.0
9.2
12.2
12.2
10.2
11.5
10.2
10.2
17.3
9.0
10.2
11.2
10.2
10.2
10.2
9.5
10.2
10.2
9.5
9.5
9.5
12.3
9.5
11.2
10.4
10.5
.....-.....'.....,...,...
..... ......
............
..--....,..
...........
...-....................
............
.. . - . . . . . - . . . . . . . . . . . . . . .
...........
...........'............
QITP~~~
..-....,...,
@t}
.... ......
120.9
114.4
131.2
112.2
118.0
118.1
117.8
121.6
117.9
118.3
117.9
123.7
118.8
120.0
116.7
116.9
123.2
123.1
120.5
122.6
117.9
127.4
121.6
116.0
118.6
122.3
120.6
120.7
122.5
124.5
130.3
126.6
119.6
118.2
118.6
122.2
123.0
117.2
117.7
117.7
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~:~~1;
94
89
102
87
91
92
91
94
91
92
91
95
91
92
90
90
95
95
93
95
91
99
94
93
92
95
93
94
95
97
98
95
90
89
89
92
92
91
91
91
.............
"':':':':':-:':"-'-:',
:.:-:.:.:.:.:.,.:-:.:.:.;
.......................
...........
.,...........,.........,.
.....-...-.-.......,.....
M'#*Q~#~ .,...~..........l,l.i,.
(pffitj. IW,
129.0 I'
129.0 I'
129.0 l'
129.0 I'
129.0 I'
129.0 I'
129.0 I'
129.0 I'
129.0 I'
129.0 I'
130.0 2'
130.0 2
130.0 2'
130.0 2'
130.0 2'
130.0 2'
130.0 2'
130.0 2'
130.0 2'
129.0 I'
129.0 l'
129.0 l'
129.0 I'
124.5 3
129.0 l'
129.0 I'
129.0 I'
129.0 I'
129.0 I'
129.0 I'
133.5 4'
133.5 4'
133.5 4'
133.5 4'
133.5 4'
133.5 4'
133.5 4'
129.0 1
129.0 1
129.0 I
~
AUGUST 2006
TABLE T-11
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TABLE I
Field Density Test Results
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,.,-;.;.;.:':.;.:.,.,.:-:
..........
....-_.......
............
...,....................
..-..........
. '-"'-,'-'-'
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,>> 'e.s"
............
............,.
" ......'.-..........
//NoUC
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>)~ ~~~ <>~r::<::::::::::>/::: ::: \/::///::/n::n::, <:<:>>=<::: :)/HHUnnU; =)H<)J:
::::::::: ::: ;:::;:;;;:,:;:;:;:;:;:::;:;:::;""';: ::: ::,::::::;,::;:;:;:;:::::;:;:;:;::,: ::::::=:=:::;:;:;:::::::: :':,,':':'::,::':':':'::,': .:::;:;:;:::::;::::,
>> iTe$tL~~~HM '.. ...... . . Elevn'M<<ii$t Dn'DensHRG
/n ..' .......'............ .................. ...... ...... ...... ...(~~)("!~~ .......'.....~~~~"...(jj4~
1284.0
1275.0
1280.0
9.3
13.0
12.5
03/08/06
03/08/06
03/08/06
41 Sta 13+50 slope
42 Sta 14+25 slope
43 Sta 12+00 slope
118.3
120.0
122.9
92
93
95
.............
.....-.......
..-..........
.............
...........-.
.....-.........
... ..... ...
._'...._'.'...............
..............
........,. ....
..........................
..--.........
~#~~~~
. . ...(pcf). . .. ..
... ..'
...... -....
,.... .. ....
.... ...
.... .... .-.
..... . ....
............
.....,.......
......................
...........
...........,.
...-...-........-.....
.......-......
.. .. .....
............
................'..,..
...........
'. '.' ..... .'. '.' ..... '.'
.8011)
.............
.. ..-.....,
..... ......
n'tYP~
..........
129.0
129.0
129.0
05/12/06 SG-I Sta 11+ 10
05/12/06 SG-2 Sta 12+50
05/12/06 SG-3 Sta 14+25
Street Subgrade
FSG 9.1
FSG 9.3
FSG 8.8
128.2
129.5
128.0
96
97
96
133.5 4
133.5 4
133.5 4
Base
0.0
0.0
0.0
5.7
6.4
6.0
05/16/06 AB-I Sta 11+00
05/16/06 AB-2 Sta 12+75
05/16/06 AB-3 Sta 14+50
PETRA GEOTECHNICAL, INC.
I.N. 133-02
Pauba Road
* Sandcone
131.4
131.9
131.6
95
96
95
138.0 5
138.0 5
138.0 5
1
AUGUST 2006
TABLET-I 2
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TABLE U
Laboratory Maximum Dry Density
I Fine to coarse Silty SAND 9.5 129.0
2 Fine to coarse Silty SAND 8.5 130.0
3 Fine Silty SAND 10.0 124.5
4 Fine to coarse Silty SAND 8.0 133.5
5 Aggregate base 7.0 138.0
(1) PER ASTM 01557
PETRA GEOTECHNICAL, INC.
}.N. 133-02
AUGUST 2006
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