HomeMy WebLinkAbout3190; Rancho Sante Fe Road Bridge; Rancho Sante Fe Road Bridge; 2000-07-01I (» I \
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STRUCTURE
FOUNDATION INVESTIGATION
RANCHO SANTA FE ROAD BRIDGE
CARLSBAD, CALIFORNIA
PREPARED FOR
DOKKEN ENGINEERING
SAN DIEGO, CALIFORNIA
JULY 2000 3 HO
c GEOCON
INCORPORATED
GEOTECHNICAL CONSULTANTS
ProjectNo. 06535-22-OlA
July 17, 2000
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Dokken Engineering
3914 Murphy Canyon Road, Suite A-153
San Diego, Califomia 92123-4491
Attention: Mr. Kirk Bradbury
Subject: RANCHO SANTA FE ROAD BRIDGE
CARLSBAD, CALIFORNLV
STRUCTURE FOUNDATION EWESTIGATION
Gentlemen:
In accordance with your authorization of our proposal LG-00340 dated May 31, 2000, we herein
submit the results of our foundation investigation for a proposed bridge spaiming San Marcos Creek
at the subject site. The accompanying report presents the findings and conclusions from our study.
Based on the resuits of our study, it is our opinion that the bridge can be constmcted as proposed,
provided the recommendations ofthis report are followed.
If you have any questions regarding this investigafion, or if we may be of further service, please
contact the imdersigned at your convenience.
Very tmly yours,
GEOCON INCORPORATED
Joseph J. Vettel
GE 2401
JJV:PD:dmc
(6/del) Addressee
Paul Dunster
RG 6761
6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (858) 558-6900 • Fax |858) 558^159
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TABLE OF CONTENTS
1. PURPOSE AND SCOPE 1
2. SITE AND PROJECT DESCRIPTION 1
3. SOIL AND GEOLOGIC CONDITIONS 2
3.1 Alluvium (Qal) 2
3.2 Cretaceous Granitic Rock (Kgr) 2
4. GROUNDWATER 2
5 . GEOLOGIC HAZARDS 3
5.1 Landslides 3
5.2 Faulting 3
5.3 Soil Liquefaction Potential 4
5.4 Tsunamis and Seiches 4
6. CONCLUSIONS AND RECOMMENDATIONS 5
6.1 Earthwork 5
6.2 Bridge Foimdations 6
6.3 Retaining WallsAVingwalls 9
te 6.4 Foundation and Cirading Plan Review 9
^ LIMITATIONS AND UNIFORMITY OF CONDITIONS
MAPS AND ILLUSTRATIONS
Figure 1, Vicinity Map
Figures 2-8, Log of Test Borings
te APPENDDCA
FIELD EWESTIGATION
* Figures A-l - A-4, Logs of Borings
• Figiffes A-5 - A-13, Logs of Trenches
te APPENDIXB
k LABORATORY TESTING
Table B-I, Summary of Direct Shear Test Results
te Table B-II, Summary of Maximum Dry Density and Optimum Moisture Content Test Results
H Table B-III, Summary of Laboratory Water Soluble Sulfate Test Results
Table B-IV, Summary of Chloride Ion Content Test Results
te Table B-V, Simimary of Laboratory pH and Resistivity Test Results
IK Figure B-1, Gradation Cin^e
Figure B-2, Consolidation Curve
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il LIST OF REFERENCES
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STRUCTURE FOUNDATION INVESTIGATION
te 1- PURPOSE AND SCOPE
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This report presents the results of a foimdation investigation for a proposed bridge spaiming San
P Marcos Creek at Rancho Santa Fe Road located in eastera Carlsbad, California (see Vicinity Map,
* Figure No. 1). The purpose of the investigation was to identify fhe site geology, to observe and
p sample the prevailing soil conditions at the site and, based on the conditions encoimtered, to provide
ll recommendations relative to earthwork and foundation support of the bridge as proposed.
Geotechnical recommendations were presented for a previously proposed bridge at approximately
the same location in our Bridge Foundation Investigation report submitted September 13, 1990 (see
List of References).
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" The scope of our Stmcture Foimdation Investigation included a site recormaissance, a field
investigation including exploratory borings and trenches, laboratory testing, engineering analyses
^ and preparation ofthis report. The field investigation was performed on June 21 through 23, 2000,
and consisted of the excavation of nine test trenches and four test borings. Six air track borings, eight
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^ borings and two trenches from fiie previous geotechnical investigation excavated in the general
vicinity of the bridge are also included. Logs of the borings and trenches and other details of the
current field investigation are presented in Appendix A and all data from current and previous
investigations is presented on the Log of Test Borings (LOTB, Figures 2 through 8, map pocket).
Laboratory tests were performed on selected soil samples obtained from the exploratory borings to
determine their pertinent physical and chemical properties for engineering analyses. A discussion
pertaining to the laboratory testing and results is presented in Appendix B.
The recommendations presented herein are based on an analysis of the data obtained from the
exploratory excavations, laboratory tests, and our experience with similar soil and geologic
conditions.
2. SITE AND PROJECT DESCRIPTION
The proposed right and left stmcture bridge will carry traffic on Rancho Santa Fe Road Bridge over
San Marcos Creek. The bridge will consist of two, three-span stmctures of cast-in-place, reinforced
concrete box girder constmction, approximately 368 feet long and each about 52 feet wide.
Approach embankments will be constmcted at each abutment.
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Project No. 06535-22-01A ~- July 17,2000
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Ground surface elevations range from about 340 feet mean sea level (MSL) at the west side of
Abutment 1 (south abutment) to approximately 325 feet MSL at the active stream. Final abutment
elevations at the top of deck will be about 355 to 348 feet MSL. Final grading plans were not
available for review; however, it is anticipated that site grading operations will consist of the
placement of compacted fill up to 25 feet in depth at the abutments to establish final grades.
3. SOIL AND GEOLOGIC CONDITIONS
In general, the field investigation indicated that subsurface conditions are variable along the bridge
aligimient. In general, the site is underlain by alluvium over granitic rock. The soil and/or rock
conditions encountered are described in detail below.
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|g 3.1 Alluvium (Qal)
Alluvial soils were encountered at the surface within the majority of the low-lying portions of the
te site including the northem chaimel embankment and within the San Marcos Creek channel. The
alluvial soils are characterized by loose to moderately dense, moist to saturated, dark brown silty and
clayey sands with some gravel, cobbles, and boulders. The thickness of the alluvium encountered
wdthin the current and previous exploratory excavations ranged from approximately 1 to 14 feet.
3.2 Cretaceous Granitic Rock (Kgr)
^ Cretaceous-aged granitic rock correlated to the Bonsall Tonalite or Escondido Creek Granodiorite of
the Southem Califomia Batholith comprises the bedrock material underlying the site. The weathered
granitic rock is characterized by a dense to very dense, light brown, weathered to highly weathered
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rock that excavates to a fine- to coarse-grained sand with gravel, cobble and boulder size fragments.
^ The granific rock is exposed over portions of the proposed southem bridge abutment location. In the
te river channel, the depth to the weathered granitic rock is up to 14 feet from the existing ground
^ surface. It is not uncommon for granitic rock to weather to an uneven erosional surface resulting in
1^ "pinnacles" and "knobs" being located at shallow depths below the ground surface. Hence, the depth
to granitic rock should be anticipated to vary throughout the site.
4. GROUNDWATER
Groundwater was present at a depth of approximately 2 feet below the ground surface in the San
Marcos Creek channel. It is anticipated that footing elevafions for Bent Nos. 2 and 3 could be as
deep as 12 feet or more below the ground surface. Dewatering during constmction will likely be
necessary to facilitate the foundation excavations and permit the foimdations to be constmcted in a
Project No. 06535-22-01A - 2 - July 17. 2000
dry environment. Well points or other dewatering methods should be installed by the contractor to
insure that all of the excavations remain free of standing water throughout constmction. Casing may
be required during constmction of cast-in-drilled-hole (CIDH) piles.
5. GEOLOGIC HAZARDS
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5.1 Landslides
No landslides were encountered during the site investigation or are known to exist within the limits
of the proposed bridge.
5.2 Faulting
No active faults or potentially active faults are known to exist at the site. The Rose Canyon Fault is
the nearest active fault and lies approximately 8 miles west of the site. The known active or
potentially acfive faults within a (62-mile) 100 kilometer radius of the site as identified in the
Califomia Seismic Hazard Map (1996) published by Caltrans are indicated in Table 5.2. Associated
maximum credible earthquake magnitudes and peak horizontal bedrock accelerafions are also
presented in Table 5.2.
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TABLE 5.2
DETERMINISTIC SITE PARAMETERS FOR SELECTED ACTIVE FAULTS
Fault Name Distance From
Site (miles)
Maximum Credible Event Fault Name Distance From
Site (miles) Magnitude Peak Site Acceleration (g)
Newport-lnglewood-Rose Canyon/East 8 7.0 0.32
Palos Verdes Hills-Coronado Bank 23 7.75 0.23
Whittier-Elsinore 24 7.5 0.17
San Diego Trough 34 7.5 0.12
Casa-Loma-Clark (San Jacinto Zone) 48 6.75 0.05
San Clemente 60 7.25 0.05
Peak horizontal acceleration values were developed from various sources (Slemmons, 1982;
EQFAULT, 1993) in addifion to Mualchin's Caltrans Califomia Seismic Detail hidex Map, 1996. A
peak acceleration of 0.32g is in good agreement with the value obtained from the Califomia Seismic
Detail Index Map, 1996.
P ProjectNo. 06535-22-01A -3-July 17, 2000
E lt is our opinion that the site could be subject to moderate to severe ground shaking in the event of an
earthquake along any of the faults listed in Table 5.2 or other faults in the southem
California/northern Baja Califomia region. However, we do not consider the site to possess any
M greater risk than that of the surrounding developments. Parameters for design in accordance with
Caltrans criteria are presented in Section 6.2.6.
5.3 Soil Liquefaction Potential
E Soil liquefaction occurs within relatively loose, cohesionless sands located below the water table that
are subjected to ground accelerations from earthquakes. Because alluvial soils will be removed and
Jl replaced with compacted fill within the abutment areas and dense granitic rock is relafively shallow,
the potential for liquefaction occurring at the abutments is considered low. Pier footings will extend
P into dense granitic rock and liquefaction of alluvial soils adjacent to fhe piers is considered te
™ insignificant to the performance ofthe pier foundafions.
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5.4 Tsunamis and Seiches
The site is not located near the ocean, so there is no risk of tsunamis affecting the site. Lake San
Marcos is several miles upstream from the proposed bridge. Seiches could be generated in a seismic
event if the reservoir is fiill or nearly full. However, the bridge will be supported in granitic rock and
k« it is estimated that no significant damage to the foundation elements would occur in the event of
limited overtopping.
Project No. 06535-22-01A - 4 - July 17, 2000
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6. CONCLUSIONS AND RECOMMENDATIONS
6.1 Earthwork
6.1.1 From a geotechnical standpoint, it is our opinion that the site is suitable for the proposed
bridge, provided the recommendations presented herein are implemented in design and
constmction of the project.
6.1.2 The plaimed earthwork consists of removing alluvium and placing fill for the approach
embankments at each abutment and placing backfill adjacent to the bridge supports
associated with constmction ofthe foundation system. All grading should be performed in
conformance with Sections 6-3, 19-3, 19-5 and 19-6 of the Caltrans Standard
Specificafions. Backfill placed behind abutment walls, retaining walls and wingwalls
should be non-expansive. The extent and placement of the non-expansive soils should
conform to Caltrans Standard Specifications 19-5.03. Backfill should have an expansion
index (EI) less than 30.
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f» 6.1.3 The current design shows 2:1 (horizontal:vertical) slopes at the approach embankments
te and VAil rip rapped slopes under the abutments. Analyses were performed to assess the
stability ofthe proposed slopes. The final fill slopes have a calculated overall stafic factor
of safety of 1.5. Under pseudo-static conditions, a factor of safety of 1.2 was calculated.
Considering the relatively conservative strength assumptions used, the limitations inherent
in the pseudo-static method of analysis, and experience with slopes constmcted using
similar materials, the proposed slopes are expected to perform satisfactorily under both
static and earthquake loading conditions.
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C 6.1.4 Fill slopes should be constmcted of granular soils and may be susceptible to surface
erosion. Consideration should be given to the use of jute mesh or other surface freatments
to those slopes not being paved to minimize soil transport by nm-off until adequate
J erosion-resistant vegetation can become established. All roadway drainage should be
directed to appropriate collection and discharge facilities so that mn-off does not flow over
the tops ofslopes. 2
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6.1.5 Surface settlement can be expected at the abutments where substantial thicknesses ofnew
fill will be placed. Based on the current plans, about 20 feet of fill will be placed at the
abutments after removals. The settlements will occur as a result of compression of the new
fill. The total settlement is direcfiy related to the thickness of new fill. Total ground
surface settlement at abutments is predicted to be about Yi inch. We anticipate that most of
ProjectNo. 06535-22-01A - 5 - July 17, 2000
the settlement will occur as loads are applied. Therefore, post constmction setfiement
should be slight and no settlement monitoring period prior to bridge constmction is
considered necessary.
^ 6.2 Bridge Foundations
* 6.2.1 The abutments should be supported on a deep foimdation system extending through the
C approach embankment fill into granitic rock. The fill at the abutments would compress
excessively under the loads imposed by the bridge if spread footings were used. Piers 2
and 3 can be supported on spread footings founded in granitic rock. Because the site will
be dewatered to excavate pier footings and remove alluvium for the placement of the
approach embankments and driven piles have a difficult time penetrating the rock, we
P anticipate cast-in-drilled-hole piles are the most economical pile type for deep
foundations. Casing may be necessary where groimdwater seepage is encountered. te
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te 6.2.2 CTDH piles will develop support by friction along the sides and end bearing in the granitic
rock at depth. Because some nuisance water may be encountered requiring casing or
tremie placement, 24-inch diameter CIDH piles are recommended. Pile tip elevations for
24-inch diameter, 70 ton, CIDH piles are presented in Table 6.2.1 for the right bridge and
the left bridge. Table 6.2.2 presents pile tip elevations at the right bridge and left bridge for
24-inch diameter, 100 ton, CIDH piles.
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6.2.3 Ultimate uplift capacities of piles are also presented in Tables 6.2.1 and 6.2.2. Actual
uplift capacity for design may be limited by stmctural considerations as outlined in
Caltrans Bridge Design Specifications, Section 4.6.4.3, If pile spacing is at least 3 times
the maximum dimension of the pile, no reduction in axial capacity for group effects is
considered necessary.
|p 6.2.4 Lateral loads causing 1/4 inch of deflection at the ground surface are presented in
ii Table 6.2.3. These capacities can be increased proportionately with deflection to a
maximum deflection of 1 inch. If greater capacities than those shown in Table 6.2.3 are
2 needed, Geocon Incorporated should be contacted to develop specific lateral capacity-
deflection curves on a case-by-case basis.
6.2.5 Pile settlement is expected to be on the order of 1/2 inch for CIDH piles. Settlements
should be essentially complete shortly after completion of the bridge superstmcture.
Project No. 06535-22-01A - 6 - July 17, 2000
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TABLE 6.2.1
TIP ELEVATIONS FOR 70 TON CIDH PILES (ABUTMENTS)
Location
Design
Load
(tons)
Nominal Resistance Design Tip
Elevation
(feet)
Specified Tip
Elevation
(feet)
Location
Design
Load
(tons) Compression Tension
Design Tip
Elevation
(feet)
Specified Tip
Elevation
(feet)
Abutment IL (east) 70 140 70 315^315^315' 315
Abutment IL (west) 70 140 70 320', 320", 320' 320
Abutment IR 70 140 70 317',317^317' 317
Abutment 4R 70 140 70 313^313^313' 313
Abutment 4L 70 140 70 314^3I4^314' 314
'Compression; ^Tension; 'Lateral loads; ^Pile tip below anticipated scour; liquefaction anticipated
TABLE 6.2.2
TIP ELEVATIONS FOR 100 TON CIDH PILES (ABUTMENTS)
Location
Design
Load
(tons)
Nominal Resistance Design Tip
Elevation
(feet)
Specified Tip
Elevation
(feet)
Location
Design
Load
(tons) Compression Tension
Design Tip
Elevation
(feet)
Specified Tip
Elevation
(feet)
Abutment IL (east) 100 200 100 312',312^312' 312
Abutment IL (west) 100 200 100 317',317^317' 317
Abutment IR 100 200 100 314',314^314' 314
Abutment 4R 100 200 100 310^310^310' 310
Abutment 4L 100 200 100 3I1',3I1',311' 311
'Compression; ^Tension; •'Lateral loads; ^Pile tip below anticipated scour; ^o liquefaction anticipated
TABLE 6.2.3
LATERAL CAPACITIES FOR CIDH PILES
Pile Location Pile Dimension Lateral Load at 1/4 inch Deflection Pile Location Pile Dimension
Fixed Free
Abutments 24-iiich diameter 48 kips 20 kips
ProjectNo. 06535-22-OlA -7-July 17, 2000
6.2.6 Piers 2 and 3 can be supported on shallow spread footings founded in granitic rock.
Footings should have a minimum embedment of 4 feet into granitic rock. Bottom of
footing elevations should be at or below the following elevations:
• Pier 2 = Elevation 311 feet
• Pier 3 - Elevation 311 feet
pi 6.2.7 The rock surface can be highly variable and excavations for footings should be inspected
ll to confirm minimum rock embedment. Footings bearing in granitic rock (Piers 2 and 3)
may be designed for an allowable bearing capacity of 5 tons per square foot (tsf) and an
ultimate bearing capacity of 10 tsf Footings should be a minimum of 3 feet in width. The
horizontal distance from the surface ofa slope to the top outside edge of the footing should
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E 6.2.8 Settlements of footings imposing the allowable pressure is estimated to be less than 1/2
inch. It is expected that nearly all ofthe settlement will occur as the loads are applied.
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^ 6.2.9 Lateral loads transmitted to footings may be resisted by friction acting along the footing
bases and passive lateral bearing. An allowable coefficient of fiiction of 0.45 may be used.
^ For footings founded in granitic rock confined by a level ground surface, an equivalent
passive fluid pressure of 500 pcf can be used. An equivalent passive fluid pressure of 300
pcf can be used for compacted fiU.
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6.2.10 Pile borings should be filled wdth concrete and initial set achieved before an adjacent pile
^ boring is drilled. Caving and ravelling of sidewalls could occur if seepage is encountered.
We anticipate that the entire bridge site will be dewatered to facilitate excavation of
alluvium at the abutments and at the piers for footing excavations. However, the contractor
should have casing available in the event that minor caving or seepage is encountered.
6.2.11 A value of 125 pcf can be used as the average wet density of the soils at the bridge site.
6.2.12 As discussed in Section 3.3.5, a peak horizontal bedrock acceleration of 0.32g based on a
magnitude 7.0 earthquake on the Newport-lnglewood-Rose Canyon/East should be used
for this site. This fault is considered a strike-slip fault and is approximately 12 kilometers
from the site. Therefore, modifications to the specfral acceleration may be necessary
depending on the period of the stmcture. Soil Profile Type B should be used for design.
E Project No. 06535-22-01A - 8 - July 17, 2000
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p 6.2.13 The soils on-site are only mildly to moderately corrosive with respect to concrete and
k steel. This site does not have to be considered a corrosive environment, based on Calfrans
criteria. Type II Portland cement should be used in concrete in contact with the ground.
HI Adequate concrete cover over reinforcing steel should be provided in accordance with
good constmction practices and design standards.
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6.3 Retaining Walls/Wingwalls
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Il 6.3.1 Unrestrained walls are those that are allowed to rotate more than O.OOIH (where H equals
the height ofthe retaining wall portion of the wall) at the top ofthe wall. Retaining walls
not restrained at the top and having a level backfill surface should be designed for an
active soil pressure equivalent to the pressure exerted by a fluid density of 35 pcf Where
the backfill will be inclined at 2:1 (horizontahvertical), an active soil pressure of 52 pcf is
recommended. For retaining walls subject to vehicular loads within a horizontal distance
equal to two-thirds the wall height, a surcharge equivalent to 2 feet of fill soil should be
added. Soil placed for retaining wall backfill should meet the requirements outlined in
Section 6.1.2.
6.3.2 All retaining walls should be provided with a drainage system adequate to prevent the
P buildup of hydrostatic forces. The drainage system should consist of weepholes or
backdrains. The above recommendations assume a properly compacted granular (EI less
than 50) free-draining backfill material with no hydrostatic forces or imposed surcharge
L load.
6.4 Foundation and Grading Plan Review
6.4.1 Geocon Incorporated should review the grading plans and foundation plans prior to
final design submittal to determine if additional analysis and/or reconunendations are
required.
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Project No. 06535-22-01A - 9 - July 17, 2000
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p LIMITATIONS AND UNIFORMITY OF CONDITIONS
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^ 1. The recommendations ofthis report pertain only to the site investigated and are based upon
fel the assumption that the soil conditions do not deviate from those disclosed in the
investigation. If any variations or undesirable conditions are encountered during
2 constmction, or ifthe proposed constmction will differ from that anticipated herein, Geocon
Incorporated should be notified so that supplemental recommendations can be given. The
P evaluation or identification ofthe potential presence of hazardous or corrosive materials was
* not part of the scope of services provided by Geocon Incorporated.
C 2. This report is issued with the understanding that it is the responsibility of the owner or his
representative to ensure that the information and recommendations contained herein are
U brought to the attention of the engineer for the project and incorporated into the plans, and
the necessary steps are taken to see that the contractor and subcontractors carry out such
2 recommendations in the field.
3. The findings of this report are valid as of the present date. However, changes in the
k conditions of a property can occur wdth the passage of time, whether they be due to natural
processes or the works of man on this or adjacent properties. In addition, changes in
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^ applicable or appropriate standards may occur, whether they result from legislation or the
broadening of knowledge. Accordingly, the findings ofthis report may be invalidated wholly
P or partially by changes outside our confrol. Therefore, this report is subject to review and
fe should not be relied upon after a period of three years.
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Project No. 06535-22-OlA July 17, 2000
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SOURCE: 2000 THOMAS BROTHERS MAP
LOS ANGELES COUNTY, CALIFORNIA
REPRODUCED WITH PERMISSION GRANTED BY THOMAS BROTHERS MAPS.
THIS MAP IS COPYRIGHTED BY THOMAS BROS. MAPS. IT IS UNLAWFUL TO COPY
OR REPRODUCE ALL OH ANY PART THEREOF, WHETHER FOR PERSONAL USE OR
RESALE, WITHOUT PERMISSION
4
M NO SCALE
GEOCON
CONSULTANTS, INC.
ENVIRONMENTAL • GEOTECHNICAL • MATERIALS
6970 FUVNDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974
PHONE 858 558-6100 - FAX 858 558-8437
JV/JMW DSK/EOOOO
VICINITY MAP
RANCHO SANTA FE ROAD BRIDGE
CARLSBAD, CALIFORNIA
DATE PROJECT NO. 06535 - 22 - 01A FIG. 1
X/R14/1DRAFTlNG/JIMW/716/rsantfe1
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APPENDIX A
FIELD INVESTIGATION
The field investigation was performed on June 21 through 23, 2000, and consisted ofthe excavation
of four small-diameter borings and nine backhoe frenches at the approximate locations shown on
Logs of Test Borings (Figures 2 through 8). The small-diameter borings were drilled to depths
ranging from Th feet to 23 feet below existing grade using a Ingersoll-Rand A300 tmck-mounted
drill rig equipped with 8-inch-diameter, hollow-stem auger. Relatively undisturbed samples were
obtained with the drill rig by driving a 3-inch O. D., split-tube sampler 12 inches into the
undisturbed soil mass with blows from a 140-pound hammer falling 30 inches. The split-tube
sampler was equipped with 1-inch-high by 2V8-inch-diameter, brass sampler rings to facilitate
sample removal and testing. Standard penefration tests (SPT) were performed by driving a 2-inch
O.D. split spoon sampler 18 inches in accordance with ASTM D 1586. The number of blows to
drive the sampler the last 12 of 18 inches is reported. Disttu*bed bulk samples were obtained from
drill cuttings and SPT testing.
The frenches were excavated with John Deere 555 frack hoe with a 24-inch wide bucket. In addition
to the borings and frenches for the current investigation, six air frack borings, eight small diameter
borings and two frenches from the previous geotechnical investigation excavated in the general
vicinity of the bridge are included on the Log of Test Boring sheets.
The soil conditions encountered in the frenches were visually examined, classified, and logged in
general conformance with the American Society for Testing and Materials (ASTM) Practice for
Description and Identification of Soils (Visual - Manual Procedure D2844). The logs of the borings
and frenches excavated for the current investigation are presented on Figures A-l through A-13. The
logs depict the various soil/rock types encountered and indicate the depths at which samples were
obtained.
Project No. 06535-22-01A July 17, 2000
PROJECT NO. 06535-22-OlA
DEPTH
IN
FEET
SAHPLE
NO.
>-CD O _1
a
X
SOIL
CLASS
CUSCS)
BORING B 101
ELEV. (MSL.) 333
EQUIPMENT
DATE COMPLETED
IR300A
6/23/00
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- 0 MATERIAL DESCRIPTION
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- 2 -
- 4 -
- 6 -
- 8 -
- 10 -
Bl-1
Bl-2
Bl-3
Bl-4
Bl-5
- 12
SM/ML
FILL
Dense, dry, moderate yellowish-brown, fine to
medium, Silty SAND/Sandy SILT
-Encountered concrete chunk at 5 feet, pulled rig
forward 3 feet
44 127.7 3.4
ML
ALLUVIUM
Soft, wet, moderate brown, Sandy SILT
-No recovery 52
BORING TERMINATED AT 12 FEET
(REFUSAL)
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Figure A-l, Log of Boring B 101 RSFRS
SAMPLESYMBOLS ° - UNSUCCESSFUL
^ ... DISTURBED OR BAG SAMPLE
E.
B.
. STANDARD PENETRATION TEST 1... DRIVE SAMPLE (UNDISTURBED)
. CHUNK SAHPLE !E ... UATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIHES.
PROJECT NO. 06535-22-OlA
DEPTH
IN
FEET
SAMPLE
NO.
> CD O _1
o
X
SOIL
CLASS
(USCS)
BORING B 102
ELEV. (MSL.) 327
EQUIPMENT
DATE COMPLETED
IR300A
6/23/00
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Q
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CJ
- 0
MATEIUAL DESCRIPTION
- 2 -
- 4 -
- 6 -
B2-1
B2-2
B2-3
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ALLUVIUM
Firm to soft, damp, grayish-brown, Sandy SILT,
highly organic and odorous
4L/MH
-No recovery
Refusal, puU rig forward 5 feet, refiisal at same depth
BORING TERMINATED AT 7.5 FEET
(REFUSAL)
18
25/5'
118.9 17.3
Figure A-2, Log of Boring B 102 RSFRB
SAMPLE SYMBOLS ° - UNSUCCESSFUL
m ... DISTURBED OR BAG SAHPLE
E.
B.
. STANDARD PENETRATION TEST 1... DRIVE SAHPLE (UNDISTURBED)
. CHUNK SAHPLE Z ... WATER TABLE OR SEEPAGE I
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION ANO AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS ANO TIKES.
PROJECT NO. 06535-22-OlA
DEPTH
IN
FEET
SAHPLE
NO.
> CD O _l
o
X
SOIL
CLASS
(USCS)
BORING B 103
ELEV. (MSL.) 335
EQUIPMENT
DATE COMPLETED
IR300A
6/23/00
UJ Ui=i
go
>-b
tr
•
UJ^$
o
- 0 MATERIAL DESCRIPTION
::f-
•l
:f-•\
\.
::f.
•t i
c
[
- 2 -
' 4 -
- 6 -
- 8 -
- 10
B3-1
B3-2
B3-3
B3-4
I 5M/ML
AIXUVIUM
Loose, moist, moderate brown, fme to coarse, Silty
SAND/Sandy SILT
-Moist to wet
-No recovery
23
PUSH
3
85.1 5.7
ML Firm, moist to wet, dark yellowish-brown, Sandy
SILT 11 114.0 17.4
BORING TERMINATED AT 11 FEET
(REFUSAL)
r
te
r
te
P
Figure A-3, Log of Boring B 103 RSFRB
SAMPLESYMBOLS °- UNSUCCESSFUL
^ ... DISTURBED OR BAG SAHPLE
E.
B.
. STANDARD PENETRATIOH TEST 1... DRIVE SAHPLE (UNDISTURBED)
. CHUNK SAHPLE I ... WATER TABLE OR SEEPAGE
E NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TREHCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIHES.
p
k PROJECT NO. 06535-22-OlA
DEPTH
IN
FEET
SAMPLE
NO.
> CD O _l
o
X
H
SOIL
CUSS
(USCS)
BORING B 104
ELEV. (MSL.) 328
EQUIPMENT
DATE COMPLETED
maooA
6/23/00 go
>-b
tr
a
hi
- 0 MATERIAL DESCRIPTION
- 2 -
- 4 -
6 -
- 8 -
- 10 -
- 12 -
14
16
18
20
h 22 H
B4-1
B4-2
B4-3
B4^
ll SW
I CH
I !
hi •j-f
r
ill
ALLUVIUM
Loose, diy, moderate brown, fine to coarse SAND,
some silt
-Black silt, soft, moist
-Seepage below 4 feet
15 109.5 20.6
Stiff, wet, mottied oranges and olives. Sandy CLAY
ESCONDIDO CREEK GRANODIORITE
Highly weathered, mottled dark yellowish-orange,
weak to moderately strong.
Excavates as Silty. fine to coarse SAND with angular
cobbles
75 124.0 12.3
90
-Becomes highly to moderately weathered
BORING TERMINATED AT 23 FEET
(REFUSAL)
Figure A-4, Log of Boring B 104 RSFRB
SAMPLESYMBOLS °- UNSUCCESSFUL
^ ... DISTURBED OR BAG SAHPLE
E... STANDARD PENETRATION TEST
B ... CHUNK SAHPLE
1... DRIVE SAHPLE (UNDISTURBED)
I ... UATER TABLE OR SEEPAGE
HOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AHD TIHES.
PROJECT NO. 06535-22-OlA
DEPTH
IH
FEET
SAMPLE
HO.
SOIL
CLASS
(USCS)
TRENCH T105
ELEV. (MSL.) 328
EQUIPMENT
DATE COMPLETED 6/21/00
JD 555 TRACK HOE UJ
Ul
gu
>'b
a
- 0
MATERIAL DESCRIPTION
T5-1
fe
- 2 -
- 4 -
- 6 -
- 8 -
- 10 -
- 12 -
T5-2
ML
ML
ALLUVIUM
Soft, damp, dark brown, Sandy SILT, abundant
roots
Becomes wet below 3 feet, with seepage, abundant
angular cobbles and boulders to 2 feet diameter,
olive black, organic odors
-Heavy seepage, standing water
ESCONDIDO CREEK GRANODIORITE
Highly weathered, weak to moderately strong,
mottled browns and oranges, excavates as Silty,
fine to coarse SAND with angular cobbles
te
P
te
TRENCH TERMINATED AT 13 FEET
Figure A-5, Log of Trench T 105 RSFRB
SAMPLE SYMBOLS • SAHPLING UNSUCCESSFUL E... STANDARD PENETRATION TEST DRIVE SAHPLE (UNDISTURBED)
^ ... DISTURBED OR BAG SAHPLE B ... CHUNK SAHPLE Z ... WATER TABLE OR SEEPAGE
NOTE: THE LOG Of SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITtONS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06535-22-OlA
DEPTH
IN
FEET
SAHPLE
NO.
> CD O -I o X I-H
SOIL
CLASS
CUSCS)
TRENCH T 106
ELEV. (MSL.) 326
EQUIPMENT
DATE COMPLETED 6/21/00
JD 555 TRACK HOE
uj^jjo
UJ ^9
CO
>b
o
UJ^^
UJ
•o
CJ
- 0
MATERL\L DESCRIPTION
te
- 2 -
- 4 -
k
P
te
p
te
ML
ALLUVIUM
Soft, damp, dark brown, Sandy SILT, abundant
roots
ML
\
Becomes wet below 3 feet, with seepage, abundant
angular cobbles and boulders to 2 feet diameter,
olive black, organic odors
-Heavy seepage, standing water
ESCONDIDO CREEfC GRANODIORITE
Highly weathered, weak to moderately strong,
mottled browns and oranges, excavates as Silty,
fine to coarse SAND with angular cobbles
/
TRENCH TERMINATED AT 8 FEET
Figure A-6, Log of Trench T 106 RSFRB
SAMPLE SYMBOLS • ... SAHPLING UNSUCCESSFUL E. . STANDARD PENETRATION TEST . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS B.
. DRIVE SAMPLE (UNDISTURBED)
^ ... DISTURBED OR BAG SAHPLE B. . CHUNK SAMPLE ¥ . . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TREHCH LOCATION AND AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE COHDITIOHS AT OTHER LOCATIONS AND TIMES.
PROJECT NO. 06535-22-OlA
m
m
fe
DEPTH
IN
FEET
SAHPLE
HO.
>-CD O -J
o
X
SOIL
CLASS
(USCS)
TRENCH T 107
ELEV. (MSL.) 328
EQUIPMENT
DATE COMPLETED 6/21/00
JD 555 TRACK HOE
UJSP
iLU UJ
CL'
ID
gu.
go
^b
a
uj^;
u
- 0 MATERIAL DESCRIPTION
- 2 -
- 4 -
T7-I
k
tm
k
P
VlL/SM
VlL/SM
ALLUVIUM
Soft, dan^. dark brown, Sandy SILT/Silty SAND,
abimdant roots
Below 2 feet becomes wet, olive black, organic
odoT, with seepage, standing at 4 feet
VlL/SM Below 4 feet abundant cobbles and boulders to 2
feet diameter
:<t-
\
ESCONDIDO CREEK GRANODIORITE
Highly weathered, weak to moderately strong,
mottied browns and oranges, excavates as Silty,
fme to coarse SAND with angular cobbles
TRENCH TERMINATED AT 8 FEET
Figure A-7, Log of Trench T 107 RSFRB
« . . o n ... SAHPLIHG UNSUCCESSFUL
SAMPLE SYMBOLS _
^ ... DISTURBED OR BAG SAHPLE
E.
B.
. STANDARD PEHETRATION TEST 1... DRIVE SAHPLE (UNDISTURBED)
. CHUNK SAHPLE ^ - - - WATER TABLE OR SEEPAGE
m
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWH HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AHD AT THE
DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESEHTATIVE OF SUBSURFACE CONDITIOHS AT OTHER LOCATlOHS AHO TIHES.
fe PROJECT NO. 06535-22-OlA
E
DEPTH
IN
FEET
SAMPLE
HO.
>• CD O _l O X
I-
H
SOIL
CLASS
CUSCS)
TRENCH T 108
ELEV. (MSL.) 335
EQUIPMENT
DATE COMPLETED 6/21/00
JD 555 TRACK HOE
III rnr^
UJsi
go
tr u
- 0
MATERL\L DESCRIPTION
P
fe
te
- 2 -
- 4 -
- 6 -
8
10
h 12
T8-1
T8-2
PI
P
te
ALLUVIUM
Loose, moist, moderate brown, fme to coarse, Silty
SAND/Sandy SILT
5M/ML 104.9 6.9
3M/ML Heavy seepage, standing water and caving between
9 and 11 feet
-1-ESCONDIDO CREEK GRANODIORITE
Highly weathered, weak to moderately strong,
mottled browns and oranges, excavates as Silty,
fine to coarse SAND with angular cobbles
TRENCH TERMINATED AT 12 FEET
Figure A-8, Log of Trench T 108 RSFRB
. . ,^«T o Q--- SAMPLING UNSUCCESSFUL
SAMPLE SYMBOLS __
^ ... DISTURBED OR BAG SAHPLE
n.
B.
. STANDARD PENETRATION
. CHUNK SAMPLE
TEST 1... DRIVE SAMPLE (UHDISTURBED)
I ... WATER TABLE OR SEEPAGE
HOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWH HEREON APPLIES ONLY AT THE SPECIFIC BORIHG OR TREHCH LOCATIOH AND AT THE
DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE COHDITIOHS AT OTHER LOCATlOHS AND TIMES.
PROJECT NO. 06535-22-OlA
DEPTH
IH
FEET
SAHPLE
HO.
> CD O _i o
X
SOIL
CUSS
CUSCS)
TRENCH T 109
ELEV. (MSL.) 326
EQUIPMENT
DATE COMPLETED 6/21/00
JD 555 TRACK HOE
og .
guj;
a. a
Rfc-
- 0 MATERIAL DESCRIPTION
fe
P fe
- 2 -
- 4 -
- 6 -
P
te
P
te
s
ML ALLUVIUM
Soft, dry, dark brown, Sandy SILT
ML
Becomes saturated, heavy seepage, standing water,
approximately 50% cobbles and boulders (angular
and rounded) up to 18 inches diameter, caving,
cannot keep trench open
ESCONDIDO CREEK GRANODIORITE
Highly weathered, weak to moderately strong,
mottied browns and oranges, excavates as Silty,
fine to coarse SAND with angular cobbles
TRENCH TERMINATED AT 7 FEET
Figure A-9, Log of Trench T 109 RSFRB
SAMPLE SYMBOLS • ... SAHPLIHG UHSUCCESSFUL E... STANDARD PENETRATION TEST • . . DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS B...
SAMPLE (UNDISTURBED)
^ ... DISTURBED OR BAG SAHPLE B... CHUNK SAHPLE I . . WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIOHS SHOWH HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOH AHD AT THE
DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESEHTATIVE OF SUBSURFACE COHDITIOHS AT OTHER LOCATIONS AND TIHES.
PROJECT NO. 06535-22-OlA
DEPTH
IN
FEET
SAMPLE
HO.
> CD O _l o X I-H
SOIL
CLASS
CUSCS)
TRENCH T 110
ELEV. (MSL.) 327
EQUIPMENT
DATE COMPLETED 6/21/00
JD 555 TRACK HOE
On *
<c£\
ujnip
UJ ujs;
§u^
go
a
0£^
•o u
- 0
MATERL\L DESCRIPTION
P
- 2 -
- 4 -
- 6 -
- 8
te
fe
te
te
p fe
JL
ML ALLUVIUM
Soft. dry. dark brown, Sandy SILT
ML
Becomes saturated, heavy seepage, approximately
50% cobbles and boulders, (angular and rounded)
up to 18 inches diameter, caving, cannot keep
trench open
ESCONDIDO CREEK GRANODIORITE
Highly weathered, weak to moderately strong,
mottled browns and oranges, excavates as Silty,
fine to coarse SAND with angular cobbles
TRENCH TERMINATED AT 8 FEET
Figure A-10, Log of Trench T 110 RSFRB
SAMPLE SYMBOLS • ... SAHPLIHG UNSUCCESSFUL E. . STANDARD PENETRATIOH TEST • . . DRIVE SAHPLE (UHDISTURBED) SAMPLE SYMBOLS B.
SAHPLE (UHDISTURBED)
^ ... DISTURBED OR BAG SAHPLE B. . CHUNK SAHPLE . WATER TABLE OR SEEPAGE
I NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES OHLY AT THE SPECIFIC BORING OR TRENCH LOCATION AHD AT THE
DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESEHTATIVE OF SUBSURFACE COHDITIONS AT OTHER LOCATIONS AND TIHES.
PROJECT NO. 06535-22-OlA
DEPTH
IN
FEET
SAHPLE
NO.
> CD O _1 o X t-H
SOIL
CUSS
(USCS)
TRENCH Till
ELEV. (MSL.) 332
EQUIPMENT
DATE COMPLETED 6/22/00
JD 555 TRACK HOE
SUJ^
UJUO
UJ^IO n Kw
>-b tr
a
o^ •o u
- 0
MATERIAL DESCRIPTION
E
E
- 2 -
- 4 -
- 6 -
- 8 -
- 10 -
- 12 -
I*
ii
te
- 14
fe
ALLUVIUM
Loose to medium dense, danq), moderate brown to
dark brown, Silty, fine to coarse SAND, scattered
cobbles and boulders up to 2 feet diameter
SM
-Steel storm drain
SM
Seepage, standing water at 10 feet
Becomes saturated
52 ESCONDIDO CREEK GRANODIORITE
Moderately to highly weathered, weak to
moderately weak, mottled browns and oranges,
excavates as Silty, fine to coarse SAND
TRENCH TERMINATED AT 14 FEET
Figure A-11, Log of Trench T 111 RSFRB
r, * . ,r.T ,«^T H ... SAHPLI NG UNSUCCESSFUL
SAMPLE SYMBOLS _
^ ... DISTURBED OR BAG SAHPLE
E.
B.
. STAHDARD PEHETRATIOH
. CHUHK SAMPLE
TEST 1... DRIVE SAMPLE (UNDISTURBED)
Z ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIOHS SHOWH HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TREHCH LOCATIOH AND AT THE
DATE INDICATEO. IT IS NOT WARRANTED TO BE REPRESEHTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIHES.
PROJECT NO. 06535-22-OlA
DEPTH
IN
FEET
SAMPLE
HO.
>-CD O SOIL
CUSS
(USCS)
TRENCH T 112
ELEV. (MSL.) 333
EQUIPMENT
DATE COMPLETED 6/22/00
JD 555 TRACK HOE
On •
<r>E\
guj;
0. 'a:S
gu^
go
>b
g-
a|
iz
u
- 0 MATERIAL DESCRIPTION
T12-1
P
il
p
c
- 2 -
- 4 -
- 6
- 8
10
- 12 -
- 14 -
- 16
te
M
1-
ALLUVIUM
Loose to medium dense, damp, moderate brown to
dark brown, Silty, fme to coarse SAND,
approximately 20% boulders up to 2 feet diameter
SM
Becomes damp, increase in boulders, prevelant
caving
SM
\
ESCONDIDO CREEK GRANODIORITE
Moderately to highly weathered, weak to
moderately weak, mottied browns and oranges,
excavates as Silty, fine to coarse SAND /
TRENCH TERMINATED AT 16 FEET
Figure A-12, Log of Trench T 112 RSFRB
n SAHPLING UNSUCCESSFUL
SAMPLESYMBOLS ^ :»«nKLifn. unsuLuc^ruL
^ ... DISTURBED OR BAG SAHPLE
E.
B.
. STANDARD PEHETRATIOH TEST 1 ... DRIVE SAHPLE (UHDISTURBED)
. CHUNK SAHPLE Z ... WATER TABLE OR SEEPAGE
NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWH HEREOH APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AHD AT THE
DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESEHTATIVE OF SUBSURFACE COHDITIONS AT OTHER LOCATIONS AHD TIHES.
PROJECT NO. 06535-22-OlA
E DEPTH
IN
FEET
SAHPLE
NO.
> CD O -J o X I-H
SOIL
CUSS
(USCS)
TRENCH T 113
ELEV. (MSL.) 335
EQUIPMENT
DATE COMPLETED 6/22/00
JD 555 TRACK HOE
UiMo
uj^oa
CO.
CJ
>-b tr
a
UJ6*
PI-
CO UJ
•o u
- 0
MATERIAL DESCRIPTION
E
i
2 -
- 4 -
- 6 -
TOPSOIL
\ Soft, dry, moderate brown, Sandy SILT
P fe
fe
i
fe
P
fe
ALLUVIUM
Loose to medium dense, moist, moderate and
reddish-brown, Clayey SAND
/
136.1 15.2
ESCONDIDO CREEK GRANODIORITE
Moderately to highly weathered, mottied browns
and oranges, we^ to moderately weak, excavates
as Silty, fine to coarse SAND
TRENCH TERMINATED AT 7 FEET
Figure A-13, Log of Trench T 113 RSFRB
SAMPLE SYMBOLS n ... SAHPLIHG UHSUCCESSFUL B.. . STAHDARD PENETRATION TEST • .. . DRIVE SAHPLE (UNDISTURBED) SAMPLE SYMBOLS SAHPLE (UNDISTURBED)
^ ... DISTURBED OR BAG SAHPLE B.. . CHUHK SAHPLE z.. . WATER TABLE OR SEEPAGE
HOTE: THE LOG OF SUBSURFACE COHDITIOHS SHOWN HEREOH APPLIES OHLY AT THE SPECIFIC BORIHG OR TREHCH LOCATIOH AHD AT THE
DATE INDICATED. IT IS NOT WARRAHTED TO BE REPRESEHTATIVE OF SUBSURFACE COHDITIOHS AT OTHER LOCATlOHS AHD TIHES.
PROJECT NO. 06535-22-OIA
DEPTH
IH
FEET
SAHPLE
HO.
> CD O _l
o
X
H-
H
SOIL
CUSS
(USCS)
TRENCH T 114
ELEV. (MSL.) 340
EQUIPMENT
DATE COMPLETED 6/22/00
JD 555 TRACK HOE UJ UJ^
KS
>
Su!
tr a
a| iz ^p CJ
- 0
MATERIAL DESCRIPTION
E
P
fe
P
fe
- 2 -
- 4
- 6 -
T^
•Kt
\
SM
9
TOPSOIL
Loose to medium dense, dry. moderate brown,
Silty, fine to coarse SAND, highly porous,
abundant roots
ESCONDIDO CREEK GRANODIORITE
Moderately to slightiy weathered, closely spaced
joints, mottled, strong to moderately strong,
excavates as_angular cobbles
Becomes strong to very strong
TRENCH TERMINATED AT 7 FEET
(REFUSAL)
P
fe
E
Figure A-14, Log of Trench T 114 RSFRB
r,. ^ MT^T T-^^r^ ,T^^T ^ SAHPLING UHSUCCESSFUL
SAMPLE SYMBOLS _
^ ... DISTURBED OR BAG SAHPLE
E.
B.
. STANDARD PEHETRATIOH
. CHUHK SAHPLE
TEST 1 ... DRIVE
Z ... WATER
SAHPLE (UHDISTURBED)
TABLE OR SEEPAGE
HOTE: THE LOG OF SUBSURFACE COHDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATIOH AHD AT THE
I
DATE IHDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE COHDITIOHS AT OTHER LOCATIONS AHD TIHES.
APPENDIX B
LABORATORY TESTING
Laboratory tests were performed in accordance with generally accepted test methods of the
American Society for Testing and Materials (ASTM) or other suggested procedures. Selected soil
samples were tested for their shear sfrength characteristics and grain size distribution. Selected soils
samples were also tested for pH, resistivity, chloride ion content and sulfate content.
The results of our laboratory tests are presented on Tables B-I through B-V and Figures B-1 and B-2.
The results of chloride ion content tests performed by Clarkson Laboratory and Supply Incorporated
also are presented herein.
P fe
r
te
TABLE B-I
SUMMARY OF DIRECT SHEAR TEST RESULTS
Sample
No.
Dry Density
(pcf)
Moisture Content
(%)
Unit Cohesion
(psf)
Angle of Shear Resistance
(degrees)
B104-3 124.0 12.3 900 42
T105-1* 87.4 20.1 0 38
*Sample remolded to approximately 90 percent of maximum dry density at near optimum moisture
content.
E
G
TABLE B-II
SUMMARY OF LABORATORY MAXIMUM DRY DENSITY
AND OPTIMUM MOISTURE CONTENT TEST RESULTS
Sample
No. Description Maximum Dry
Density (pcf)
Optimum Moisture
Content (% dry wt.)
T105-1 Dark brown Sandy SILT 98.2 19.1
TABLE B-lll
SUMMARY OF LABORATORY WATER SOLUBLE SULFATE TEST RESULTS
Sample
No.
Water Soluble Sulfate
(%)
T112-1 0.006
E ProjectNo. 06535-22-01A -B-1 -July 14, 2000
p
fe
fe
te
L
te
E
TABLE B-IV
SUMMARY OF LABORATORY CHLORIDE ION CONTENT TEST RESULTS
Sample
No.
Chloride Ion Content
(ppm)
TU2-1 33
p
te
TABLE B-V
SUMMARY OF LABORATORY pH and RESISTIVITY TEST RESULTS
Sample
No. pH Muumum Resistivity
(ohm-centimeters)
T112-1 7.2 2201
Project No. 06535-22-01A -B-2-Julyl7, 2000
PROJECTNO. 06535-22-OlA
GRAVEL SAND
SILT OR CLAY COflRSE FINE :Ol^RSE MEDIUn FINE SILT OR CLAY
U. S. STANDARD SIEVE SIZE
100
90
80
H UJ
CQ
tr
z 50
H U.
H 40
UJ u tr Ul 30
20
10
0
3" 1-1/2" 3/4- 3/8 8 IjS 30 50
10
60 100 200
1 0.1
GRAIN SIZE IN MILLEMETERS
0.01 0.001
SAMPLE Depth (ft) CLASSIFICATION »iAT WC LL PL PI
T107-1 3.0 (SM)
E
GRADATION CURVE
RANCHO SANTA FE ROAD BRIDGE
CARLSBAD, CALIFORNIA
RSFRB Figure B-I
p
PROJECTNO. 06535-22-OlA
o H h-<c o H _l
o
CO z o o
UJ u tr UJ Q.
RSFRB
SAMPLE NO. B102-1
-4
-2
10
12L_
0.1 10 100
APPLIED PRESSURE Ocsf)
Initial Dry Density (pcf)
hiitial Water Content (%)
Initial Saturation (%) 100-H
Sample Samrated at (ksf) 0.5
CONSOLIDATION CURVE
RANCHO SANTA FE ROAD BRIDGE
CARLSBAD, CALIFORNIA
Figure B-2
c
r fe
I
LIST OF REFERENCES
1. Blake, T. F., EQFAULT, A Computer Program for the Deterministic Prediction of Peak
Horizontal Acceleration from Digitized Califomia Faults, Users Manual, 1989a, p. 79
(Revised 1993).
2. Califomia Department ofTransportation, 1986, Bridge Design Details Manual.
3. ^ 1986, Bridge Memo to Designers Manual.
4. , 1987, Bridge Design Specifications Manual.
5. , 1995, Highway Design Manual.
6. , 1995, Standard Specifications.
7. Preliminary Geotechnical Investigation, Villages of La Costa - The Oaks and Ridge,
Carlsbad, Califomia, Geocon Incorporated, January 10,2000 (Project No. 06105-12-01).
E 8. Bridge Foundation Investigation for Rancho Santa Fe Road Realignment, Rancho Santa Fe
Bridge Crossing at San Marcos Creek, Carlsbad, Califomia, Geocon Incorporated,
September 13, 1990 (ProjectNo. 04367-05-03).
9. Geologic Map of the Northwestem Part of San Diego County, California, California
Division of Mines and Geology, DMG Open-File Report 96-02, 1996.
te 10. Slenmions, D. B., 1982, Determination of Design Earthquake Magnitudes for
Microzonation, Proceedings of Third Intemationai Microzonation Conference, Vol. 1.
r
fe 11. United States Geological Survey, 7.5 minute Quadrangle Series, Rancho Santa Fe
Quadrangle, 1968, photorevised 1983,
P
L 12. Unpublished reports, aerial photographs and maps on file with Geocon Incorporated.
ProjectNo. 06535-22-01A July 17, 2000