HomeMy WebLinkAboutCT 02-28; La Costa Condominiums; As-Built Report Banich, Powers, Calso Landslide; 2008-09-29ANICH, POWERS,
ALSO LANDSLIDE
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EN. 23280.01 4-
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22725 Old Canal Rd. Suite 112
Yorba Linda, CA 92887 San Diego, CA92121
5600 Spring Mtn. Rd. 712 Fifth Street,
Suite 201 Suite B
Las Vegas, NV 89146 Davis, CA 95616
American
Geotechnical Inc.
SOIL, KtUNUAriON & GEOLOGIC STUDIES
American GeotechnicaUnc
SOIL, FOUNDATION AND GEOLOGIC STUDIES
September 29, 2008 File No. 23280.01
Mr. Rob Slempa
Construction Inspector
CITY OF CARLSBAD
5950 El Camino Real
Carlsbad, California 92008-8802
Subject: AS-BUILT REPORT
Landslide Stabilization
Banich, Powers, Calso Landslide
2416 Sacada Circle
Carlsbad, California
Dear Mr. Slempa:
In accordance with the request of our client, we have prepared this report that deals with the as-built
conditions for the landslide stabilization for the project referenced above. During the repair, the entire
landslide was removed and the slope was rebuilt using compacted fill. This report also presents the results
of our compaction tests performed during the rebuilding of the slope. In our opinion, the rebuilt slope has a
factor of safety in excess of 1.5 for both gross and surficial slope stability.
We appreciate the opportunity to be of service. If you should have any questions or concerns, please do not
hesitate to contact our office.
Respectfully submitted,
AMERICAN GEOTECHNICAL, INC.
Gregory W. Axten
President/CEO
G.E.103
GWA/KRR: kb
Distribution: Mr. Rob Slempa - (2)
Mr. Greg Lindhoff, Lighthouse Ventures - (3)
Mr. Reza Bionki, D. J. Scheffler, Inc. - (1)
Mr. John Strohminger, O'Day Consultants - (1)
Kevin R. Rogers
Chief Geologist
C.E.G. 2425
Via Mail Only
Via Mail Only
Via Mail Only
Via Mail Only
22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909
5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4040 - FAX (858) 457-0814
712 Fifth Street, Suite B, Davis, CA 95616 - (530) 758-2088 - FAX (530) 758-3288
5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 - (702) 562-5046 - FAX (702) 562-2457
American GeotechnicaLInc
SOIL, FOUNDATION AND GEOLOGIC STUDIES
TABLE OF CONTENTS
Page
1.0 INTRODUCTION 1
2.0 SCOPE OF SERVICES 1
3.0 GEOLOGIC OBSERVATIONS DURING CONSTRUCTION 2
4.0 LANDSLIDE STABILIZATION 4
4.1 Construction of Tieback Walls 4
4.2 Removal of Landslide and Reconstruction of the Slope 4
4.3 Back-Cut Slope Failures 5
4.4 Drainage Systems 5
4.5 Compaction Tests 6
4.6 Monitoring During Repair 7
4.7 Slope Stability Analyses 7
5.0 CONCLUSIONS 8
6.0 CLOSURE 9
APPENDIX A References
APPENDIX B Compaction Testing
APPENDIX C Laboratory Testing
APPENDIX D Slope Stability Analyses
APPENDIX E Monitoring During Repair
APPENDIX F Field Memos
APPENDIX G Site Photographs
PLATE 1 Borrow Pit Area
PLATE 2 Test Locations
SHEETS 1 - 6 As-Built Plans - •-*- ^>£^ "?
22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909
5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4040 - FAX (858) 457-0814
712 Fifth Street, Suite B, Davis, CA 95616 - (530) 758-2088 - FAX (530) 758-3288
5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 - (702) 562-5046 - FAX (702) 562-2457
IHAmerican Geotechnicaljnc.
File No. 23080.01
September 29, 2008
Page 1
1.0 INTRODUCTION
The purpose of this report is to describe the as-built repair for the stabilization of the slope at the Banich,
Powers, and Calso properties. The repair only addresses the area of the recent failures affecting the
Banich, Powers, and Calso properties, and as such, does not provide stability for other areas or failures
affecting other adjacent properties. Although there is not a landslide within the Cerra property, the existing
drainage system at the Cerra property was tied into the new drainage system constructed during the
landslide repair.
A listing of our prior reports dealing with this project is presented in Appendix A. Our main report
presenting our landslide stabilization recommendations is titled "Landslide Stabilization Recommendations,
Banich, Powers, Calso Landslides, 2416 Sacada Circle, Carlsbad, California," dated March 27, 2007.
2.0 SCOPE OF SERVICES
Our scope of services for the repair portion of the project has included the following:
• Site Inspections: During the excavation of the landslide and reconstruction of the slope, the field
technician, engineering geologist, and soils engineer performed site inspections. Field memos
prepared during the site inspections are presented in Appendix F.
• Compaction Testing: The compaction testing was performed on the fill materials placed during
the reconstruction of the slope. The results of the compaction tests are presented in Appendix B.
Test locations are shown on Plate 2.
• Laboratory Testing: Various laboratory tests were performed during the repair, including
laboratory maximum dry density tests and direct shear tests. Results of the laboratory testing
are presented in Appendix C.
• Slope Stability Analyses: Additional slope stability analyses were performed and the results are
discussed in Section 4.7 of this report.
• Preparation of As-Built Plans: In conjunction with our soil report, changes made during
construction are noted on the as-built plans.
HAmerican Geotechnical, Inc.
File No. 23080.01
September 29, 2008
Page 2
3.0 GEOLOGIC OBSERVATIONS DURING CONSTRUCTION
As described in our previous reports, the subject site is underlain by two geologic formations and some
existing artificial fill that underlies the slope face and the Banich, Powers, and Cerra building pads placed
during original grading of the site. The upper section of the slope is underlain by variably oxidized and
moderately indurated white and yellow-orange sandstone and siltstone of the Santiago formation. The lower
section of the slope is underlain by highly fractured dark green to brown and gray mudstone and clayey
siltstone of the Delmar formation. The building pads at the top of the slope are underlain with sandy fill and
the slope face is mantled with an existing stability fill derived from both the Santiago and Delmar formations.
The landslide that is the subject of this repair ruptured primarily within the fractured Delmar Mudstone but
carried with it some of the existing fill material that mantled the slope face and top of the slope.
A licensed engineering geologist from our staff observed and documented the exposed geologic conditions
and provided recommendations for landslide removals, the keyway depth, and placement of the back drains
during the reconstruction of the slope. The geologic conditions encountered and the as-built slope repair
details are illustrated on the cross section contained within the As-Built Plans. The primary geologic
conditions and observations made during the repair effort are summarized as follows:
1. Removal of Landslide: After the tieback walls were installed, the slope surface was excavated from
the top to the bottom. Based on geologic observations, the entire landslide was removed during this
process. The extent of the back-cut and removals are shown on the As-Built Plans cross section.
2. Bottom of Key: The bottom of the key was deepened relative to the proposed design so that it was
founded in intact, very well cemented and very hard, gray fine-grained Sandstone contained within
the lower section of the Delmar formation. The location, length and width of the as-built key
generally matched the proposed design - only the key depth was changed.
3. Groundwater: Groundwater seepage was observed at two locations/elevations during the repair.
Moderate to heavy seepage was observed within the borrow pit area "A" (see Plate 1) located on the
CALSO property sheet pad west of the slope repair. This seepage occurred at about 10 to 11 feet
below the sheet pad surface and appeared to be the result of groundwater perching on top of the
less permeable Delmar formation mudstone. The seepage developed standing water within the
bottom of the borrow pit overnight. We also observed an ancient landslide rupture surface in the
sidewalls of borrow pit "A" and the observed seepage is probably associated with the ancient
landslide. These observations prompted our recommendation to immediately backfill the borrow pit
to prevent reactivation of the ancient landslide.
HAmerican Geotechnicaljnc.
File No. 23080.01
September 29, 2008
Pages
Within the repair area itself, groundwater seepage was observed at an approximate elevation of
158.5 feet about half way up the slope just below the contact between the Santiago formation
sandstone and the underlying Delmar formation mudstone. As in borrow pit "A", this seepage
appeared to be the result of groundwater percolating through the Santiago formation sandstone and
perching on top of the relatively less permeable Delmar formation mudstone. A back drain was
installed to intercept the seep zone.
Contact Between Sandstone and Mudstone: The geologic contact between the Santiago formation
sandstone and the underlying Delmar formation mudstone was observed at an elevation of about
170.0 feet. A thin, remolded clay seam occurs at the contact, which could be an ancient landslide
rupture surface. A four to six-inch thick band of orange oxidation staining occurs just above the
contact, which probably formed as a result groundwater perching on top of the contact.
Back-cut Failures: Three back-cut failures developed during construction. The back-cut failures
occurred approximately along the contact between the Santiago formation sandstone, the underlying
Delmar Formation, and the existing stability fill that mantled the slope face. The back-cut failures
likely occurred due to a combination of the following factors: inadequate strength of the existing
slope face stability fill, seepage along the contact between the two geologic formations and the slope
face stability fill, low shear strength of the ancient remolded clay seam at the contact, and the steep
angle of the backcut (49 degrees) that was required to remove all of the recent landside debris and
which was steeper than initially planned due to the tie-back walls being pushed out further towards
the slope face to prevent undermining of the Banich/Powers residences. The back cut failures were
removed and replaced with compacted fill during the repair. Appendix G presents photographs of
the backcut failures.
Tension soil cracks developed along the upper section of the slope just east and outside of the
repair grading limits (see the As-Built Plans for their location). The tension cracks appear to have
occurred in response to the temporary loss of support during the excavation and landslide removal
stage of the slope repair. The temporary loss of soil support has been restored with the completion
of the slope repair hence the section of slope with the soil cracks was not altered or repaired. In
addition, the overall stability of the slopes adjacent the current repair will be improved as part of the
remedial grading and tie-back installation planned for the proposed La Costa Condo development of
the CALSO property.
HAmerican Geotechnical, Inc.
File No. 23080.01
September 29, 2008
Page 4
4.0 LANDSLIDE STABILIZATION
The landslide stabilization was started in October 2007 and at the time of preparation of this report, had
been nearly completed. The main contractor of the repair of the landslide was D. J. Scheffler, Inc. The
following sections present details on the landslide stabilization.
4.1 Construction of Tieback Walls
We have prepared an interim repair report dated June 23, 2008 titled "Interim Repair Report - Tieback
Walls, La Costa Condominiums - Landslide Stabilization, Banich, Powers, Calso Landslide, Carlsbad,
California." The June 23, 2008 report contained ourtieback testing results and field memos dealing with the
construction of the three tieback walls. As indicated in our June 23, 2008 report, the three tieback walls were
completed in conformance with the plans and specifications. For further details on the construction of the
tieback walls, see our report dated June 23, 2008.
Because of the very steep upper portion of the landslide, compounded by the necessity to remove the
backyard improvements below the Banich and Powers homes, it was advised during construction that the
three tieback walls could be moved downward and outward relative to their original proposed locations. This
adjustment resulted in the tiebacks being placed in a somewhat easier area to access and the saving of the
Banich and Powers rear yard improvements. Review of the cross sections in the slope areas indicates that
the mass of fill replaced in the upper slope area may have been reduced slightly as well. A construction
plan change was submitted to the City of Carlsbad and the revised plans showed the as-built locations of the
three tieback walls. We also prepared a response to third-party review as part of the plan change process
(see Appendix A for our report dated April 29, 2008).
4.2 Removal of Landslide and Reconstruction of the Slope
After the three tieback walls were installed, the slope below the tieback walls was excavated and the entire
landslide was removed. The soil that was generated during this process was stockpiled on the La Costa
Condominiums property. The next step was the excavation of the key and construction of a drainage
system located at the back of the key. The bottom of the key was founded in cemented and un-weathered
formational material.
After completion of the key, the key was backfilled with granular material. This material was obtained from
two borrow areas shown on Plate 1. The granular material was placed in thin lifts and compacted to a
relative compaction of at least 90%.
HAmerican Geotechnical, Inc.
File No. 23080.01
September 29, 2008
Page 5
The granular material was placed from the key bottom to an elevation of about 141 feet. At this elevation,
the on-site granular material was exhausted and the remainder of the slope was constructed using the on-
site clayey soil. Because the on-site clayey soil had lower shear strength than the granular material, layers
of geogrid (Synteen SF35 or equivalent), spaced at 18 inches vertical spacing, were installed starting at an
elevation of 141 feet.
The geogrid was placed from elevation 141 feet to essentially the top of slope. Because of this changed
condition, we have performed additional slope stability analyses, which will be discussed in Section 4.7.
When the repair reached near the top of slope, a large void was discovered beneath the patio. The cause of
the soil void was unknown but it possibly could have developed due to soil erosion along a drain line or soil
erosion caused by water percolating through cracks in the top of slope patio. In any event, the void was filled
in with cement slurry per our recommendations.
4.3 Back-Cut Slope Failures
A relatively steep excavation was needed in order to remove the entire landslide. The three tieback walls
provided support for the upper portion of the slope. However, the mid and lower parts of the back-cut were
unsupported. During reconstruction of the slope, three slope failures developed in the back-cut. Pictures of
these slope failures are presented in Appendix G. The most significant back-cut slope failure developed
near the center of the back-cut, with the other two slope failures occurring on both sides of the main failure.
Fortunately, the three tieback walls prevented these slope failures from progressing up-slope and impacting
the residences.
These three slope failures were completely removed during the reconstruction of the slope. This process
involved benching into the hillside until the entire failure mass was removed. The three slope failures were
replaced with properly compacted fill.
4.4 Drainage Systems
The subsurface drain system that was constructed at the site consisted of the following:
1. Key Drain: A key drain was constructed at the back of the key way. The key drain consisted of a
perforated pipe that was sloped downward to the west. The drain line was surrounded by gravel,
which was in turn surrounded by a geotextile.
HAmerican Geotechnicaljnc.
File No. 23080.01
September 29, 2008
Page 6
The key drain was connected to a tight line, which exited the key way at the northwest corner
(elevation 115.4 feet). The line was extended beyond the key way and a seepage trench was
constructed. Figure 1 shows a detail of the seepage trench.
2. The seepage trench is intended to be a temporary outflow area for groundwater seepage and when
the La Costa Condominiums are constructed, this tight line must be connected to the storm drain.
3. Chimney Drains: Starting at the key drain and continuing up the entire back-cut, five chimney drains
were installed. The chimney drains consisted of a permeable geocomposite that allows for
groundwater to flow into the system and then flow downward to the back-drains. Near the top of the
slope (i.e. elevation 194 feet), the number of chimney drains was reduced to four.
4. Back-drains: Including the key drain, a total of six back-drains were installed during reconstruction
of the slope. The construction of the back-drains were essentially the same as the key drain
described in Item No. 1, except that the tight lines were daylighted out the face of the slope.
The surface drainage system that was constructed at the site consisted of the following:
1. Concrete V-Ditches: Per the plans, concrete V-ditches were constructed to collect surface runoff
from the slope face. The ditches direct the flow of water to an energy dissipater located at the toe of
the slope.
2. Top-of-Slope Drain Outlets: There were several drain outlets located at the top-of-slope. These
drain outlets allowed water to flow off the top-of-slope patios and over the top-of-slope. These drain
outlets were tied to a tight line that was constructed at the top-of-slope. The tight line runs parallel to
the top-of-slope and then it transfers water to surface drain lines that were constructed on both sides
of the repaired area. These surface lines allow the runoff to drain into a concrete V-ditch.
4.5 Compaction Tests
During reconstruction of the slope, compaction tests were performed by using the nuclear device (ASTM D
2922 and D 3017) and the sand cone apparatus (ASTM D 1556). The results of our compaction tests are
presented in Appendix B. Eighty-four compaction tests were taken during the reconstruction of the slope.
The locations of these eighty-four compaction tests are shown on Plate 2. We performed four laboratory
compaction tests in order to determine the laboratory maximum dry density.
Backdrain
6' stub (not perforated)
8' perforation pipe
Gravel, filter fabric
Drain pipe outlet
elevation 120.5'
Plan View
Sketch not to scale:
American
Geotechnical, Inc.
La Costa Condos
Seepage Trench Detail RN. 23280.01!Figure 1
HAmerican Geotechnical, Inc.
File No. 23080.01
September 29, 2008
Page?
Results of these tests are presented in Appendix C. As shown by the data in Appendix B, some tests
recorded failing values of relative compaction. When this occurred, we required the grading contractor of
apply additional compaction energy to the failing lift of fill. This was accomplished by having the contractor
roll the compaction equipment back and forth on top of the lift of fill, in order to densify the soil. We then re-
tested the fill and in all cases obtained relative compaction values in excess of 90%.
4.6 Monitoring During Repair
During the repair process, we monitored an inclinometer (AGI-1 B) that was installed at the top-of-slope
above the repair area. We monitored this inclinometer during the entire removal of the landslide and
reconstruction of the slope. In our opinion, negligible slope movement occurred during the repair process.
The results of the inclinometer monitoring are presented in Appendix E.
We also installed four crack monitoring gauges on cracks located in the patio area at the top-of-slope. As
shown in Appendix E, three of the four crack monitoring gauges showed negligible movement during the
repair. However Crack Monitoring AGCP-2 did record movement, which occurred during the filling of the
large void beneath the patio as described in Section 4.2
4.7 Slope Stability Analyses
Additional slope stability analyses have been performed. During reconstruction of the slope, we obtained
representative samples of the granular material used below elevation 141 feet and of the clayey soil used
above elevation 141 feet. We performed shear strength tests on compacted soil specimens and the test
results are presented in Appendix C.
Gross slope stability analyses were then performed and the results are presented in Appendix D. The first
sheet in Appendix D shows our input data for the slope stability computer program. The second sheet in
Appendix D presents the slope stability analysis, where the factor of safety for gross slope stability is 1.558.
In our opinion, the actual gross slope stability of the reconstructed slope is higher than this value because
our analysis did not include the strengthening effect of the geogrid and the three tieback walls constructed
near the top of slope. In any event, it is our opinion that the factor of safety for gross stability of the repair
slope is in excess of 1.5.
HAmerican Geotechnical, Inc.
File No. 23080.01
September 29, 2008
PageS
The third sheet in Appendix D presents our analysis for surficial slope stability. The factor of safety is
1.262, however, this analysis does not include the strengthening effect of the geogrid. In our report dated
March 27, 2007, we have presented surficial slope stability calculations that show the factor of safety will be
in excess of 1.5 for a geogrid spacing of 18 inches. Thus in our opinion, the factor of safety for surficial slope
stability is also in excess of 1.5.
5.0 CONCLUSIONS
The following are our conclusions:
1. Construction of Tieback Walls: To support the upper part of the slope, three tieback walls were
constructed. The construction of these tieback walls has been described in our report dated June
23, 2008. In our opinion, the three tieback walls were completed in conformance with the revised
plans and specifications.
2. Removal of Landslide and Reconstruction of the Slope: During the repair, the entire landslide was
removed and replaced with properly compacted fill. During the rebuilding of the slope, three slope
failures developed in the back-cut area. These three slope failures were also removed during the
reconstruction of the slope and replaced with properly compacted fill. The fill placed during the
reconstruction of the slope was compacted to a minimum relative compaction of 90%.
3. Areas of Uncompacted Fill: There are two main areas of uncompacted fill as shown on Plate 1.
These two areas are the locations of the excavated borrow material (i.e. granular soil). During
construction of the building pads for La Costa Condominiums, these two areas must be over-
excavated and replaced with compacted fill. The backfill for the seepage trench (see Figure 1) also
consists of uncompacted fill, which must be removed and properly compacted when the drain line is
connected to the storm drain.
4. Construction Changes: There were construction changes during both the construction of the three
tieback walls and the reconstruction of the slope. The construction changes for the three tieback
walls have been discussed in our report dated June 23, 2008 (see Appendix A).
The main construction change that occurred during the reconstruction of the slope was the use of
geogrid above an elevation of 141 feet because the on-site granular material had been exhausted.
HAmerican Geotechnical, Inc.
File No. 23080.01
September 29, 2008
Page 9
Other construction changes included: (1) a change in elevation of the bottom of the key way to make
sure the key bottom was in un-weathered formational material, (2) the angle of inclination of the
back-cut was changed as dictated by the removal of the landslide, and (3) the placement of the
back-drains were based on site conditions and groundwater observations.
5. Slope Stability Analyses: During the reconstruction of the slope, we performed additional shear
strength testing and slope stability analyses. Based on these engineering analyses, it is our opinion
that the rebuilt slope has a factor of safety for gross stability and surficial stability in excess of 1.5.
6. Project Completion: The slope repair work has been essentially completed. At the time of
preparation of this report, the only work remaining was the landscaping of the slope face and the
installation of an irrigation system for the upper part of the slope.
6.0 CLOSURE
The grading work as described in this report is intended to stabilize the slope at the area described in this
report. No repair work was performed at areas outside the limits as defined in this report. As such, no
warranty in any respect is made as to the performance of the slope outside the area of repair. If any slope
movement or other types of damage occur to areas outside the area of repair, the geotechnical consultant
should be contacted for review.
The contents of this report have been prepared using standard geotechnical engineering principles and
practices. The work has been performed in accordance with the standard of practice for geotechnical
engineers practicing in this or similar areas. No warranty is expressed or implied.
American Geotechnical, Inc.
SOIL, FOUNDATION AND GEOLOGIC STUDIES
APPENDIX A - REFERENCES
1. "Interim Repair Report - Tieback Walls, La Costa Condominiums - Landslide Stabilization, Banich,
Powers, Calso Landslide, Carlsbad, California," prepared by American Geotechnical, dated June 23,
2008. File No. 23280.02.
2. "Response to Third-Party Review, Landslide Stabilization, Banich, Powers, and Calso Landslide,
Carlsbad, California," prepared by American Geotechnical, dated April 29, 2008. File No. 23080-
01R.
3. "Third-Party Review of Construction Revision, Landslide Stabilization, Banich, Powers, Calso
Landslide, 2416 Sacada Circle, Carlsbad, California," prepared by Testing Engineers of San Diego,
dated April 9, 2008, Contract No. 148589.
4. "Landslide Stabilization Recommendations, Banich, Powers, Calso Landslides, 2416 Sacada Circle,
Carlsbad, California," prepared by American Geotechnical, dated March 27, 2007. File No.
23080.02.
22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909
5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4040 - FAX (858) 457-0814
712 Fifth Street, Suite B, Davis, CA 95616 - (530) 758-2088 - FAX (530) 758-3288
5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 - (702) 562-5046 - FAX (702) 562-2457
American Geotechnical, Inc.
SOIL, FOUNDATION AND GEOLOGIC STUDIES
APPENDIX B - COMPACTION TESTING
22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909
5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4040 - FAX (858) 457-0814
712 Fifth Street, Suite B, Davis, CA 95616 - (530) 758-2088 - FAX (530) 758-3288
5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 - (702) 562-5046 - FAX (702) 562-2457
Project Name: La Costa Condos
Start Date: June 26, 2008
File No. 23280.01
TEST
NO.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
DATE
06/26/08
06/26/08
06/26/08
06/27/08
06/27/08
06/27/08
06/27/08
06/27/08
06/27/08
06/27/08
06/27/08
06/27/08
06/28/08
06/28/08
06/28/08
06/30/08
06/30/08
06/30/08
06/30/08
07/01/08
07/01/08
07/01/08
07/01/08
Elevation (ft)
120.0
120.0
121.0
124.0
126.0
126.0
128.0
131.0
132.0
132.0
135.0
135.0
138.0
139.0
140.0
141.0
142.0
143.0
144.0
146.0
147.5
149.0
150.5
SOIL TYPE
Light brown
sand
Light brown
sand
Light brown
sand
Light brown
sand
Light brown
sand
Light brown
sand
Light brown
sand
Light brown
sand
Slightly silty
sand
Slightly silty
sand
Slightly silty
sand
Slightly silty
sand
Slightly silty
sand
Slightly silty
sand
Slightly silty
sand
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
LABORATORY
MAXIMUM DRY
DENSITY (ocf)
120.7
120.7
120,7
120.7
120.7
120.7
120.7
120.7
118.3
118.3
118.3
118.3
118.3
118.3
118.3
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
FIELD DRY
DENSITY (pcf)
106.6
110.9
111.4
111.7
106.7
112.6
111.9
113.4
101,0
107.7
102.5
106,9
106.8
109.4
111.3
114.5
106.6
107.6
106.6
108.2
106.9
107.7
107.2
MOISTURE (%)
15.7
14.3
14.6
13.1
13.3
12.0
13.0
11.7
16.6
14.1
18.0
17.8
15.9
14.6
13.8
14.4
20.4
19.9
19.8
18.9
17.5
18.7
19.6
RELATIVE
COMPACTION (%)
88.3
91.9
92.3
92.6
88.4
93.3
92.8
94.0
85.4
91.1
86.7
90.4
90.3
92.5
94.1
98.9
92.1
92.9
92,1
93.4
92.3
93.0
92.6
REQUIRED
COMPACTION (%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
TEST METHOD
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
REMARKS
Fail
Pass - Retest of # 1
Pass
Pass
Fail
Pass - Retest of # 5
Pass
Pass
Fail
Pass - Retest of # 9
Fail
Pass - Retest of # 11
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
NU = Nuclear Gauge
SC = Sand Cone
I
I
Project Name: La Costa Condos
Start Date: June 26, 2008
File No. 23280.01
TEST
NO.
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
DATE
07/01/08
07/01/08
07/01/08
07/02/08
07/02/08
07/02/08
07/02/08
07/02/08
07/02/08
07/02/08
07/03/08
07/03/08
07/03/08
07/03/08
07/07/08
07/07/08
07/01/08
07/07/08
07/07/08
07/08/08
07/08/08
07/08/08
07/08/08
Elevation (ft)
151.5
151.5
151.5
153.0
153.0
153.0
154.0
154.0
155.5
157.0
158.0
158.5
158.5
160.0
161.5
161.5
162.5
164.0
165.5
167.0
168.5
170.0
171.5
SOIL TYPE
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Sand/clay mix
Grey/green
clay
LABORATORY
MAXIMUM DRY
DENSITY (pcf)
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115,8
115.8
FIELD DRY
DENSITY (pcf)
102.8
106.5
104.0
101.4
109.2
111.2
106.4
105.4
105.3
105.8
111.1
106.2
105.2
107.4
102.5
104.6
104.9
104.3
105.4
108.2
105.5
106.9
109.9
MOISTURE (%)
18.4
18.7
19,1
21.1
19.3
12.0
18.8
19.3
20.5
19.0
17.5
19,4
17.6
20.4
21.4
21.4
21.2
20.6
17.1
20.1
18.6
18.5
18.7
RELATIVE
COMPACTION (%)
88.8
92.1
90.0
87.7
94.4
96.0
91.9
91.1
91.0
91.4
95.9
91.8
90.8
92.8
88.6
90.3
90.6
90.1
91.0
93.5
91.1
92.3
94.9
REQUIRED
COMPACTION (%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
TEST METHOD
NU
NU
NU
NU
NU
SC
NU
NU
NU
NU
NU
NU
SC
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
REMARKS
Fail
Pass
Pass - Retest of # 24
Fail
Pass - Retest of # 27
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Fail
Pass -Retest of # 38
Pass
Pass
Pass
Pass
Pass
Pass
Pass
NU = Nuclear Gauge
SC = Sand Cone
Project Name: La Costa Condos
Start Date: June 26, 2008
File No. 23280.01
TEST
NO.
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
DATE
07/08/08
07/09/08
07/09/08
07/09/08
07/09/08
07/09/08
07/09/08
07/09/08
07/10/08
07/10/08
07/10/08
07/10/08
07/10/08
07/10/08
07/11/08
07/11/08
07/11/08
07/11/08
07/14/08
07/14/08
07/14/08
07/14/08
07/14/08
Elevation (ft)
172.5
174.0
175.0
175.0
175.0
176.5
178.0
179.5
181.0
182.5
184.0
185.5
187.0
188.5
189.0
190.0
190.5
191.0
192.5
194.0
194.0
195.5
197.5
SOIL TYPE
Grey/green
clay
Sand/clay mix
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
LABORATORY
MAXIMUM DRY
DENSITY (ocf)
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
FIELD DRY
DENSITY (pcf)
105.6
108.5
110.1
108.5
107.1
108.5
107.7
106.3
107.4
104.3
105.1
104.7
107.1
106.9
101.0
105.3
104.3
106.3
105.9
102.5
105.2
105.6
104.7
MOISTURE (%)
18.0
19.1
19.1
19.4
15.1
19.6
19.2
18.9
19.0
17.7
18.9
19.5
18.6
16.7
20.2
19.0
17.6
19.7
17.7
19.3
18.1
18.6
18,3
RELATIVE
COMPACTION (%)
91.2
93.8
95.1
93.8
92.5
93.8
93.0
91.8
92.7
90.1
90.8
90.4
92.6
92.4
87.3
91.0
90.1
91,9
91.5
88.6
90.9
91.2
90,5
REQUIRED
COMPACTION (%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
TEST METHOD
NU
NU
NU
NU
SC
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
REMARKS
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Fail
Pass - Retest of # 61
Pass
Pass
Pass
Fail
Pass - Retest of # 66
Pass
Pass
NU = Nuclear Gauge
SC = Sand Cone
I
I
Project Name: La Costa Condos
Start Date: June 26, 2008
File No. 23280.01
TEST
NO.
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
DATE
07/14/08
07/15/08
07/15/08
07/15/08
07/15/08
07/16/08
07/16/08
07/16/08
07/17/08
07/17/08
07/17/08
07/17/08
07/18/08
07/28/08
07/28/08
Elevation (ft)
199.0
201.0
201.0
202.0
204.5
206.0
207.5
209.0
210.5
210.5
213.0
214.0
214.5
171.0
175.0
SOIL TYPE
Grey/green
clay
Grey/green
ciay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
Grey/green
clay
LABORATORY
MAXIMUM DRY
DENSITY (pcf)
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
115.8
FIELD DRY
DENSITY (pcf)
105.5
104.6
105.4
106.9
108.7
107.2
104.8
108.0
102.7
104.5
105.2
105.2
107.8
104.2
108.2
MOISTURE (%)
18.8
18.1
17.2
17.2
18.0
18.0
19.8
18.9
19.1
20.0
17.9
19.7
17.8
17.4
17.9
RELATIVE
COMPACTION (%)
91.1
90.3
91.0
92.3
93.9
92.6
90.5
93.3
88.7
90.2
90.9
90.9
93.1
90.0
93.5
REQUIRED
COMPACTION (%)
90
90
90
90
90
90
90
90
90
90
90
90
90
90
90
TEST METHOD
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
NU
REMARKS
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Fail
Pass - Retest of # 78
Pass
Pass
Pass
Pass*
Pass*
= Slope Face Tests
NU = Nuclear Gauge
SC = Sand Cone
American GeotechnicaLInc
SOIL, FOUNDATION AND GEOLOGIC STUDIES
APPENDIX C - LABORATORY TESTING
22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909
5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4040 - FAX (858) 457-0814
712 Fifth Street, Suite B, Davis, CA 95616 - (530) 758-2088 - FAX (530) 758-3288
5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 - (702) 562-5046 - FAX (702) 562-2457
American Geotechnicaljnc.
SOIL, FOUNDATION AND GEOLOGIC STUDIES
LABORATORY TEST PROCEDURES
Particle Size Analysis
Particle size analyses were performed in accordance with ASTM method of test D 422. Both mechanical
and hydrometer procedures were utilized. Test results are shown on the sheet titled Gradation Curves.
Atterberq Limits
The liquid limit and the plastic limit were performed in accordance with ASTM method of test D 4318. Test
results on summarized on the sheet titled Gradation Curves
Laboratory Maximum Dry Density
The laboratory maximum dry density and optimum moisture content were determined by using ASTM
method of test D 1557, method A (Modified Proctor). Test results are shown on the sheets titled Moisture-
Density Relationships.
Direct Shear
Direct shear tests were performed on samples compacted to a relative compaction of 92% at optimum
moisture content. Soil samples were allowed to soak for about 24 hours while under the confining pressure
specified for testing. Consolidated drained conditions were approximated by using a slow, strain-controlled
approach, similar to that outlined in ASTM method of test D 3080. Test results are shown on the enclosed
shear strength plots.
22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909
5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4040 - FAX (858) 457-0814
712 Fifth Street, Suite B, Davis, CA 95616 - (530) 758-2088 - FAX (530) 758-3288
5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 - (702) 562-5046 - FAX (702) 562-2457
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SAND
coarse medium fine
Classification M(
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PROJECT Banich Slope Repair
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JOB NO. 23280.02
DATE 07/28/08
GRADATION CURVES
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SOIL, FOUNDATION AND GEOLOGIC STUDIES
APPENDIX D - SLOPE STABILITY ANALYSES
Sheet 1: Cross-section of the repaired slope showing the input data for the slope stability analysis
Sheet 2: Slope stability analysis for gross slope stability (F.S. = 1.558)
Sheet 3: Slope stability analysis for surficial slope stability - no geogrid (F.S. = 1.262)
22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909
5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4040 - FAX (858) 457-0814
712 Fifth Street, Suite B, Davis, CA 95616 - (530) 758-2088 - FAX (530) 758-3288
5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 - (702) 562-5046 - FAX (702) 562-2457
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SOIL, FOUNDATION AND GEOLOGIC STUDIES
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22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909
5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4040 - FAX (858) 457-0814
712 Fifth Street, Suite B, Davis, CA 95616 - (530) 758-2088 - FAX (530) 758-3288
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SOIL, FOUNDATION AND GEOLOGIC STUDIES
APPENDIX F - FIELD MEMOS
22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909
5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4040 - FAX (858) 457-0814
712 Fifth Street, Suite B, Davis, CA 95616 - (530) 758-2088 - FAX (530) 758-3288
5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 - (702) 562-5046 - FAX (702) 562-2457
American Geotechnicaljnc
SOIL, FOUNDATION AND GEOLOGIC STUDIES
AS - BUILT BANICH SLOPE REPAIR DETAILS & OBSERVATIONS
Elevation Notes:
@ 120.6' Bottom of key at SE corner of backcut founded on very hard cemented fine-grained
sandstone, the key back drain outfall pipe exits the key at the NW corner at
approximately 115.4' elevation, five (5) chimney drains initially spaced 16.5' apart
horizontally extend up the backcut to be tied into the burrito back drains
@ 140.0' Second back drain installed and the spacing between the vertical chimney drains
was reduced due to the narrowing of the repair width
@ 141.0' Sandy fill material was exhausted and use of onsite sandy clay mix was used as
backfill with geogrid spaced every 18.0" vertically (2 roll width wide, approximately
26.0')
@ 146.0' Geogrid width was reduced to 1 roll width (13.0') to allow for lower v-ditch
construction
@ 147.5' Geogrid width was increased again to 2 roll widths (approximately 26.0')
@ 149.0' Third back drain was installed, set-back from finish slope face, approximately 35.0'
@ 158.5' Fourth back drain was installed just below seep zone within green/gray highly
fractured mudstone, set-back from finish slope face, approximately 37.0'
@ 161.5' Repair bench width from finished slope face to back cut, approximately 37.0'
@ 168.5' Geogrid width reduced to 1 roll width (13.0') due to narrowing of repair bench width
@ 170.0' Contact between dark gray mudstone and overlying mottled orange and white
sandstone, attitude: N60E/60NW, there is a thin clay gouge layer with polished
slicken sides at contact that appears to possibly be an ancient landslide shear, 2 in-
grading failures occurred on the repair back-cut (49° cut) during the landslide
removal phase, appear to have failed along this contact, there is an approximate 4-6"
thick orange band of oxidation stains within the sandstone above the contact (i.e.
from seepage perching on top of contact)
@ 171.5' Fill material changes to primarily gray-green clay material with minor sand, repair
bench width approximately 27.0' from finish slope to back-cut
@ 175.0' Fifth back drain installed just above upper v-ditch level
@ 181.0' The repair bench is 12.5' wide from finish slope face to back-cut
@ 191.0' Sixth back drain installed at 18.0" below bottom of lowest tie back wall
@ 194.0' Chimney drains reduced in number from 5 to 4
@ 207.0' Seventh back drain installed at base of upper tie-back wall
22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909
5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4040 - FAX (858) 457-0814
712 Fifth Street, Suite B, Davis, CA 95616 - (530) 758-2088 - FAX (530) 758-3288
5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 - (702) 562-5046 - FAX (702) 562-2457
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SOIL, FOUNDATION AND GEOLOGIC STUDIES
APPENDIX G - SITE PHOTOGRAPHS
22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909
5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4040 - FAX (858) 457-0814
712 Fifth Street, Suite B, Davis, CA 95616 - (530) 758-2088 - FAX (530) 758-3288
5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 - (702) 562-5046 - FAX (702) 562-2457
Project:
23280-01
Roll: 22
Serial: 13
Frame: 13
Photographer:
B. Day
Date Taken:
2008-06-27
Address: La Costa Condominiums
Slope failure at west side of repair.
Project:
23280-01
Roll: 22
Serial: 14
Frame: 14
Photographer:
B. Day
Date Taken:
2008-06-27
Address: La Costa Condominiums
Slope failure at center of back-cut.
I Project:
23280-01
Roll: 22
Serial: 55
;: 55
Photographer:
B. Day
Date Taken:
2008-06-27
Address: La Costa Condominiums
Slope failure at center of back-cut.
Project:
23280-01
Roll: 22
Serial: 56
Frame: 56
Photographer:
B. Day
Date Taken:
2008-06-27
Address: La Costa Condominiums
Slope failure at center of back-cut.
Project:
23280-01
Roll: 22
Serial: 57
Frame: 57
Photographer:
B. Day
Date Taken:
2008-06-27
Address: La Costa Condominiums
Slope failure at center of back-cut.
Project:
23280-01
Roll: 22
Serial: 58
Frame: 58
Photographer:
B. Day
Date Taken:
2008-06-27
Address: La Costa Condominiums
Slope failure at center of back-cut.
Project:
23280-01
Roll: 27
Serial: 7
Frame: 7
Photographer:
3. Sprey
Date Taken:
2008-06-29
Address: La Costa Condominiums
Slope failure at center of back-cut.
Project:
23280-01
Roll: 27
Serial: 8
Frame: 8
Photographer:
J. Sprey
Date Taken:
2008-06-29
**•
Address: La Costa Condominiums
Slope failure at east side of repair.