HomeMy WebLinkAboutCT 02-16; ROBERTSON RANCH EAST VILLAGE; REVISED PAVEMENT DESIGN REPORT; 2004-04-19H
Geotechnical Coastal ° Geolociic Environmental
5741 Palmer Way Carlsbad, California 92010 (760) 438-3155 FAX (760) 931-0915
April 19, 2004
W.O. 4028-E-SC
Calavera Hills It, LLC . . .
2727 Hoover. Avenue
National City, California 91950
Attention: Mr. Don. Mitchell . . .
Subject: Revised Pavement Design Report, College Boulevard Stations 78 to
101+75 Reach C, Calavera Hills II, Carlsbad, San Diego County, California
Dear Mr. Mitchell:
In accordance with a request from the City of Carlsbad, GeoSoils, Inc. (GSI) has reviewed
and revised the design and construction recommendations presented in GSI (2004) for
asphalt concrete. (AC) pavement at the subject site. The scope of services provided in
preparation of this report included representative sampling of the street subgrade,
additional R-value testing, and engineering analysis of pavement design.
PAVEMENT DESIGN
Pavement section design was performed in accordance with the California Department of .
Transportation (Caltrans) Highway Design Manual of Instructions and the City of Carlsbad
Standard Drawings (see the Appendix). Pavement sections presented are based on the
aforementioned criteria and resistance value (R-value) data (see the attached
Figures 1 through 5), determined from soils exposed at, or near, final subgrade elevations
within the subject areas.. R-value testing was performed In accordance with the latest
revisions to the Department of Transportation, State of California, Material & Research Test.
Method No. 301. Pavement design was aided with the computer software programs PAVE
and NEWCON90. • .
ASPHALT CONCRETE PAVEMENT
. .
Structural Section . .
.
R-values of .15, 19, 26,41, and 41 were determined for-subgrade soils onsite and used in
pavement design. .The recommended pavement sections are presented in the following
- .
table: . . . . . . . . .. . .. . ..
Subgrade
Within, street and parking areas, all surficial deposits of, loose soil material, should be
removed and recompacted as recommended After the loose soils are removed, the
bottom is to be scarified to ä'depth of 12 inches, moisture conditioned as necessary, and
compacted to 95 percent of the maximum laboratory density, as determined by ASTM Test
Designation D-1557. S
Deleterious material, excessively wet or dry pockets, concentrated zones of oversized rock
fragments,' and any, other unsuitable materials encountered during grading should be
removed The compacted fill material should then be brought to the elevation of the
proposed subgrade for the pavement. The subgrade should be proof-rolled in order to
ensure a uniform firm and unyielding surface All grading and fill placement should be
observed by the project soil engineer and/or his representative
Base Rock
COmpaction tests are required for the recommended base section. Minimum relative*•
compaction required will be 95 percent of the laboratory maximum density, as determined
by ASTM Test Designation D-1557. Base aggregate should be in accordance with the
"Standard Specifications for Public Works Construction" (green book), 1997 edition, or
standard Caltrans Class 2 base rock (minimum R-value = 78)
Paving
Prime, coat may be. omitted if all of the following conditions are met:
1.' The asphalt pavement, layer is placed within two' weeks of completion of base
and/or subbase course
2 Traffic is not routed over completed base before paving
3 Construction is completed during the dry season of May through October
4. The base is kept,free. Of debris prior to placement of asphaltic concrete.
If construction is performed during the Wet season of November through April, prime coat
may be omitted if no rain occurs between completion of base course and paving and the
time between completion of base and paving is reduced to three days, provided the base
is free of loose soil or debris Where prime coat has been omitted and rain occurs, traffic
is routed over base course, or paving is delayed, measures shall be taken to restore base
course and subgrade to conditions that will meet specifications as directed by the soil
engineer.
Drainage
. . Positive drainage should be provided for. all surface water to drain toward the curb and
gutter, or to an approved drainage channel. Positive site drainage should be maintained
at all times. Water should not be allowed to pond or seep:into the ground. If planters or
landscaping are adjacent to paved, areas, measures should be taken to minimize the
potential for water to enter the pavement section, such as .cut-off walls, etc.
. .
OTHER DESIGN PROFESSIONALS/CONSULTANTS
The design, civil engineer shall review the recommendations provided herein, incorporate
those. recommendations into their plans, and by explicit reference, mike this report part:
of their project plans
LIMITATIONS .
•
f . . . .
The materials encountered on the project site and utilized for our analysis are believed
representative of the area; however, soil and bedrock materials vary in character between
excavations and natural outcrops or conditions exposed during mass grading. Site
conditions may vary due to seasonal changes or other, factors
Inasmuch as our study is based upon our review and engineering analyses and laboratory
data, the conclusions and recommendations are professional opinions: These opinions
have been derived in accordance with current standards of practice, and no warranty is
expressed or implied. Standards Of practice are subject to change with time. GSI assumes:.
:no responsibility or liability for work ortesting performed byothers, or their inaction, or
"
work performed when GSI is. not requested to be ,onsite, to evaluate if our
recommendations have been properly implemented. Use of this report constitutes an
agreement and consent by the user to all the limitations outlined above, notwithstanding
any other agreements that may be in place In addition, this report may be subject to
review by the controlling authorities. ' .• . .• .
•., • • • .
Caiavera Hills II, LLC W.0. 4028 E-SC College Boulevard Reach C Calavera Hills II April 19 2004
File e \wp9\4000\4028e rpd Page 4
Iw0
TEST SPECIMAN A B C D
Compactor air pressure PSI 280 200 140
Water added 4.1 4.9 5.9
Moisture at compaction % 8.0 8.9 9.9
Height of sample IN 2.43 2.52 2.63
Dry density PCF 132.0 125.3 118.1
R-Value by exudation 69 45 26
R-Value by exudation, corrected 67 45 29
Exudation pressure PSI 566 350 181
Stability thickness FT 0.36 0.631 0.85
Expansion pressure thickness - FT 0.27 oml 0.00
SAMPLE INFORMATION DESIGN CALCULATION DATA
Traffic index, assumed 4.5
Gravel equivalent factor, assumed 1.25
Expansion, stability equilibrium 0
R-Value by expansion NA
R-Value by exudation 41
R-Value at equilibrium 41
Expansion, Stability Equilibrium
2.00
0.00 4L-
0.00 9.50 1.00 1.50
Stability Thickness (ft)
GeoSoils, Inc. R VALUE TEST RESULTS
5741 Palmer Way Project: MCMILLIN
1, Carlsbad, CA 92008
Telephone: (760) 438-3155 Number: 4028-E-SC
Fax: (760) 931-0915
Date: Apr-04 Figure: 1
TEST SPECIMAN A B C D
Compactor air pressure PSI 320 220 130
Water added - % 1.9 2.7 3.7
Moisture at compaction % 8.0 9.0 10.0
Height of sample IN 2.34 2.38 2.42
Dry density PCF 133.7 130.6 129.1
R-Value by exudation 65 51 26
R-Value by exudation, corrected 61 48 24
Exudation pressure PSI 621 359 208
Stability thickness' FT 0.40 0.56 0.85
Expansion pressure thickness FT 0.33 0.13 0.00
DESIGN CALCULATION DATA
Traffic index, assumed. 4.5
Gravel equivalent factor, assumed 1.25
Expansion, stability equilibrium 0
R-Value by expansion NA
R-Value by exudation j 41
R-Value at equilibrium 1 41
Expansion, Stability Equilibrium
2.00
U) 1.50
C.)
a, 2
SAMPLE INFORMATION
Sample Location: College Blvd Reach C 8.50
Sample Description: Dark Gray Silty Sand W/ Gravel
Notes:
30% Retained on 3/4 inch screen
Test Method: Cal-Trans Test 301
R-Value By Exudation
80
70
60
50
a)
40
0
0.50
0.00 -I-i--
0.00
a••uuu•uuu••uu
u••uuuu•u•••uu F ••••••••••••• cr _________
UUUURUUllU•URU
1a11P1.,
GeoSoils, Inc.
.5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915
- VALUE TEST RESULTS
Project: MCMILLIN
Number: 4028-E-SC
Date: Aug-03 Figure: 2
Traffic index assumed 4.5
Gravel equivalent factor, assumed " 1.25
Expansion, stability equilibrium 0.58
R-Value by expansion 50
R-Valué by exudation 26
R-Value at equilibrium 26
Expansion, Stability Equilibrium
2.00
0.00
0.00 0.50 1.00 1.50 2.00
Stability Thickness (ft)
TEST SPECIMAN A B C 0
Compactor air pressure PSI 310 170 90
Water added 1.2 2.1 3.0
Moisture at compaction 8.0 9.0 10.0
Height of sample IN 2.31 2.41 2.33
Dry density PCF 136.9 129.5 130.7
R-Value by exudation 55 36 17
R-Value by exudation, corrected 50 34 16
Exudation pressure PSI 592 377 220
Stability thickness FT 0.52 0.74 0.96
Expansion pressure thickness FT 0.63 0.27 0.00
DESIGN CALCULATION DATA SAMPLE INFORMATION
GeoSoils, Inc. R - VALUE TEST RESULTS
5741 Palmer Way Project: MCMILLIN
Carlsbad, CA 92008
< Telephone: (760) 438-3155 Number: 4028-E-SC
Fax: (760) 931-0915
Date: Apr-04 Figure:
-
3
2.00 70
60
(hi.00
0.00 -1-c--
0..00 0.50 1.00 1.50 2.00
Stability Thickness (if)
TEST SPECIMAN A B C D
Compactor air pressure PSI 190 100 80
Water added % 1.8 3.2 3.6
Moisture at compaction % 11.0 12.5 13.0
Height of sample IN 2.48 2.52 2.54
Dry density PCF 121.1 117.9 116.8
R-Value by exudation 33 16 14
R-Value by exudation, corrected 33 16 14
Exudation pressure PSI 650 323 242
Stability thickness FT 0.77 0.97 0.99
Expansion pressure thickness FT 0.40 0.13 0.00
DESIGN CALCULATION DATA
Traffic index, assumed 4.5
Gravel equivalent factor, assumed 1.25
Expansion, stability equilibrium 0
R-Value by expansion NA
R-Value by exudation 15
R.-Value at equilibrium 15
Expansion, Stability Equilibrium
SAMPLE INFORMATION
Sample Location: College Blvd 3+00
Sample Description: Dark Brown Silty Sand W/ Gravel
Notes: Reach C"
13% Retained on 3/4 inch sieve
Test Method: Cal-Trans Test 301
R-Value By Exudation
80
GeoSoils, Inc.
.
5741 Palmer Way
Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915
R -VALUE TEST RESULTS
Project: MCMILLIN
Number: 4028-E-SC
Date:. Apr-04 Figure: 4
Ii
TEST SPECIMAN A B C D
Compactor air pressure PSI 240 130 70
Water added % 4.9 5.9 6.7
Moisture at compaction % 9.1 10.1
Height of sample IN 2.36 2.48 2.58
Dry density PCF 132.8 127.9 123.3
R-Value by exudation 46 22 17
R-Value by exudation, corrected 42 22 18
Exudation pressure PSI 1 6431 403 290
Stability thickness FT 0.62 0.90 0.96
Expansion pressure thickness FT 1 0.001 0.00 0.00
DESIGN CALCULATION DATA
Traffic index, assumed 4.5
Gravel equivalent factor, assumed 1.25
Expansion, stability equilibrium 0
R-Value by expansion NA
R-Value by exudation 19
R.-Value at equilibrium 19
Expansion, Stability Equilibrium
2.00
SAMPLE INFORMATION
Sample Location: College Blvd Reach c 101.00
Sample Description: Dark Gray Sandy Clay W/ Gravel
Notes;
36% retained on 3/4 inch sieve
Test Method: Cal-Trans Test 301
R-Value By Exudation
0)
70
U) 1.50
C
0
4'
C)
E.00
1050
0.00
0.00 0.50 1.00 1.50
Stability Thickness (ft)
60
50
C) M.
40 Cu >
30
20
10
0
2.00 800 700 600 500 400 300 200 100 • 0
Exudation Pressure (psi)
GeoSoils, Inc.
ç? 5741 Palmer Way
toil, . Carlsbad, CA 92008
Telephone: (760) 438-3155
Fax: (760) 931-0915
- VALUE TEST RESULTS
Project: MCMILLIN
Number: 4028-E-SC
Date: Aug-03 Figure: 5