HomeMy WebLinkAboutCT 02-27; LA COSTA FAIRWAYS; LIMITED SUMMARY REPORT OF GEOTECHNICAL TESTING AND OBSERVATION SERVICES DURING POST-GRADING; 2007-06-29CrO-.2-7
r SuMiiLY REPORT OF GEOTECHNICAL
AND OBSERVATION SERVICES
DURING POST GRADING OPERATIONS
LA COSTA FAIRWAYS
CARLsBAD, CALIFORNIA,
G E 0 T E K
GEOTECHNICAL I ENVIRONMENTAL MATERIALS
GeoTek, Inc.
1384 Poinsettia Avenue, Suite A,Vista, CA 92081-8505
760-599-0509 Office 760-599-0593 Fax www.geotekusa.com
June 29, 2007
Project No.: 2611SD3
PAR DEVELOPMENT
421 C Street, Suite 300
San Diego, California 92011
Attention: Mr. Ruben Carillo
Subject: Limited Summary Report of Geotechnical Testing and Observation Services
During Post-Grading Operations
La Costa Fairways
Carlsbad, California
Reference: Interim Report of Geotechnical Testing and Observation Service during Earthwork Construction
Buildings Al, Al and Bi, B2 for La Costa Fairways, Carlsbad, California by Geotelç Inc., Project No.
2611 SD3, dated June 19, 2006.
Dear Mr. Carillo:
This report presents a summary of the observation and testing services provided by GeoTek, Inc.
during the earthwork portion of construction activities for the subject project subsequent to rough
grading of the site. The observation and testing services reported herein were performed between
September 14, 2005 and December 13 2006. We performed observation and testing services for
rough grading at the site and have presented our results in the reference document. The specific
items under the purview of this report are as follows:
Observation of foundation excavations for building pads and retaining walls at the subject
site. Our observations indicate that the foundations extend to the minimum embedment
and width and into adequate bearing strata as recommended in the project soils report.
Observation and testing services during the backfill of retaining walls at the site. Prior to
backfihling, wall drains were observed. Field density tests indicate backfill soils were
compacted to a minimum relative compaction of 90 percent.
Observation and testing services during utility trench backfill including that for sewer,
storm drain, and water. Field density tests indicate backfill soils were compacted to a
minimum relative compaction of 90 percent.
GEOTECHNICAL I ENVIRONMENTAL MATERIALS
Par Development June 29, 2007
La Costa Fairways Project: 2611 SD3
Limited Summary Report of Geotechnical Observations and Testing Page
Observation and testing of the processing of the subgrade soils along Camino Abierto.
Subgrade soils were processed to a depth of approximately 12 inches and materials
greater than six (6) inches removed or broken down prior to compaction. Field density
tests indicate subgrade soils were compacted to a minimum relative compaction of 95
percent.
Observation and testing of placement of aggregate base for Carnino Abierto and curb and
gutter. Field density tests indicate aggregate base were compacted to a minimum relative
compaction of 95 percent.
Observation and testing of placement of asphalt concrete paving. Test results were
compared to the Hveem density provided by the material supplier. Field density tests
indicate asphalt concrete was compacted to a minimum relative compaction of 95
percent. It should be noted that core densities might vary from field density test results.
LABORATORY TESTING PROCEDURES
The laboratory maximum dry density and optimum moisture content for representative soil types
were determined in general accordance with test method ASTM D-1557. Table 1 presents the
soil types tested for this project.
FIELD TESTING PROCEDURES
Field density testing was performed using nuclear gauge in accordance with ASTM D-2922 or
sand cone in accordance with (ASTM D-1556). Where relative compaction was below the
percentage considered as passing (as indicated above) or the moisture content was lower than
acceptable, the contractor was notified. The area represented by failing test was reworked by the
contractor and then retested. Field density test results are presented on Tables 2 through. 7.
GEOTECHNICAL I ENVIRONMENTAL I MATERIALS
(I
Par Development June 29, 2007
La Costa Fairways S
Project: 2611SD3
Limited Summary Report of Geotechnical Observations and Testing Page 4
CONCLUSIONS AND RECOMMENDATIONS
In our opinion, the footings observed are in substantial conformance with the recommendations
of the above referenced project plans and applicable provisions of the 2001 California Building
Code. Based on our observations, the subject retaining walls and site utilities appear to have been
ackfllled in accordance with the approved soils report. The construction of Camino Abierto was
performed in accordance with the approved soils report. It is our opinion that the test results
presented herein should be considered representative of the level of compaction achieved during
earthwork construction for the onsite improvements between the dates of September 14, 2005
and December 13 2006. Our findings were made, and recommendations prepared in
conformance with generally accepted professional engineering practices and no further warranty
is implied nor made. This report is subject to review by the controlling authorities for this
project. GeoTek, Inc. accepts, neither responsibility nor liability for work, testing or
recommendations performed or provided by others.
We appreciate the opportunity to be of continued service. Please do not hesitate to call our Office
if there are any questions or if we may be of further service.
Respectfully Submitted,
GeoTek, Inc.
Timothy E. Metcalfe,
CEG 1142, Exp. 4/30/08
Principal Geologist Senior Geotechnical Engineer
JDTFM/lg
Distribution: (3) Addressee
End: Figure 1 - Wall Density Test Location Plan
Table 1— Summary of Laboratory Maximum Dry Density
Tables 2 through 7— Summary of Field Density Tests
G:\Projects\Projecfs 2000 to 2999Projects 2600 to 2649t2611SD3'Par'La costa\2611_Final-wall.u:il-pave.doc
GEOTECHNICAL I ENVIRONMENTAL I MATERIALS
Par tevelopfl%ent June 29, 2007
La Costa Fairways Project: 2611 SD3
Limied Summary Report of Geotechnical Observations and Testing Page 4
TABLE 1
SUMMARY OF LABORATORY MAXIMUM DRY DENSITY
AND OPTIMUM MOISTURE CONTENT TEST RESULTS (ASTM 01557)
S.il Type Description Maximum Dry
Density (PCF)
Optimum Moisture
Content (%)
A Pale olive clayey SAND with silt 122 11 V2
B Gray-brown clayey SAND 124 12
C Olive-brown clayey SAND 123 12
D Shading Sand . 129 1/2 9
E Aggregate Base 134 8.
AC1 Asphalt *151.3 -
* H'..eem provided by material supplier
I t
GEOTECHNICAL I ENVIRONMENTAL I MATERIALS
GeoTek, Inc. June 2007 Par Development
La Costs Fairways Project No.: 2611-SD3
Carlsbad, CA Page 1 of 5
TABLE 2
SUMMARY OF FIELD DENSITY TESTS
WALL RACKFILL
20a Retest of 20 34 17.1 114.0 B 123.0 N 93
9/21/06 21 Bulding A2 south wall SG 15.1 118.0 B 123.0 __.j_ 91
22 Bulding A2 west wall 33 14.3 108.5 B 123.0 N 88
23 Bulding A2 west wall SG 15.3 110.8 B 123.0 N 90
22a Retest of22 33 16.7 110.7 B 123.0 N 90
9/22/06 24 Bulding Al east wall SG 1 16.8 110.7 B 123.0 1 N 90
9/25/06 25 Bulding Al east wall 36 14.8 111.8 B 123.0 N 91
26 Bulding Al southeast wall 36 14.3 111.6 B 123.0 N 91
27 Bulding Al southwest wall 36 15.0 112.0 B 123.0 JL. 91
- 28 IBulding Alwest wall 36 14.7 112.2 B 123.0 N 91
9/25/06 29 Bulding Al west wall 38 14.7 1 111.9 B 123.0 N 91
30 Bulding Al southwest wall 38 14.9 112.2 B 123.0 1 N 91
31 BuldingAl southeast wall 38 14.5 112.1 B 123.0 N 91
32 Bulding Ai east wall 38 15.0 111.7 - B 123.0 N 91
9127/06 33 Bulding Al southeast wall 40 14.5 111.9 B 123.0 N 91
34 Bulding At southwest wall 1 40 1 14.8 111.7 1 B 123.0 N 91
35 Bulding Al east wall 40 15.3 112.3 B 123.0 N 91
36 Bulding Al west wall . 40 15.1 112.0 B 123.0 N 91
I
Note:
N = Nuclear Gauge Test
I SC = Sand Cone Test
SG = SubGrade Test
All elevations are approximate
Far Development
La Costa Fairways
Carlsbad, CA
GeoTek, Inc. June 2007
Project No.: 2611-SD3
Page 20f5
TABLE 2
SUMMARY OF FIELD DENSITY TESTS
WALL BACKFILL
DATE Test
°. Location Elevl
Do
Moisture
Content
(%)
Dry
Density
(pet)
Soil
°
Maximum
Density
(pcf)
Test
Type
Relative
Compaction
(%)
9/28/06 37 Bulding Al east wall 42 14.9 111.6 B 123.0 N 91
38 Bulding All southeast wall 42 15.3 111.9 B. 123.0 N 91
39 Bulding Al southwest wall 44 15.0 1 111.4 B 123.0 N 91
40 Bulding Al west wall 44 15.5 111.8 B 123.0 N 91
9I9l06 41
42
Bulding Al Slope Face at the W Side of Wall
Buldlng.A1 Slope Face at the W Side of Wall
43
41
15.3
15.0
111.7
111.4
B
B
123.0
123.0
N
N
91
91
43 Bulding Al Slope Face at the W Side of Wall 38 15.6 111.6 B 123.0 N 91
12113/06 4.4 Bulding B2 southwest corner 1 22.5 12.9 110.9 B 123.0 N 90
45 1 Bulding 132 southwest corner 24.5 13.2 1 111.8 B 123.0. N 91
46 113ulding 132 southwest corner 26.5 13.6 111.3 B 123.0 N 91
47 1 Bulding B2 southwest corner 27.5 14.3 112.3 B 123.0 N 91
I Par Development GeoTek,1nc;
- June 2007
La Costa Fairways Project No.: 261 1-S03
Carlsbad, CA Page 3 of 5
TABLE 3
SUMMARY OF FIELD DENSITY TESTS
SEWER -WATER - STORM DRAIN TRENCH BACKFILL
DATE TestNeet No. Location o. pth
Molstum
(%)
Content Type
Dry
(pci)
Soil
IM
Test
Type
Relative
Compaction
---M-
111 Lateral Sewer Line A 9/14/05
2+05 34.0 15.3 117.2 A 122.0 N 96
112 Lateral Sewer Line A 1+70 34.0 15.8 116.5 A 122.0 N 95
-- 113 Lateral Sewer Line A 1+27 33.0 15.4 116.9 A 122.0 N 95
114 Lateral Sewer Line A 2+05 36.0 16.3 117.2 A 122.0 N 95
-- 115 Lateral Sewer Line A 1+70. 36.0 15.7 115.9 A 122.0 N 95
116 Lateral Sewer Line A 1+30 35.0 15.8 116.2 A 122.0 N 95
9/15/05 117 Sewer Line A 1+10 33.5 15.8 110.8 A 122.0 N 90
-- 118 Sewer Line A 1+20 35.3 1 15.4 110.6 A 122.0 N 90
119 Sewer Line A 1+75 36.0 15.4 109.9 A 122.0 N 90
120 Sewer Line A 1+55 33.8 14.7 113.2 A 122.0 N 92
-- 121 Sewer Line A 1+45 35.0 14.2 113.6 A 122.0 N 93
9/16/05 122 Sewer Line A 1+05 33.0 16.2 110.2 A 122.0 N 90
-- 123 Sewer Line A 1+90 35.5 15.5 109.8 1 A 122.0 N 90
124 Lateral Sewer Line A 3+09 24.0 17.4 109.5 A 122.0 N 89
-- 124A Retest of 124 3+09 24.0 16.9 109.9 A 122.0 N 90
125 Lateral Sewer Line A 2+96 23.0 15.3 110.4 A 122.0 N 90
126 Lateral Sewer Line A 2+96 26.5 15.4 113.2 A 122.0 N 92
-- 127 Sewer Line B . 3+10 24.0 15.0 111.6 A 122.0 N 91
-- 128 Sewer Line B 3+40 26.9 15.8 110.5 A 122.0 N 90
-- 129 Lateral Sewer Line B 1+32 27.0 15.4 110.8 A 122.0 N 90
9/19/05 131 ISewer Line B 3+20 24.6 15.8 111.1 A 122.0 N 91
-- 132 Sewer Line B 3+25 27.0 16.7 108.2 A 122.0 N 88
-- 132A Retest of# 132 3+25 27.0 17.0 111.7 A 122.0 N 91
-- 133 Storm Drain 1+50 24.0 15.7 111.9 A 122.0 N 91
134 Storm Drain - 1445 27.0 148 112.7 A 122.0 N 92
135 Storm Drain 1+47 29.6 14.2 113.8 A 122.0 N. 93
-- 136 -Storm Drain 2+05 19.0 15.8 109.9 A 122.0 N 90
9/20/05 137 Sewer Line B 1+80 17.0 19.0 111.0 A 122.0 N 90
9/21/05 138 Sewer Line B 1+85 15.5 16.2 112.8 A 122.0 N 92
-- 139 Sewer Line B 1+85 17.0 16.8 113.6 A 122.0 N 93
-- 140 Sewer Line B 1+80 15.0 16.2 113.0 A 122.0 N 93
141 Sewer Line B 1+55 22.0 15.7 112.0 A 122.0 N 92
-- 142 ISewer Line B 1+45 27.0 15.9 113.2 1 A 122.0 1 N 93
9/27/05 143 MH Sewer Line B 2.96 21.0 14.2 112.0 A 122.0 N 91
- 144 MH Sewer Line B 3+52 22.6 14.4 112.4 A 122.0 N 91
- 145 MH Sewer Line B 3+52 25.0 13.9 113.1 A 122.0 N 92
146 MH Sewer Line B 2+32 25.0 15.1 112.7 A 122.0 N 91
-- 147 MH Sewer Line B 3+52 27.0 14.2 113.8 A 122.0 N 93
148 MH Sewer Line B . 2+32 29.5 14.7 113.6 A 122.0 N 93
- 149 MH Sewer Line B . 2+17 30.0 14.2 113.8 A 122.0 N 93
9128/05 150 MH Sewer Line B 2+96 23.0 1 15.3 112.1 A 122.0 N 91
- 151 MH Sewer Line-B 2+96 25.0 14.8 113.6 A 122.0 N 92
-- 152 MH Sewer Line B . 2+96 28.0 14.3 114.7 A 122.0 N 94
153 MH Sewer Line B 4+46 15.2 14.6 115.1 A 122.0 N 94
154 lMH Sewer Line B 4+46 16.5 14.7 114.7 A 122.0 N 94
-- 155 MH Sewer Line B 4+46 18.0 14.6 114.3 A 122.0 N 94
156 MH Sewer Line B S 4+46 18.9 15.0 113.9 A 122.0 N 93
09/30/05 157 Storm Drain 2+30 23.0 16.8 110.4 A 122.0 N 90
158 Storm Drain 1+85 25.5 14.4 -115.8 A 122.0 N 94
159 Storm Drain 2+10 27.1 15.6 110.8 A 122.0 N 91
160 iStorm Drain 1+20 1 24.8 14.1 113.2 1 A 122.0 1 N 92
161 Storm Drain 1+22 1 . 27.3 1 13.6 113.7 A 122.0 N 93
10/03/05 162 Storm Drain 1+22 24.0 14.3 109.3 A 122.0 N 89
162A Storm Drain 1+22 24.0 12.9 114.9 A 122.0 N 94
Per Development
La Costa Fairways
Carlsbad, CA
(aeOleK, Inc. June 2007
Project No.: 261 1-SD3
Page 4of5
TABLE 3
SUMMARY OF FIELD DENSITY TESTS
SEWER - WATER - STORM DRAIN TRENCH BACKFILL
0/24I05 189 IWateineA I 2+13 33,6 15.8 -. 117.2 A 122.0 N 96
-- 190 Waterline A 1+90 32.0 15.9 109.5 A 122.0 N 89
191 Waterline A 4+25 27.0 13.9 116.7 A 122.0 N 95
-- 192 Waterline A 4+20 29,0 14.2 117.5 A 122.0 N 96
193 Waterline A- lateral 4+08 29.0 14.3 117.9 A 122.0 N 96
- 194 lWatedine A - lateral 4+02 29.0 1 14.9 118.3 1 A 122.0 1 N 96
- 195 lWatedine A 3+60 27.4 15.6 118.0 A 122.0 N 96
-- 196 Waterline A 3+30 27.6 14.6 117.7 A 122.0 N 96
197 Waterline A 3+18 26.8 15.6 117.2 A 122,0 N 96
190A Retest of #190 1+90 32.0 15.4 116.9 A 122.0 N 95
2/24106 198 Sewer lateral - pad B-2 4+25 19.0 12.4 101.1 122.0 ...JL 91
199 Sewer lateral - pad B-i 4+92 1 18.0 13.2 112.0 1 A 122.0 1 N 92
200 Sewerlateral - padB-i . 4+60 19.0 12.0 113.2 A 122.0 N 93
201 Sewer lateral -pad B-2 3+90 -18.0 13.8 110.4 A 122.0 N 91
7117/06 202 Waterline A 1+50 38.0 5.7 115.7 D 129.5 Sc 89
9/08/06 203 Retest of# 202 I 1+50 38.0 14.0 119.8 B 124.5 ISC 95
I Note:
N = Nuclear Gauge Test
I
.SC= Sand Cone Test
SG = Subgrade Test
All elevations are approximate
I . Par Development
La Costa Fairways
Carlsbad, CA
I
GeoTek, Inc.
TABLE 4
SUMMARY OF FIELD DENSITY TESTS
CAMINO ABIERTO - PRIVATE STREET - SURGRAflE
June 2007
Project No.: 2611-SD3
Page 5 of 5
DATE Test
0. Location St.. No. Depth
Elevl Content
Moisture Dry
Density Soil
Type
Maximum
natty (pci)
Test
Type
Relative
Compaction
9/14/05 1 Private Street-Caul de Sac-N - reworked 3+10 SO 11.4 114.0 B 123.0 N 93
2 Private Street-Caul de Sac-S - reworked 2+60 SG 10.5 103.9 B 123.0 N 85
3 Private Street-Center Portion -reworked 2+15 SG 13.6 110.2 B 123.0 N 89
4 Private Street-Southern Portion - reworked 1+60 SO 9.4 115.3 B 123.0 N 94
10/16/06 5 Retest of#4 1+60 SG 14.9 117.8 B 123.0 N 96
6 Retest of#3 2+15 SO 14.8 117.1 B 123.0 N 92
7 Retest of #2 2+60 SO 14.8 118.9 B 123.0 N 95
8 Retest of#i 3+10 SG 15.1 118.5 B 123.0 N 96
10/26/06 '8x Private Street-entrance 1+35 50 13.1 117.0 A 123.0 N 95
9 Retest of #6 2+15 SO 13.7 117.8 A 123.0 N 96
10 1 Private Street - entrance 1+35 50 12.3 117.6 A 123.0 N 96
TABLES
SUMMARY OF FIELD DENSITY TESTS
CAMINO ARIERTO - PRIVATE STREET. RASE (RAflF
DATE Test
No. Location St.. No. Elov/
Depth
More istu
Content
(%)
Dry
Density
(pci)
soil
Type
Maximum
Density (pci)
Test
Type
Relative
Compaction
(%)
10/27106 11 Camino Abierto 1+35 BO 4.5 129.0 E 134.0 N 96
12 Camino Ablerto 1+40 BG 3.4 131.3 E 134.0 N 98
13 lCaminoAbierto 1+35 BG 6.4 131.0 E 134.0 ' N 98
11/06106 14 Camino Abierto 1+45 80 5.0 128.3 E 134.0 N 96
-- 15 CarninoAblerto 1+70 BG 5.2 129,1 E 134.0 N 96
-- 16 CamlnoAblerto 2+00 BG 5.5 130.1 E 134.0 N 97
17 Camino Ablerto 2+30 BG 6.1 127.9 E 134.0 N 95
18 Camino Ablerto 2+55 1 BC 6.3 128.8 E .134.0 N 96
19 Camino Ablerto '2+90 BG 5.8 1 128.1 1 E 1 134.0 N 96
-- 20 Camino Abierto . . 3+00 BG 6.0 129.8 E 134.0 N 97
21 lCaminoAblerto 3+10 BG 5.8 129.0 1 E 1 134.0 N 96
TALt5
SUMMARY OF FIELD DENSITY TESTS
CAMINO ARIERTO - PRIVATE STREET ASPIIAl T
DATE Test Location St.. No. Elev/ Moisture
Content
Wet
Density Soil Maximum Test - Relative
Compaction No. Depth Typo Density (Pd) Typo (%) (pci) - (%)
11/07/06 1 CaminoAbierto 3+00 AC N/A 146.9 AC 151.3 N 97
-- 2 Camino Ablerto ' 2+50 AC ' N/A 145.0 AC 151.3 N 96
TABLE 7
SUMMARY OF FIELD DENSITY TESTS
CAMINO ARIERTfl - PRIVATE STREET. CIIRR A (iI.rrFR
DATE
- Test
No. Location St., No. Elevl
Depth
Moisture
Content
(%)
Dry
Density Type
Soil
(pci)
Maximum
Density (pci)
Test
Type
Relative
Compaction
(%)
10/18/06 1 E Side-Entrance 1+60 BG 8.9 127.6 E 134.0 N 95
2 E Side-W of Pad A-i 2+10 BC 7.6 129.4 E 134.0 N 97
3 1 E Side of Cul De Sac-W of Pad A-2 2+70 BG 8.0 128.0 E 134.0 N 1 96
4 N Side of Cul De Sac ' 3+30 BG 8.4 128.5 E 134.0 ' N 96
5 W Side-W Side of Pad A-2 2+50 BG 7.7 129.6 E 134.0 N 97
-- 6 W Side 2+15 BG 8.2 127.8 E 134.0 N 95
7 W Side-W of Pad A-I 1+70 BG 7.6 128,9 E 134.0 N 96
Note:
N = Nuclear Gauge Test
SG = Subgrade Test
All elevations are approximate