HomeMy WebLinkAbout; Arroyo La Costa, Unit 1, Lots 1 through 120; Final Report of Testing and Observation Services; 1997-11-01FINAL REPORT OF TESTING
AND OBSERVATION SERVICES
DURING SITE GRADING
ARROYO LA COSTA, UNIT 1
LOTS 1 THROUGH 120
CARLSBAD, CALIFORNIA
PREPARED FOR
VILLAGES OF LA COSTA
SOUTHWEST, LLC
CARLSBAD, CALIFORNIA
NOVEMBER 1997
In general, the in-place density test results indicate that the fill soil, at the tested locations, has a
relative compaction of at least 90 percent. The approximate locations of the in-place density tests
are shown on the As-Graded Geologic Map (Figures 2 through 9).
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), expansion
potential, shear strength, and soluble sulfate. The results of the laboratory tests are summarized in
Tables II through V.
Slopes
The project slopes consisted of cut and fill slopes constructed at inclinations of 2:1
(horizonta!:vertical) or flatter, with maximum heights of approximately 30 and 45 feet, respectively.
A shear key was constructed at the transition, cut/fill slope adjacent to Lot Nos. 26 through 29 to
remove highly fractured claystone of the Del Mar Formation. The shear key was constructed to
reduce the potential for damage to the fill slope and the building pads that may occur due to erosion
and sloughage ofthe cut portion of the slope. Cross Section A-A' (Figure 1) depicts the general
configuration of the shear key.
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
Subdrains were installed at the general locations shown on the approved grading plans. In addition,
the subdrains were "as-built" for location and elevation by the project civil engineer. The subdrains
generally consisted of a 6 to 8-inch diameter PVC perforated pipe placed in crushed aggregate
surrounded by Mirafi MON filter fabric. The drains were typically placed at least 10 feet below
grade and constructed at a gradient of at least 1 percent.
During construcfion, the subdrains were generally discharged into storm drain inlet structures or onto
surface grade. Where discharged onto surface grade, a concrete wall was constructed at the outlet
point to protect against blockage or destruction of the subdrain outlet. The canyon subdrain outlets
should be maintained regularly to prevent sediment and debris from obstructing the free flow of
water out of the subdrain system. The final "as-built" subdrain locations surveyed by Project Design
Consultants are shown on the "As-Graded Geologic Map" (Figures 2 through 9).
Project No. 05871-12-01 - 4 - November 14, 1997
the amount of soluble sulfates within the surficial soils to determine the potential for sulfate attack
on normal Portland Cement Concrete. The test results ranged from a very low to high sulfate content
with corresponding "negligible" to "severe" sulfate exposure rafings. Generally, Type II and Type V
cement should be used for moderate and severe sulfate ratings, respectively. Geocon Incorporated
does not practice corrosion engineering. Therefore, results of these tests should be reviewed by the
respecfive neighborhood developer and their retained corrosion consultant and appropriate
recommendafions should be implemented during design and construction of proposed improvements.
The results of the soluble sulfate tests are summarized on Table V.
SOIL AND GEOLOGIC CONDITIONS
The soil and geologic condifions encountered during grading were found to be similar to those
described in the project geotechnical report. Moderately dense to dense, silty, fine sands and sandy
silts of the Torrey Sandstone (Tt), were exposed at grade on cut lots, cut slopes, cut areas within
street right-of-ways, or in canyon cleanouts. Limited exposures of sfiff, sandy claystone of the
Delmar Formation (Td) were observed in the lower elevations of the site. Compacted fill soil was
placed in areas of fill and is designated as Qcf on Figures 2 through 9. In addition, compacted fill
soil placed in undercut areas is designated as Que. Table VII presents a summary of the as-graded
building pad conditions for each lot.
The enclosed "As-Graded" Geologic Map (Figures 2 through 9) depicts the general geologic
conditions observed. No soil or geologic conditions were observed during grading which would
preclude the confinued 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
the observation and compaction testing services of the geotechnical engineer of record.
Grading plans for any future grading should be reviewed by the geotechnical engineer of
record prior to finalizing. All trench backfill in excess of 1-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 operafions.
3.0. Foundations
3.1. Lot specific foundation recommendations should be provided by the geotechnical engineer
of record for each respective neighborhood within the Arroyo La Costa planned residential
community. As-graded conditions for each lot are provided in Table VII as general
guidelines to aid in evaluating foundation design.
3.2. Where buildings or other improvements are planned near the top of a slope steeper
than 3:1 (horizontahvertical), special foundations and/or design considerations are
recommended due to the tendency for lateral soil movement to occur. The considerations
listed below should be reviewed by the respective neighborhood developer and the
geotechnical engineer of record for the site improvements.
• For fill slopes less than 20 feet high, building footings should be deepened such that
the bottom outside edge of the footing is at least 7 feet horizontally from the face of
the slope.
• Where the height of the fill siope exceeds 20 feet, the minimum horizontal distance
should be increased to H/3 (where H equals the vertical distance from the top of the
ProjectNo. 05871-12-01 -6- November 14, 1997
slope to the toe) but need not exceed 40 feet. For composite (fili over cut) slopes, H
equals the vertical distance from the top of the slope to the bottom ofthe fill portion of
the slope. An acceptable altemative to deepening the footings would be the use of a
post-tensioned slab and foundation system or increased footing and slab reinforce-
ment. Specific design parameters or recommendations for either of these altematives
can be provided once the building location and fill slope geometry has been
determined.
For cut slopes in dense formational materials, or fill slopes inclined at 3:1 (hori-
zontahvertical) or flatter, the bottom outside edge of building footings should be at
least 7 feet horizontally from the face of the slope, regardless of slope height.
Swimming pools located within 7 feet of the top of cut or fiil slopes are not
recommended. Where such a condition cannot be avoided, it is recommended that the
portion of the swimming pool wall within 7 feet of the slope face be designed
assuming that the adjacent soil provides no lateral support. This recommendation
applies to fill slopes up to 30 feet in height, and cut slopes regardless of height. For
swimming pools located near the top of fill slopes greater than 30 feet in height,
additional recommendations may be required and the geotechnical engineer of record
for site improvements should be retained under separate contract for a review of
specific site conditions.
ProjectNo. 05871-12-01 - 7- November 14, 1997
which we agreed to be involved. Except for the limited soluble sulfate testing of near surface soils,
our services did not include the evaluation or identification of the potenfial 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 resuhs. 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.
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 INCORP
RCE 22527
PAT:DFL:dmc
Patrick A. Thomas
CEG 2024
(7/del) Addressee
(1) Project Design Consultants-Attention: Mr. Paul Kane
Project No. 05871-12-01 -9-November 14, 1997
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TABLE II
SUMMARY OF LABORATORY MAXIMUM DRY DENSITY
AND OPTIMUM MOISTURE CONTENT TEST RESULTS
ASTM D1557-91
Sample
No. Description
Maximum
Dry Density
(pcf)
Optimum
Moisture Content
(% dry weight)
1 Light olive brown, fme SAND, with silt 113.8 14.5
2 Light gray-brown CLAY, with sand and silt 110.0 17.7
3 Dark brown. Clayey fine SAND, with trace silt 119.0 10.9
4 Orange-gray-brown, Clayey, fine SAND, with
trace silt
116.8 13.5
5 Dark yellowish brown, Silty SAND, with clay 122.9 11.1
6 Light olive-brown. Clayey fine SAND 119.0 13.0
7 Light brown, Clayey, fine SAND, with trace
sih
119.8 13.6
8 Brown, Clayey, fine SAND, with some silt 121.5 12.2
9 Light brown, Silty, fine SAND, with trace ciay 117.5 13.1
10 Olive green, Silty CLAY 115.0 15.8
11 Yeilow-brown, Silty, fine SAND, with trace
clay 120.0 13.2
12 Yeilow-brown, Silty, fine SAND, with trace
ciay 112.5 16.0
13 Tan, Silty, fine SAND 115.2 14.7
14 Dark brown. Clayey SAND 120.6 11.0
15 Yellow-brown, Silty fine SAND, with trace
clay
117.1 13.8
16 Olive brown, Silty, fine SAND, with trace clay 121.2 11.8
17 Dark brown, Sandy CLAY 118.4 12.6
18 Yellow-brown, fine SAND 115.0 14.5
19 Dark gray, Sandy CLAY 117.8 12.3
20 Yellow-brown, Silty fine SAND, with trace
clay
115.5 14.3
21 Yellow-brown, Silty fine SAND 113.8 15.4
22 Light olive-brown, Silty, fine SAND 117.2 12.9
23 Yellow-brown, Silty, fine SAND 113.9 14.9
ProjectNo. 05871-12-01 November 14, 1997
TABLE III
SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS
Sample
No.
Moisture Content
Before Test After Test
(%) (%)
Dry Density
(pcf)
Expansion
Index
1 8.5 21.7 114.5 5
2 9.3 20.0 112.0 9
3 9.9 20.9 109.5 4
4 9.0 21.5 112.7 7
5 10.0 21.5 110.2 7
6 10.1 25.9 109.7 20
7 10.3 21.8 109.0 18
8 8.9 23.4 112.8 24
9 9.7 23.4 112.0 10
10 9.1 22.7 112.9 2
11 8.2 20.8 116.8 2
12 10.1 22.3 110.8 47
13 9.0 21.4 112.4 6
14 10.0 24.0 109.2 13
15 9.0 20.8 113.0 12
16 9.2 22.7 113.1 12
TABLE IV
SUMMARY OF REMOLDED DIRECT SHEAR TEST RESULTS
Sample
No.
Dry Density
(pcf)
Moisture Content
(%)
Unit Cohesion
(psf)
Angle of Shear
Resistance (degrees)
20 104.0 14.9 450 34
21 103.0 14.7 655 33
23 102.5 15.0 705 33
Note: Samples were remolded to approximately 90 percent of maximum dry density at near
optimum moisture content.
ProjectNo. 05871-12-01 November 14, 1997
TABLE V
SUMMARY OF WATER SOLUBLE SULFATE LABORATORY TEST RESULTS
CALIFORNIA TEST 417
(TEST PERFORMED BY CLARKSON LABORATORIES)
LOT NOS. 1 THROUGH 120, UNIT 1, ARROYO LA COSTA
Sample
No.
Water Soluble
Sulfate (%) Sulfate Exposure Lots Represented
1 0.058 Negligible 62 through 70
2 0.026 Negligible 54 through 61
3 0.025 Negligible 82 through 92
4 . 0.014 Negligible 45 through 53
5 0.017 Negligible 36 through 44
6 0.026 Negligible 26 through 35
7 0.026 Negligible 93 through 103
8 0.046 Negligible 11, 71, 72, 74, 75, and 18 through 20
9 0.023 Negligible 5 through 10 and 12 through 17
10 0.029 Negligible 73, 76 through 81, and 116 through 120
11 0.015 Negligible 1 through 4
12 .20 Severe 21,22, and 23
12R 0.056 Negligible 21,22, and 23
13 0.015 Negligible 24, and 25
14 0.056 Negligible 106 through 111
15 0.038 Negligible 104, 105, and 112 through 115
16 0.038 Negligible Recreation Area
ProjectNo. 05871-12-01 November 14, 1997
TABLE VI
SUMMARY OF FINISH GRADE EXPANSION INDEX TEST RESULTS
LOT NOS. 1 THROUGH 120, UNIT 1, ARROYO LA COSTA
Lot Numbers Sample at
Finish Grade
Expansion
Index
UBC
Classification
1 through 4 11 2 Very Low
5 through 17 9 10 Very Low
18 through 20 8 24 Low
21 through 23 12 47 Low
24 and 25 13 6 Very Low
26 through "35 6 20 Very Low
36 through 44 5 7 Very Low
45 through 53 4 7 Very Low
54 through 61 2 9 Very Low
62 through 70 1 5 Very Low
71 and 72 8 24 Low
73 10 2 Very Low
74 and 75 8 24 Low
76 through 81 10 2 Very Low
82 through 92 3 4 Very Low
93 through 103 7 18 Very Low
104 and 105 15 12 Very Low
106through 111 14 13 Very Low
112 through 115 15 12 Very Low
116 through 120 10 2 Very Low
Recreation Area 16 12 Very Low
ProjectNo. 05871-12-01 November 14, 1997
TABLE Vll
SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS FOR
LOT NOS. 1 THROUGH 120, UNIT 1, ARROYO LA COSTA
Lot
No.
Pad
Condition Remarks
Approx.
Depth of
Undercut
(ft.)
Approx.
Depth
of Fill
Differential
(ft.)
Approx.
Max.
Depth
of Fill
(ft.)*
1 Undercut Undercut due to cut/fill transition 3 4 7
2 Undercut Undercut due to cut/fill transition 3 23 26
3 Undercut Undercut due to cut/fill transition 3 23 26
4 Undercut Undercut due to cut/fill transition 3 12 15
5 Cut Cut Lot N/A N/A N/A
6 Cut Cut Lot N/A N/A N/A
7 Cut Cut Lot N/A N/A N/A
8 Cut Cut Lot N/A N/A N/A
9 Cut Cut Lot N/A N/A N/A
10 Cut Cut Lot N/A N/A N/A
11 Undercut Undercut due to cut/fi!l transition 3 7 10
13 Cut Cut Lot N/A N/A N/A
14 Cut Cut Lot N/A N/A N/A
15 Cut Cut Lot N/A N/A N/A
16 Cut Cut Lot N/A N/A N/A
17 Cut Cut Lot N/A N/A N/A
18 Undercut Undercut due to claystone 3 1 4
19 Undercut Undercut due to claystone 3 1 4
20 Undercut Undercut due to claystone 3 1 4
21 Cut Cut Lot N/A N/A N/A
22 Cut Cut Lot N/A N/A N/A
23 Cut Cut Lot N/A N/A N/A
24 Cut Cut Lot N/A N/A N/A
25 Undercut Undercut due to topsoil 3 1 4
26 Undercut Undercut due to cut/fill transition 3 20 23
27 Fill Fill Lot N/A 27 30
28 Fill Fill Lot N/A 14 22
29 Fill Fill Lot N/A 20 31
ProjectNo. 05871-12-01 November 14, 1997
TABLE Vll (Continued)
SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS FOR
LOT NOS. 1 THROUGH 120. UNIT 1. ARROYO LA COSTA
Lot
No.
Pad
Condition Remarks
Approx.
Depth of
Undercut
(ft)
Approx.
Depth
of Fill
Differential
Approx.
Max.
Depth
of Fill
Approx.
Depth of
Undercut
(ft) (ft) (ft.)
30 Fill Fill Lot N/A 26 31
31 Undercut Undercut due to cut/fili transition 3 27 30
32 Undercut Undercut due to cut/fill transition 3 23 26
33 Fill Fill Lot N/A 26 29
34 Fill Fill Lot N/A 23 41
35 Fill Fiil Lot N/A 12 50
36 Fill Fill Lot N/A 20 43
37 Fill Fili Lot N/A 16 33
38 Fill Fill Lot N/A 11 21
39 Fill Fill Lot N/A 2 16
40 Fill Fill Lot N/A 3 18
41 Fill Fill Lot N/A 4 24
42 Fil! Fill Lot N/A 4 27
43 Fill Fill Lot N/A 20 37
44 Fill Fili Lot N/A 17 26
45 Fill Fill Lot N/A 18 26
46 Fill Fill Lot N/A 12 20
47 Undercut Undercut due to cut/fill transition 3 21 24
48 Undercut Undercut due to cut/fill transition 3 14 17
49 Undercut Undercut due to cut/fill transition 3 7 10
50 Undercut Undercut due to cut/fill transition 3 9 12
51 Undercut Undercut due to cut/fill transition 3 17 20
52 Undercut Undercut due to cut/fill transition 3 14 17
53 Undercut Undercut due to cut/fill transifion 3 9 12
54 Fill Fill Lot N/A 5 15
55 Fiil Fiil Lot N/A 5 15
56 Fili Fill Lot N/A 4 10
57 Undercut Undercut due to cut/fill transition 3 7 10
58 Undercut Undercut due to cut/fill transition 3 7 10
ProjectNo. 05871-12-01 November 14, 1997
TABLE Vll (Continued)
SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS FOR
LOT NOS. 1 THROUGH 120, UNIT 1, ARROYO LA COSTA
Lot
No.
Pad
Condition Remarks
Approx.
Depth of
Undercut
(ft.)
Approx,
Depth
of Fill
Differential
Approx.
Max.
Depth
of Fill
Approx.
Depth of
Undercut
(ft.) (ft.) (ft)
59 Undercut Undercut due to cut/fill transition 3 7 10
60 Undercut Undercut due to cut/fill transition 3 7 10
61 Undercut Undercut due to cut/fili transition 3 7 10
62 Cut Cut Lot N/A N/A N/A
63 Cut Cut Lot N/A N/A N/A
64 Cut Cut Lot N/A N/A N/A
65 Cut Cut Lot N/A N/A N/A
66 Undercut Undercut due to cut/fill transition 3 2 5
67 Undercut Undercut due to cut/fill transition 3 7 10
70 Cut Cut Lot N/A N/A N/A
71 Undercut Undercut due to cut/fiil transition 3 7 10
72 Undercut Undercut due to cut/fill transition 3 22 25
73 Cut Cut Lot N/A N/A N/A
74 Undercut Undercut due to cut/fill transition 3 12 15
75 Undercut Undercut due to cut/fill transition 3 10 13
76 Cut Cut Lot N/A N/A N/A
77 Cut Cut Lot N/A N/A N/A
78 Cut Cut Lot N/A N/A N/A
79 Cut Cut Lot N/A N/A N/A
80 Cut Cut Lot N/A N/A N/A
81 Cut Cut Lot N/A N/A N/A
82 Undercut Undercut due to cut/fill transifion 3 17 20
83 Fill Fili Lot N/A 10 34
84 Fill Fill Lot N/A 11 35
85 Fiil Fill Lot N/A 10 35
86 Fili Fili Lot N/A 10 34
87 Fill Fill Lot N/A 15 35
88 Fill Fill Lot N/A 27 35
89 Undercut Undercut due to cut/fiH transition 3 22 25
ProjectNo. 05871-12-01 November 14, 1997
TABLE Vll (Continued)
SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS FOR
LOT NOS. 1 THROUGH 120, UNIT 1, ARROYO LA COSTA
I
I
I
I
I
I
Lot
No.
Pad
Condition Remarks
Approx.
Depth of
Undercut
(ft)
Approx.
Depth
of Fill
Differential
(ft.)
Approx.
Max.
Depth
of Fill
(ft)
90 Undercut Undercut due to cut/fill transition 3 19 22
91 Undercut Undercut due to cut/fili transition 3 7 10
92 Undercut Undercut due to cut/fill transition 3 5 8
93 Undercut. Undercut due to cut/fiil transition 3 12 15
94 Fill Fiil Lot N/A 23 29
95 Fill Fill Lot N/A 13 35
96 Fiil Fill Lot N/A 15 39
97 Undercut Undercut due to cut/fill transition 3 30 33
98 Undercut Undercut due to cut/fill transition 3 20 23
99 Undercut Undercut due to claystone 3 2 5
100 Undercut Undercut due to cut/fill transition 3 45 48
101 Fill Fill Lot N/A 22 55
102 Fill Fill Lot N/A 28 51
103 Fill Fill Lot N/A 25 45
104 Fill Fill Lot N/A 16 36
105 Undercut Undercut due to cut/fill transition 3 12 15
106 Cut Cut Lot N/A N/A N/A
107 Cut Cut Lot N/A N/A N/A
108 Cut Cut Lot N/A N/A N/A
109 Cut Cut Lot N/A N/A N/A
no Cut Cut Lot N/A N/A N/A
111 Cut Cut Lot N/A N/A N/A
112 Undercut Undercut due to cut/fill transition 3 7 iO
113 Undercut Undercut due to cut/fiil transition 3 23 26
114 Undercut Undercut due to cut/fill transition 3 23 26
115 Undercut Undercut due to cut/fill transition 3 7 10
116 Cut Cut Lot N/A N/A N/A
117 Cut Cut Lot N/A N/A N/A
118 Cut Cut Lot N/A N/A N/A
Project No. 05871-12-01 November 14, 1997
Uate oi
Reading Days
mevacion
(feet MSL) (Inches)
8-Apr-97 0 0
2-May-97 24 109.14 -1.32
14-May-97 36 109.14 -1.32
20-May-97 42 109.14 -1.32
27-May-97 49 109.15 -1.20
2-Jun-97 55 109.16 -1.08
9-Jun-97 62 109.10 -1.80
17-Jun-97 70 109.08 -2.04
2-Jul-97 85 109.09 -1.92
9-Jul-97 92 109.09 -1.92
16-Jul-97 99 109.09 -1.92
UNIT 1 - MONUMENT 7
-0.5
100
GEOCON
INCORPORATED o GEOTECHNICAL CONSULTANTS
6960 FLANDERS DRIVE • SAN DiEGO, CAUFORNIA 92121-2974
PHONE 619 5.58-6900 - FAX 619 5.58-6159
PT/JS DSK / EOOOO
SETTLEMENT DATA
ARROYO LA COSTA
UNIT 1
CARLSBAD, CALIFORNIA
DATE 11-14-1997 PROJECT NO. 05871 - 12 - 01 FIG
SETQATA